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HomeMy WebLinkAboutWPO201600008 Calculations WPO VSMP 2016-07-25 II /IF' PROJECT CIVIL ENGINEERINGLAND PLANNING ENGINEERING April 18, 2016 John Anderson -� ` f � �` Albemarle County zuor `ory (J n ,,_7 y �J It., i';i:I' �r� �1`�.1 Regarding: Glenmore K2C-II ri ,"i„estiqi 'alu, q Stormwater Management � 6lOd ; Dear Mr.Anderson, Enclosed are the calculations and details relating to stormwater management for the Glenmore K2C-II Subdivision, a 63-lot, three-phase residential project. As large portions of the parcel's existing open space will not be disturbed—including 4.04 acres to the north of the development—the total load reduction required is less than 10 pounds, and this project is eligible for off-site nutrient credits per§17-502.A.2 of the Albemarle County Code. Off-site nutrient credits are preferred by the Glenmore Homeowners'Association, as BMP maintenance has been a burden for the community in the past. A portion of the site runoff will be treated in the SWM facility designed by Collins Engineering for Glenmore K2B, Lots 1 &7-16, and the remaining phosphorous reduction is proposed to be achieved through the purchase of credits. In the existing condition, site runoff flows to natural channels to the north and south, and to Carroll Creek to the west.As Carroll Creek has a very large drainage area at this point, we have analyzed the flow to the west as non-point discharge and also applied the energy balance equation to the non-point discharge as well as to the discharge to the north and south. The one-year peak flows are reduced through detention basins, and the 10-year peak flows are contained within the defined channels. If you have any questions please do not hesitate to contact me at your earliest opportunity. I may be reached at:Justin ac shimp-engineerinq.com or by phone at 434-953-6116. Your uly, / Lauren Gilroy Shimp Engineering, P.C. Contents: Pre-Development Pre-Development Drainage Map Pre-Development HydroCAD Report Post-Development Post-Development Drainage Map Post-Development HydroCAD Report VaRRM Summary Independent Reports Excerpt from NRCS Soils Report NOAA Precipitation Report RECEIVED 2 112Q�fi COMMUNITY DEVELOPMENT II P.O.A. 1 0 •.- Non-Point 111 P.O.A. 2 Subcat Reach 'on. Drainage Diagram for Glenmore Pre-Development Prepared by Shimp Engineering, P.C., Printed 4/18/2016 HydroCAD®9.10 s/n 07054 0 2011 HydroCAD Software Solutions LLC Glenmore Pre-Development Type II 24-hrillEMIE Prepared by Shimp Engineering, P.C. Printed 4/18/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1: P.O.A. 1 Runoff = -@ 12.14 hrs, Volume= Depth> 0.99" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=2.89" Area(sf) CN Description Land Use 1,433 55 Woods,Good, HSG B Woods 949 61 >75%Grass cover,Good, HSG B Open Space 355,099 77 Woods,Good,HSG D Woods - 77 Weighted Average 357,481 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Direct Entry, Summary for Subcatchment 2: Non-Point Runoff = -@ 12.16 hrs, Volume= _ Depth> 0.65" Runoff by SCS TR-20 method,UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=2.89" Area(sf) CN Description Land Use 165,469 55 Woods,Good, HSG B Woods 234,172 70 Woods,Good, HSG C Woods NRapr 321,633 77 Woods,Good,HSG D Woods - 70 Weighted Average 721,274 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Direct Entry, Summary for Subcatchment 3: P.O.A.2 Runoff = Mfs @ 12.16 hrs, Volume= - Depth> 0.99" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=2.89" Area(sf) CN Description Land Use 1,389 61 >75%Grass cover,Good, HSG B Roadway 1,991 70 Woods,Good, HSG C Woods 604,037 77 Woods,Good,HSG D Woods - 77 Weighted Average 607,417 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Direct Entry, / Cn c C- o m tea.,,. o A v _______TI>o_ 0 - N 5. I . . , N N Z .1 ' 0 C 0 c 4to 7 _ N o 4 . t . .101 n- SD CD iv ER Of v1; c\imrditr: likk;: 4r.: D . I s: _%, i,,,a - _., mgmoi, FTi -1 ' I # i‘ 4 # \ 13) o rl - _ =_ si) Oa) „ .... ,, II (c, N aA � ..0 41016 , -- (3›i ii 4s.1 * ,.,. .0p , I ,,,,. 1 ... „ 16., , c) . = „T.-) 010 110 i ° 04 -1 'A- , c], . 0 il ,_ (5: V 11 FIT >a) _.t C*irill7\1411 11IUin co =c 0 --J > ,A P iii1 11 C3'0, a)(2:" iii, trol 0 11111 • cn 0 lk 111 e .0)010 - 1 g CO N0 w 0 a _7: � � cT saw, 10111111 /vIl _ / N 0_ CD ` i oo O rig 1— r- 0 rC) Glenmore Post-Development Type 24-hrillIMMINI Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1: D.A. A Runoff = 12.17 cfs @ 12.02 hrs, Volume= _ Depth> 1.49" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=2.89" Area(sf) CN Description 2,702 61 >75%Grass cover, Good, HSG B * 1,069 98 Impervious, HSG B 18,459 77 Woods,Good, HSG D 136,126 80 >75%Grass cover,Good, HSG D * 71,595 98 Impervious, HSG D 85 Weighted Average 157,287 68.40%Pervious Area 72,664 31.60%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond 2: Detention A ,- Inflow Area= 5.279 ac, 31.60%Impervious, Inflow Depth> 1.49" for 1yr event Inflow = 12.17 cfs @ 12.02 hrs, Volume= 0.656 af Outflow = 1.88 cfs @ 12.36 hrs, Volume= 0.654 af, Atten=85%, Lag=20.5 min Primary = 1.88 cfs @ 12.36 hrs, Volume= 0.654 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak Elev=339.19' @ 12.36 hrs Surf.Area=3,723 sf Storage= 10,451 cf Plug-Flow detention time=48.7 min calculated for 0.653 af(100%of inflow) Center-of-Mass det.time=46.0 min (875.7-829.6) Volume Invert Avail.Storage Storage Description #1 334.00' 24,445 cf Surface Storage(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 334.00 657 0 0 336.00 1,558 2,215 2,215 338.00 2,807 4,365 6,580 340.00 4,352 7,159 13,739 342.00 6,354 10,706 24,445 Device Routing Invert Outlet Devices #1 Primary 334.00' 11.11.11M L=78.3' Ke=0.400 Inlet/Outlet Invert=334.00'/329.17' S=0.0617'1 Cc=0.900 n=0.011 �.► #2 Device 1 334.00' "Vert.1-yr Orifice X 24 C=0.600 #3 Device 1 339.30' .0"Horiz.Standpipe C=0.600 Limited to weir flow at low heads #4 Primary 339.30' x 25.0'Brea. Glenmore Post-Development Type 24-hraMIIMIIII Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 3 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.88 cfs @ 12.36 hrs HW=339.19' (Free Discharge) -1=1A-1B (Passes 1.88 cfs of 19.20 cfs potential flow) I2=1-yr Orifice (Orifice Controls 1.88 cfs @ 10.79 fps) 3=Standpipe (Controls 0.00 cfs) -4=Spillway (Controls 0.00 cfs) Summary for Subcatchment 3: Undetained 1 Runoff = 2.78 cfs @ 12.04 hrs, Volume= - Depth> 1.05" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=2.89" Area(sf) CN Description 42,954 77 Woods,Good, HSG D 38,532 80 >75%Grass cover, Good, HSG D - 78 Weighted Average 81,486 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Summary for Reach 4: Channel 1 Per field measurements taken on December 20, 2015. Inflow Area= 7.150 ac, 23.33%Impervious, Inflow Depth> 1.37" for 1yr event Inflow = 4.47 cfs @ 12.05 hrs, Volume= 0.817 af Outflow = 4.00 cfs @ 12.22 hrs, Volume= 0.810 af, Atten=11%, Lag= 10.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 1.84 fps, Min.Travel Time=6.4 min Avg.Velocity=0.81 fps, Avg.Travel Time= 14.5 min Peak Storage= 1,537 cf @ 12.12 hrs Average Depth at Peak Storage=0.32' Bank-Full Depth=4.00', Capacity at Bank-Full=299.18 cfs 6.60' x 4.00' deep channel, n=0.080 Earth,long dense weeds Side Slope Z-value=1.3 0.5'/' Top Width= 13.80' Length=707.0' Slope=0.0509'/' Inlet Invert=312.00', Outlet Invert=276.00' Glenmore Post-Development Type 24-hraIMIMMIB Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 5: D.A. B Runoff = 5.99 cfs @ 12.02 hrs, Volume= - Depth> 1.56" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=2.89" Area(sf) CN Description 69,900 80 >75%Grass cover, Good, HSG D * 38,176 98 Impervious, HSG D - 86 Weighted Average 69,900 64.68%Pervious Area 38,176 35.32%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond 6: Detention B Inflow Area= 2.481 ac, 35.32%Impervious, Inflow Depth> 1.56" for 1yr event Inflow = 5.99 cfs @ 12.02 hrs, Volume= 0.323 af Outflow = 1.13 cfs @ 12.29 hrs, Volume= 0.321 af, Atten=81%, Lag= 16.2 min Primary = 1.13 cfs @ 12.29 hrs, Volume= 0.321 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak Elev=319.70' @ 12.29 hrs Surf.Area=2,476 sf Storage=4,955 cf Plug-Flow detention time=42.8 min calculated for 0.321 af(99%of inflow) Center-of-Mass det.time=37.5 min(863.5-826.0) Volume Invert Avail.Storage Storage Description #1 316.50' 12,587 cf Surface Storage(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 316.50 712 0 0 318.00 1,453 1,624 1,624 320.00 2,659 4,112 5,736 322.00 4,192 6,851 12,587 r► Glenmore Post-Development Type 1124-h Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 5 Device Routing Invert Outlet Devices #1 Primary 316.50' L=34.8' Ke=0.400 Inlet/Outlet Invert=316.50'/314.76' S=0.0500'/' Cc=0.900 n=0.011 #2 Device 1 316.50' C=0.600 #3 Device 1 319.80 ±. C=0.600 Limited to weir flow at low heads 4141,000.010* #4 Primary 319.80' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef.(English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 .rimary OutFlow Max=1.13 cfs @ 12.29 hrs HW=319.70' (Free Discharge) -1=1C-1D (Passes 1.13 cfs of 10.15 cfs potential flow) E2=1-yr Orifice (Orifice Controls 1.13 cfs @ 8.32 fps) 3=Standpipe (Controls 0.00 cfs) -4=Spillway (Controls 0.00 cfs) Summary for Link 8: P.O.A. 1 Inflow Area= 9.631 ac, 26.42%Impervious, Inflow Depth> 1.41" for 1yr event Inflow = 5.13 cfs @ 12.22 hrs, Volume= 1.131 af Primary = -@ 12.22 hrs, Volume= 1.131 af, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs Summary for Subcatchment 9: D.A. C Runoff = 5.50 cfs @ 11.99 hrs, Volume= -Depth> 1.80" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=2.89" Area(sf) CN Description 41,352 80 >75%Grass cover,Good, HSG D * 40,250 98 Impervious, HSG D - 89 Weighted Average 41,352 50.68%Pervious Area 40,250 49.32%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Pond 10: Detention C Inflow Area= 1.873 ac, 49.32%Impervious, Inflow Depth> 1.80" for 1yr event Inflow = 5.50 cfs @ 11.99 hrs, Volume= 0.281 af Outflow = 1.56 cfs @ 12.15 hrs, Volume= 0.279 af, Atten=72%, Lag=9.4 min Primary = 1.56 cfs @ 12.15 hrs, Volume= 0.279 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Glenmore Post-Development Type 1124-h Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 6 r.. Peak Elev=308.64' @ 12.15 hrs Surf.Area=2,119 sf Storage=3,595 cf Plug-Flow detention time=23.1 min calculated for 0.279 of(99%of inflow) Center-of-Mass det.time= 19.6 min (832.4-812.8) Volume Invert Avail.Storage Storage Description #1 306.00' 14,486 cf Surface Storage(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.00 650 0 0 308.00 1,717 2,367 2,367 310.00 2,973 4,690 7,057 312.00 4,456 7,429 14,486 Device Routing Invert Outlet Devices #1 Primary305.30' L=34.7' Ke=0.400 Inlet/Outlet Invert=305.30'/300.00' S=0.1527'/' Cc=0.900 n=0.011 #2 Device 1 306.00' C=0.600 #3 Device 1 308.70' 6.0"Horiz.Standpipe) C=0.600 Limited to weir flow at low heads #4 Primary 308.70' (►'atox15,1�', NIMEM Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 primary OutFlow Max=1.56 cfs @ 12.15 hrs HW=308.64' (Free Discharge) -1=N1-N2 (Passes 1.56 cfs of 10.43 cfs potential flow) AL2=1-yr Orifice (Orifice Controls 1.56 cfs @ 7.51 fps) 3=Standpipe (Controls 0.00 cfs) -4=Spillway (Controls 0.00 cfs) Summary for Subcatchment 11: Undetained N Runoff = 8.50 cfs @ 12.09 hrs, Volume= Depth> 0.61" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=2.89" Area(sf) CN Description 142,905 55 Woods,Good, HSG B 22,565 61 >75%Grass cover,Good, HSG B 226,498 70 Woods,Good, HSG C 7,675 74 >75%Grass cover,Good, HSG C 43,001 77 Woods,Good, HSG D 66,835 80 >75%Grass cover,Good, HSG D * 24,917 98 Impervious, HSG D 534,396 69 Weighted Average 509,479 95.34%Pervious Area 24,917 4.66%Impervious Area Glenmore Post-Development Type 24-hMIIIMIB Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 7 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 Direct Entry, Summary for Link 12: Non-Point Inflow Area= 14.141 ac, 10.58%Impervious, Inflow Depth> 0.76" for 1yr event Inflow = 10.04 cfs @ 12.09 hrs, Volume= 0.900 af Primary = -@ 12.09 hrs, Volume= 0.900 af, Atten=0%, Lag=0.0 min Primary outflow= Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs Summary for Subcatchment 13: D.A. D Runoff = 5.26 cfs @ 12.02 hrs, Volume= 0.284 af, Depth> 1.49" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=2.89" Area(sf) CN Description 7,498 77 Woods,Good, HSG D 65,392 80 >75%Grass cover,Good, HSG D * 26,500 98 Impervious, HSG D 85 Weighted Average 72,890 73.34% Pervious Area 26,500 26.66%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond 14: Detention D Inflow Area= 2.282 ac, 26.66%Impervious, Inflow Depth> 1.49" for 1yr event Inflow = 5.26 cfs @ 12.02 hrs, Volume= 0.284 af Outflow = 3.68 cfs @ 12.10 hrs, Volume= 0.282 af, Atten=30%, Lag=4.8 min Primary = 3.68 cfs @ 12.10 hrs, Volume= 0.282 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak Elev=312.12' @ 12.10 hrs Surf.Area=2,117 sf Storage= 1,780 cf Plug-Flow detention time= 12.8 min calculated for 0.282 af(99%of inflow) Center-of-Mass det.time=8.1 min(837.7-829.6) Volume Invert Avail.Storage Storage Description #1 311.00' 17,281 cf Surface Storage(Prismatic) Listed below(Recalc) Glenmore Post-Development Type 1124-h Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 8 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 311.00 1,058 0 0 312.00 1,996 1,527 1,527 314.00 3,958 5,954 7,481 316.00 5,842 9,800 17,281 Device Routing Invert Outlet Devices #1 Primary 305.00' L=39.0' Ke=0.400 Inlet/Outlet Invert=305.00'/300.51' S=0.1151'/' Cc=0.900 n=0.011 #2 Device 1 311.00' C=0.600 #3 Primary 312.20 I.0"Mork.Standpi = C=0.600 Limited to weir flow at low heads #4 Primary 312.20' Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef.(English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=3.68 cfs @ 12.10 hrs HW=312.12' (Free Discharge) -1=2A-2B (Passes 3.68 cfs of 16.14 cfs potential flow) t2=1-yr Orifice (Orifice Controls 3.68 cfs @ 4.16 fps) -3=Standpipe (Controls 0.00 cfs) -4=Spillway (Controls 0.00 cfs) Summary for Subcatchment 15: D.A. E r... Runoff = 9.80 cfs @ 12.02 hrs, Volume= -Depth> 1.56" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=2.89" Area(sf) CN Description 11,290 77 Woods,Good, HSG D 106,584 80 >75%Grass cover, Good, HSG D * 59,110 98 Impervious, HSG D - 86 Weighted Average 117,874 66.60%Pervious Area 59,110 33.40%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond 16: Detention E Inflow Area= 4.063 ac, 33.40%Impervious, Inflow Depth> 1.56" for 1yr event Inflow = 9.80 cfs @ 12.02 hrs, Volume= 0.530 af Outflow = 2.55 cfs @ 12.22 hrs, Volume= 0.525 af, Atten=74%, Lag= 12.1 min Primary = 2.55 cfs @ 12.22 hrs, Volume= 0.525 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Glenmore Post-Development Type 24-4111111111.1. Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 9 Peak Elev=327.18' @ 12.22 hrs Surf.Area=3,046 sf Storage=7,202 cf Plug-Flow detention time=30.5 min calculated for 0.525 of(99%of inflow) Center-of-Mass det.time=24.9 min (850.9-826.0) Volume Invert Avail.Storage Storage Description #1 324.00' 18,011 cf Surface Storage(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 324.00 1,543 0 0 326.00 2,424 3,967 3,967 328.00 3,476 5,900 9,867 330.00 4,668 8,144 18,011 Device Routing Invert Outlet Devices #1 Primary 324.00' L=54.8' Ke=0.400 Inlet/Outlet Invert=324.00'/320.41' S=0.0655'/' Cc=0.900 n=0.011 #2 Device 1 324.00' • ;x C=0.600 #3 Device 1 327.30' 0.0"Horiz.Standpipe) C=0.600 Limited to weir flow at low heads #4 Primary 327.30' -.0'•L Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef.(English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 ..rimary OutFlow Max=2.55 cfs @ 12.22 hrs HW=327.18' (Free Discharge) -1=2C-2D (Passes 2.55 cfs of 14.22 cfs potential flow) 12=1-yr Orifice (Orifice Controls 2.55 cfs @ 8.36 fps) 3=Standpipe (Controls 0.00 cfs) -4=Spillway (Controls 0.00 cfs) Summary for Subcatchment 17: D.A. F Onsite Runoff = 10.56 cfs @ 12.06 hrs, Volume= - Depth> 1.42" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=2.89" Area(sf) CN Description 33,343 77 Woods,Good, HSG D 144,742 80 >75%Grass cover, Good, HSG D * 58,552 98 Impervious, HSG D 84 Weighted Average 178,085 75.26%Pervious Area 58,552 24.74%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 Direct Entry, Glenmore Post-Development Type 24-hrilMIMI Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 18: D.A. F Offsite Computed by subtracting K2C DA from Collins Engineering total DA Runoff = 12.08 cfs @ 12.05 hrs, Volume= 0.716 af, Depth> 1.22" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr lyr Rainfall=2.89" Area(sf) CN Description 61,614 61 >75%Grass cover, Good, HSG B * 26,234 98 Impervious, HSG B 166,206 80 >75%Grass cover,Good, HSG D * 51,626 98 Impervious, HSG D 305,680 81 Weighted Average 227,820 74.53%Pervious Area 77,860 25.47%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 Direct Entry, Summary for Pond 19: BMP F From SWM report by Collins Engineering,dated January 6, 2016 Inflow Area= 12.450 ac, 25.15%Impervious, Inflow Depth> 1.31" for 1yr event Inflow = 22.63 cfs @ 12.05 hrs, Volume= 1.360 af Outflow = 0.42 cfs @ 19.31 hrs, Volume= 0.368 af, Atten=98%, Lag=435.3 min Primary = 0.42 cfs @ 19.31 hrs, Volume= 0.368 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Starting Elev=334.00' Surf.Area=16,413 sf Storage=52,094 cf Peak Elev=336.46' @ 19.31 hrs Surf.Area=27,360 sf Storage=96,231 cf (44,137 cf above start) Plug-Flow detention time=(not calculated: initial storage excedes outflow) Center-of-Mass det.time=260.3 min( 1,101.1-840.8) Volume Invert Avail.Storage Storage Description #1 328.00' 12,346 cf Pre-Treatment(Prismatic)Listed below(Recalc) #2 328.00' 183,322 cf Main Storage(Prismatic) Listed below(Recalc) 195,668 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 328.00 529 0 0 330.00 1,034 1,563 1,563 333.00 3,530 6,846 8,409 334.00 4,343 3,937 12,346 Glenmore Post-Development Type 24-hrallin Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 11 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 328.00 4,251 0 0 330.00 5,575 9,826 9,826 332.00 7,018 12,593 22,419 333.00 7,785 7,402 29,821 334.00 12,070 9,928 39,748 336.00 21,720 33,790 73,538 338.00 27,326 49,046 122,584 340.00 33,412 60,738 183,322 Device Routing Invert Outlet Devices #1 Primary 334.00' 30.0" Round Barrel L=50.0' Ke=0.500 Inlet/Outlet Invert=334.00'/329.08' S=0.0984'1 Cc=0.900 n=0.013 #2 Device 1 334.00' 3.0"Vert.3" Low-Flow Orifice C=0.500 #3 Device 1 336.25' 7.0"Vert.7" Midflow Orifice C=0.500 #4 Device 1 337.50' 42.0" Horiz.Riser C=0.500 Limited to weir flow at low heads #5 Primary 338.50' 45.0' long x 15.0'breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 primary OutFlow Max=0.42 cfs @ 19.31 hrs HW=336.46' (Free Discharge) -=Barrel (Passes 0.42 cfs of 26.15 cfs potential flow) -2=3" Low-Flow Orifice (Orifice Controls 0.30 cfs @ 6.13 fps) W-- -3=7" Midflow Orifice (Orifice Controls 0.12 cfs @ 1.31 fps) -4=Riser (Controls 0.00 cfs) -5=Emergency Spillway (Controls 0.00 cfs) Summary for Reach 20: Channel 2 Inflow Area= 16.513 ac, 27.18%Impervious, Inflow Depth> 0.65" for 1yr event Inflow = 2.80 cfs @ 12.24 hrs, Volume= 0.892 af Outflow = 2.78 cfs @ 12.40 hrs, Volume= 0.885 af, Atten= 1%, Lag=9.6 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 1.42 fps, Min.Travel Time=5.0 min Avg.Velocity=1.16 fps, Avg.Travel Time=6.1 min Peak Storage=836 cf @ 12.31 hrs Average Depth at Peak Storage=0.19' Bank-Full Depth= 15.00', Capacity at Bank-Full= 14,516.08 cfs 9.50' x 15.00' deep channel, n=0.080 Earth,long dense weeds Side Slope Z-value=3.3 3.2 '/' Top Width= 107.00' Length=428.0' Slope=0.0514'/' Inlet Invert=316.00', Outlet Invert=294.00' Glenmore Post-Development Type Il 24-hr 1yr Rainfall=2.89" Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 21: Undetained 2 Runoff = 4.47 cfs @ 12.06 hrs, Volume= - Depth> 1.05" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 1yr Rainfall=2.89" Area(sf) CN Description 1,991 70 Woods,Good, HSG C 82,081 77 Woods,Good, HSG D 50,615 80 >75%Grass cover,Good, HSG D * 3,000 98 Impervious, HSG D 137,687 78 Weighted Average 134,687 97.82%Pervious Area 3,000 2.18%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.3 Direct Entry, Summary for Reach 22: Channel 2 Per field measurements taken on December 20, 2015. Inflow Area= 21.955 ac, 23.53%Impervious, Inflow Depth> 0.79" for 1yr event Inflow = 9.65 cfs @ 12.08 hrs, Volume= 1.442 af Outflow = 9.19 cfs @ 12.21 hrs, Volume= 1.429 af, Atten=5%, Lag=7.6 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=2.05 fps, Min.Travel Time=4.2 min Avg.Velocity=0.84 fps, Avg.Travel Time= 10.3 min Peak Storage=2,318 cf @ 12.14 hrs Average Depth at Peak Storage=0.50' Bank-Full Depth=2.00', Capacity at Bank-Full= 118.67 cfs 7.60' x 2.00' deep channel, n=0.080 Earth,long dense weeds Side Slope Z-value=2.7 3.0'/' Top Width= 19.00' Length=518.0' Slope=0.0386'/' Inlet Invert=294.00', Outlet Invert=274.00' Glenmore Post-Development Type 1124-hr lyr Rainfall=2.89" Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 13 >% %1' „%, Summary for Link 24: P.O.A. 2 Inflow Area= 21.955 ac, 23.53%Impervious, Inflow Depth> 0.78" for 1yr event Inflow = 9.19 cfs @ 12.21 hrs, Volume= 1.429 af Primary = _@ 12.21 hrs, Volume= 1.429 af, Atten=0%, Lag=0.0 min Primary outflow= Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs Glenmore Post-Development Type 1124-h Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1: D.A. A Runoff = 28.82 cfs @ 12.01 hrs, Volume= 1.596 af, Depth> 3.63" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr l0yr Rainfall=5.29" Area (sf) CN Description 2,702 61 >75%Grass cover,Good, HSG B * 1,069 98 Impervious, HSG B 18,459 77 Woods,Good, HSG D 136,126 80 >75%Grass cover,Good, HSG D * 71,595 98 Impervious, HSG D 229,951 85 Weighted Average 157,287 68.40%Pervious Area 72,664 31.60%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond 2: Detention A w► Inflow Area= 5.279 ac, 31.60%Impervious, Inflow Depth> 3.63" for 10yr event Inflow = 28.82 cfs @ 12.01 hrs, Volume= 1.596 af Outflow = 28.18 cfs @ 12.03 hrs, Volume= 1.592 af, Atten=2%, Lag= 1.2 min Primary = 28.18 cfs @ 12.03 hrs, Volume= 1.592 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak Elev=339.89' @ 12.03 hrs Surf.Area=4,265 sf Storage= 13,253 cf Plug-Flow detention time=36.6 min calculated for 1.591 af(100%of inflow) Center-of-Mass det.time=34.7 min (839.3-804.5 ) Volume Invert Avail.Storage Storage Description #1 334.00' 24,445 cf Surface Storage(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 334.00 657 0 0 336.00 1,558 2,215 2,215 338.00 2,807 4,365 6,580 340.00 4,352 7,159 13,739 342.00 6,354 10,706 24,445 Device Routing Invert Outlet Devices #1 Primary 334.00' 18.0" Round 1A-1B L=78.3' Ke=0.400 Inlet/Outlet Invert=334.00'/329.17' S=0.0617'/' Cc=0.900 n=0.011 *o-- #2 Device 1 334.00' 4.0"Vert. 1-yr Orifice X 2.00 C=0.600 #3 Device 1 339.30' 30.0" Horiz.Standpipe C=0.600 Limited to weir flow at low heads #4 Primary 339.30' 12.0'long x 25.0'breadth Spillway Glenmore Post-Development Type 24-hrfillIME Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 15 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef.(English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=28.11 cfs @ 12.03 hrs HW=339.89' (Free Discharge) -1=1A-1B (Passes 13.55 cfs of 20.66 cfs potential flow) 12=1-yr Orifice (Orifice Controls 2.01 cfs @ 11.52 fps) 3=Standpipe (Weir Controls 11.54 cfs @ 2.50 fps) -4=Spillway (Weir Controls 14.56 cfs @ 2.07 fps) Summary for Subcatchment 3: Undetained 1 Runoff = 7.94 cfs @ 12.04 hrs, Volume= 0.460 af, Depth> 2.95" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 10yr Rainfall=5.29" Area(sf) CN Description 42,954 77 Woods,Good, HSG D 38,532 80 >75%Grass cover,Good, HSG D 81,486 78 Weighted Average 81,486 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Summary for Reach 4: Channel 1 Per field measurements taken on December 20,2015. Inflow Area= 22.638 ac, 7.37%Impervious, Inflow Depth> 3.04" for 10yr event Inflow = 81.12 cfs @ 12.07 hrs, Volume= 5.734 af Outflow = 79.03 cfs @ 12.14 hrs, Volume= 5.714 af, Atten=3%, Lag=4.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=5.06 fps, Min.Travel Time=2.3 min Avg.Velocity=1.41 fps, Avg.Travel Time=8.4 min Peak Storage= 11,053 cf @ 12.10 hrs Bank-Full Depth=4.00', Capacity at Bank-Full=299.18 cfs 6.60' x 4.00' deep channel, n=0.080 Earth,long dense weeds Side Slope Z-value=1.3 0.5'1 Top Width= 13.80' Length=707.0' Slope=0.0509 7' Inlet Invert=312.00', Outlet Invert=276.00' Glenmore Post-Development Type 24-hillIMMID Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 7: Offsite 1 Runoff = 50.58 cfs @ 12.12 hrs, Volume= 3.682 af, Depth> 2.85" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 10yr Rainfall=5.29" Area(sf) CN Description 674,688 77 Woods,Good, HSG D 674,688 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.2 Direct Entry, Summary for Subcatchment 13: D.A. D Runoff = 12.46 cfs @ 12.01 hrs, Volume= 0.690 af, Depth> 3.63" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 10yr Rainfall=5.29" Area(sf) CN Description 7,498 77 Woods,Good, HSG D 65,392 80 >75%Grass cover,Good, HSG D * 26,500 98 Impervious, HSG D 99,390 85 Weighted Average 72,890 73.34% Pervious Area 26,500 26.66%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond 14: Detention D Inflow Area= 2.282 ac, 26.66%Impervious, Inflow Depth> 3.63" for 10yr event Inflow = 12.46 cfs @ 12.01 hrs, Volume= 0.690 af Outflow = 12.32 cfs @ 12.03 hrs, Volume= 0.687 af, Atten= 1%, Lag=0.9 min Primary = 12.32 cfs @ 12.03 hrs, Volume= 0.687 af ... Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Glenmore Post-Development Type 24-hrillin Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 17 Peak Elev=312.45' @ 12.03 hrs Surf.Area=2,437 sf Storage=2,524 cf Plug-Flow detention time=9.3 min calculated for 0.687 af(100%of inflow) Center-of-Mass det.time=6.3 min (810.9-804.5) Volume Invert Avail.Storage Storage Description #1 311.00' 17,281 cf Surface Storage(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 311.00 1,058 0 0 312.00 1,996 1,527 1,527 314.00 3,958 5,954 7,481 316.00 5,842 9,800 17,281 Device Routing Invert Outlet Devices #1 Primary 305.00' 15.0" Round 2A-2B L=39.0' Ke=0.400 Inlet/Outlet Invert=305.00'/300.51' S=0.1151'/' Cc=0.900 n=0.011 #2 Device 1 311.00' 9.0"Vert.1-yr Orifice X 2.00 C=0.600 #3 Primary 312.20' 30.0" Horiz.Standpipe C=0.600 Limited to weir flow at low heads #4 Primary 312.20' 15.0'long x 10.0'breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 primary OutFlow Max=12.30 cfs @ 12.03 hrs HW=312.45' (Free Discharge) -1=2A-2B (Passes 4.41 cfs of 16.54 cfs potential flow) L2=1-yr Orifice (Orifice Controls 4.41 cfs @ 4.99 fps) -3=Standpipe (Weir Controls 3.20 cfs @ 1.63 fps) -4=Spillway (Weir Controls 4.69 cfs @ 1.25 fps) Summary for Subcatchment 15: D.A. E Runoff = 22.68 cfs @ 12.01 hrs, Volume= 1.263 af, Depth> 3.73" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr l0yr Rainfall=5.29" Area(sf) CN Description 11,290 77 Woods,Good, HSG D 106,584 80 >75%Grass cover,Good, HSG D * 59,110 98 Impervious, HSG D 176,984 86 Weighted Average 117,874 66.60%Pervious Area 59,110 33.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Glenmore Post-Development Type 24-hrallIMIE Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 18 Summary for Pond 16: Detention E Inflow Area= 4.063 ac, 33.40%Impervious, Inflow Depth> 3.73" for 10yr event Inflow = 22.68 cfs @ 12.01 hrs, Volume= 1.263 af Outflow = 22.41 cfs @ 12.03 hrs, Volume= 1.256 af, Atten= 1%, Lag=0.9 min Primary = 22.41 cfs @ 12.03 hrs, Volume= 1.256 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak Elev=327.75' @ 12.03 hrs Surf.Area=3,345 sf Storage=9,019 cf Plug-Flow detention time= 22.3 min calculated for 1.255 af(99%of inflow) Center-of-Mass det.time= 18.7 min (820.2-801.5) Volume Invert Avail.Storage Storage Description #1 324.00' 18,011 cf Surface Storage(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 324.00 1,543 0 0 326.00 2,424 3,967 3,967 328.00 3,476 5,900 9,867 330.00 4,668 8,144 18,011 Device Routing Invert Outlet Devices r.. #1 Primary 324.00' 18.0" Round 2C-2D L=54.8' Ke=0.400 Inlet/Outlet Invert=324.00'/320.41' S=0.0655'/' Cc=0.900 n=0.011 #2 Device 1 324.00' 11.0"W x 4.0" H Vert. 1-yr Orifice C=0.600 #3 Device 1 327.30' 30.0" Horiz.Standpipe C=0.600 Limited to weir flow at low heads #4 Primary 327.30' 15.0'long x 10.0'breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 *.rimary OutFlow Max=22.35 cfs @ 12.03 hrs HW=327.75' (Free Discharge) -1=2C-2D (Passes 10.56 cfs of 15.79 cfs potential flow) E2=1-yr Orifice (Orifice Controls 2.79 cfs @ 9.11 fps) 3=Standpipe (Weir Controls 7.77 cfs @ 2.20 fps) -4=Spillway (Weir Controls 11.79 cfs @ 1.74 fps) Summary for Subcatchment 17: D.A. F Onsite Runoff = 25.79 cfs @ 12.05 hrs, Volume= 1.596 af, Depth> 3.53" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 10yr Rainfall=5.29" Glenmore Post-Development Type 1124-h Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 19 Area(sf) CN Description 33,343 77 Woods,Good, HSG D 144,742 80 >75%Grass cover,Good, HSG D * 58,552 98 Impervious, HSG D 236,637 84 Weighted Average 178,085 75.26%Pervious Area 58,552 24.74%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 Direct Entry, Summary for Subcatchment 18: D.A. F Offsite Computed by subtracting K2C DA from Collins Engineering total DA Runoff = 31.74 cfs @ 12.04 hrs, Volume= 1.891 af, Depth> 3.23" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 10yr Rainfall=5.29" Area(sf) CN Description 61,614 61 >75%Grass cover, Good, HSG B ..- * 26,234 98 Impervious, HSG B 166,206 80 >75%Grass cover,Good, HSG D * 51,626 98 Impervious, HSG D 305,680 81 Weighted Average 227,820 74.53%Pervious Area 77,860 25.47%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 Direct Entry, Summary for Pond 19: BMP F From SWM report by Collins Engineering,dated January 6, 2016 Inflow Area= 12.450 ac, 25.15%Impervious, Inflow Depth> 3.36" for 10yr event Inflow = 57.51 cfs @ 12.05 hrs, Volume= 3.487 af Outflow = 10.36 cfs @ 12.40 hrs, Volume= 2.142 af, Atten=82%, Lag=21.1 min Primary = 10.36 cfs @ 12.40 hrs, Volume= 2.142 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Starting Elev=334.00' Surf.Area= 16,413 sf Storage=52,094 cf Peak Elev=337.89' @ 12.40 hrs Surf.Area=31,353 sf Storage=131,865 cf (79,771 cf above start) Plug-Flow detention time=487.0 min calculated for 0.946 af(27%of inflow) �`r Center-of-Mass det.time= 145.4 min(959.7-814.3 ) Glenmore Post-Development Type 11 24-h Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 20 Volume Invert Avail.Storage Storage Description #1 328.00' 12,346 cf Pre-Treatment(Prismatic)Listed below(Recalc) #2 328.00' 183,322 cf Main Storage(Prismatic) Listed below(Recalc) 195,668 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 328.00 529 0 0 330.00 1,034 1,563 1,563 333.00 3,530 6,846 8,409 334.00 4,343 3,937 12,346 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 328.00 4,251 0 0 330.00 5,575 9,826 9,826 332.00 7,018 12,593 22,419 333.00 7,785 7,402 29,821 334.00 12,070 9,928 39,748 336.00 21,720 33,790 73,538 338.00 27,326 49,046 122,584 340.00 33,412 60,738 183,322 Device Routing Invert Outlet Devices #1 Primary 334.00' 30.0" Round Barrel L=50.0' Ke=0.500 Inlet/Outlet Invert=334.00'/329.08' S=0.0984'/' Cc=0.900 n=0.013 #2 Device 1 334.00' 3.0"Vert.3" Low-Flow Orifice C=0.500 #3 Device 1 336.25' 7.0"Vert.7" Midflow Orifice C=0.500 #4 Device 1 337.50' 42.0" Horiz. Riser C=0.500 Limited to weir flow at low heads #5 Primary 338.50' 45.0' long x 15.0'breadth Emergency Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=10.29 cfs @ 12.40 hrs HW=337.89' (Free Discharge) -=Barrel (Passes 10.29 cfs of 38.38 cfs potential flow) -2=3" Low-Flow Orifice (Orifice Controls 0.38 cfs @ 7.78 fps) -3=7" Midflow Orifice (Orifice Controls 1.24 cfs @ 4.65 fps) -4=Riser (Weir Controls 8.66 cfs @ 2.03 fps) -5=Emergency Spillway (Controls 0.00 cfs) Summary for Reach 20: Channel 2 Inflow Area= 16.513 ac, 27.18%Impervious, Inflow Depth> 2.47" for 10yr event Inflow = 23.02 cfs @ 12.03 hrs, Volume= 3.398 af Outflow = 21.65 cfs @ 12.11 hrs, Volume= 3.382 af, Atten=6%, Lag=4.5 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=2.83 fps, Min.Travel Time=2.5 min Avg.Velocity= 1.29 fps, Avg.Travel Time=5.5 min Glenmore Post-Development Type ll 24-hraIIMIMIB Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 21 Peak Storage=3,274 cf @ 12.06 hrs Average Depth at Peak Storage=0.66' Bank-Full Depth= 15.00', Capacity at Bank-Full= 14,516.08 cfs 9.50' x 15.00' deep channel, n=0.080 Earth, long dense weeds Side Slope Z-value=3.3 3.2 '/' Top Width= 107.00' Length=428.0' Slope=0.0514 Inlet Invert=316.00', Outlet Invert=294.00' Summary for Subcatchment 21: Undetained 2 Runoff = 12.82 cfs @ 12.05 hrs, Volume= 0.777 af, Depth> 2.95" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr 10yr Rainfall=5.29" Area(sf) CN Description 1,991 70 Woods,Good, HSG C 82,081 77 Woods,Good, HSG D 50,615 80 >75%Grass cover, Good, HSG D * 3,000 98 Impervious, HSG D 137,687 78 Weighted Average 134,687 97.82%Pervious Area 3,000 2.18%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.3 Direct Entry, Summary for Reach 22: Channel 2 Per field measurements taken on December 20,2015. Inflow Area= 29.173 ac, 20.18%Impervious, Inflow Depth> 2.82" for 10yr event Inflow = 73.44 cfs @ 12.08 hrs, Volume= 6.846 af Outflow = 70.98 cfs @ 12.14 hrs, Volume= 6.820 af, Atten=3%, Lag=3.9 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=3.86 fps, Min.Travel Time=2.2 min Avg.Velocity= 1.29 fps, Avg.Travel Time=6.7 min Peak Storage=9,523 cf @ 12.11 hrs Bank-Full Depth=2.00', Capacity at Bank-Full= 118.67 cfs Glenmore Post-Development Type 24-hrailliMil Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 22 7.60' x 2.00' deep channel, n=0.080 Earth, long dense weeds Side Slope Z-value=2.7 3.0'/' Top Width= 19.00' Length=518.0' Slope=0.0386 7' Inlet Invert=294.00', Outlet Invert=274.00' Summary for Subcatchment 23: Offsite 2 Runoff = 29.93 cfs @ 12.08 hrs, Volume= 2.001 af, Depth> 3.33" Runoff by SCS TR-20 method, UH=SCS,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type II 24-hr l0yr Rainfall=5.29" Area(sf) CN Description 283,032 80 >75%Grass cover,Good, HSG D * 31,371 98 Impervious, HSG D 314,403 82 Weighted Average 283,032 90.02%Pervious Area 31,371 9.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.2 Direct Entry, Glenmore Post-Development Type II 24-h Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 23 Summary for Pond 2: Detention A Inflow Area= 5.279 ac, 31.60%Impervious, Inflow Depth> 6.87" for 100yr event Inflow = 52.65 cfs @ 12.01 hrs, Volume= 3.021 af Outflow = 51.19 cfs @ 12.03 hrs, Volume= 3.011 af, Atten=3%, Lag= 1.3 min Primary = 51.19 cfs @ 12.03 hrs, Volume= 3.011 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs 1111=11.1)@ 12.03 hrs Surf.Area=4,614 sf Storage= 14,910 cf Plug-Flow detention time=31.8 min calculated for 3.010 af(100%of inflow) Center-of-Mass det.time= 29.8 min(816.6-786.8) Volume Invert Avail.Storage Storage Description #1 334.00' 24,445 cf Surface Storage(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 334.00 657 0 0 336.00 1,558 2,215 2,215 338.00 2,807 4,365 6,580 340.00 4,352 7,159 13,739 342.00 6,354 10,706 24,445 Device Routing Invert Outlet Devices #1 Primary 334.00' 18.0" Round 1A-1B L=78.3' Ke=0.400 Inlet/Outlet Invert=334.00'/329.17' S=0.0617'/' Cc=0.900 n=0.011 #2 Device 1 334.00' 4.0"Vert. 1-yr Orifice X 2.00 C=0.600 #3 Device 1 339.30' 30.0" Horiz.Standpipe C=0.600 Limited to weir flow at low heads #4 Primary 339.30' 12.0' long x 25.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef.(English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 erimary OutFlow Max=51.12 cfs @ 12.03 hrs HW=340.26' (Free Discharge) -1=1A-1B (Inlet Controls 21.40 cfs @ 12.11 fps) t2=1-yr Orifice (Passes<2.07 cfs potential flow) 3=Standpipe (Passes<23.16 cfs potential flow) -4=Spillway (Weir Controls 29.72 cfs @ 2.58 fps) Summary for Pond 6: Detention B Inflow Area= 2.481 ac, 35.32%Impervious, Inflow Depth> 6.99" for 100yr event Inflow = 25.03 cfs @ 12.01 hrs, Volume= 1.445 af Outflow = 24.72 cfs @ 12.03 hrs, Volume= 1.439 af, Atten=1%, Lag=0.9 min Primary = 24.72 cfs @ 12.03 hrs, Volume= 1.439 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs @ 12.03 hrs Surf.Area=2,930 sf Storage=6,724 cf Plug-Flow detention time= 27.0 min calculated for 1.438 af(100%of inflow) Center-of-Mass det.time=24.1 min(808.3-784.2 ) Glenmore Post-Development Type 24-hreillIMIM Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 24 Volume Invert Avail.Storage Storage Description #1 316.50' 12,587 cf Surface Storage(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 316.50 712 0 0 318.00 1,453 1,624 1,624 320.00 2,659 4,112 5,736 322.00 4,192 6,851 12,587 Device Routing Invert Outlet Devices #1 Primary 316.50' 15.0" Round 1C-1D L=34.8' Ke=0.400 Inlet/Outlet Invert=316.50'/314.76' S=0.0500'/' Cc=0.900 n=0.011 #2 Device 1 316.50' 5.0"Vert.1-yr Orifice C=0.600 #3 Device 1 319.80' 30.0" Horiz.Standpipe C=0.600 Limited to weir flow at low heads #4 Primary 319.80' 12.0' long x 25.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=24.69 cfs @ 12.03 hrs HW=320.35' (Free Discharge) -1=1C-1D (Inlet Controls 11.37 cfs @ 9.27 fps) E2=1-yr Orifice (Passes<1.25 cfs potential flow) 3=Standpipe (Passes<10.56 cfs potential flow) -4=Spillway (Weir Controls 13.32 cfs @ 2.01 fps) Summary for Pond 10: Detention C Inflow Area= 1.873 ac, 49.32%Impervious, Inflow Depth> 7.35" for 100yr event Inflow = 20.77 cfs @ 11.99 hrs, Volume= 1.148 af Outflow = 20.63 cfs @ 12.00 hrs, Volume= 1.144 af, Atten=1%, Lag=0.6 min Primary = 20.63 cfs @ 12.00 hrs, Volume= 1.144 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs 41111111=@ 12.00 hrs Surf.Area=2,429 sf Storage=4,717 cf Plug-Flow detention time= 15.0 min calculated for 1.144 af(100%of inflow) Center-of-Mass det.time= 12.8 min(786.8-774.0) Volume Invert Avail.Storage Storage Description #1 306.00' 14,486 cf Surface Storage(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 306.00 650 0 0 308.00 1,717 2,367 2,367 310.00 2,973 4,690 7,057 312.00 4,456 7,429 14,486 Glenmore Post-Development Type 24-hrOMMIN Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 25 Device Routing Invert Outlet Devices #1 Primary 305.30' 15.0" Round N1-N2 L=34.7' Ke=0.400 Inlet/Outlet Invert=305.30'/300.00' S=0.1527'1 Cc=0.900 n=0.011 #2 Device 1 306.00' 6.0"W x 5.0" H Vert. 1-yr Orifice C=0.600 #3 Device 1 308.70' 30.0" Horiz.Standpipe C=0.600 Limited to weir flow at low heads #4 Primary 308.70' 15.0'long x 25.0' breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef.(English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=20.60 cfs @ 12.00 hrs HW=309.13' (Free Discharge) -1=N1-N2 (Passes 9.04 cfs of 11.34 cfs potential flow) 12=1-yr Orifice (Orifice Controls 1.72 cfs @ 8.23 fps) 3=Standpipe (Weir Controls 7.33 cfs @ 2.15 fps) -4=Spillway (Weir Controls 11.56 cfs @ 1.78 fps) Summary for Pond 14: Detention D Inflow Area= 2.282 ac, 26.66%Impervious, Inflow Depth> 6.87" for 100yr event Inflow = 22.75 cfs @ 12.01 hrs, Volume= 1.306 af Outflow = 22.60 cfs @ 12.02 hrs, Volume= 1.301 af, Atten=1%, Lag=0.6 min Primary = 22.60 cfs @ 12.02 hrs, Volume= 1.301 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs MIMIIIn @ 12.02 hrs Surf.Area=2,609 sf Storage=2,966 cf Plug-Flow detention time=7.4 min calculated for 1.301 af(100%of inflow) Center-of-Mass det.time=5.1 min (792.0-786.8) Volume Invert Avail.Storage Storage Description #1 311.00' 17,281 cf Surface Storage(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 311.00 1,058 0 0 312.00 1,996 1,527 1,527 314.00 3,958 5,954 7,481 316.00 5,842 9,800 17,281 Device Routing Invert Outlet Devices #1 Primary 305.00' 15.0" Round 2A-2B L=39.0' Ke=0.400 Inlet/Outlet Invert=305.00'/300.51' S=0.1151'/' Cc=0.900 n=0.011 #2 Device 1 311.00' 9.0"Vert. 1-yr Orifice X 2.00 C=0.600 #3 Primary 312.20' 30.0" Horiz.Standpipe C=0.600 Limited to weir flow at low heads #4 Primary 312.20' 15.0' long x 10.0'breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef.(English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Glenmore Post-Development Type 24-hrailliMMI Prepared by Shimp Engineering, P.C. Printed 4/19/2016 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 26 Primary OutFlow Max=22.55 cfs @ 12.02 hrs HW=312.62' (Free Discharge) -1=2A-2B (Passes 4.76 cfs of 16.75 cfs potential flow) L2=1-yr Orifice (Orifice Controls 4.76 cfs @ 5.38 fps) -3=Standpipe (Weir Controls 7.10 cfs @ 2.13 fps) -4=Spillway (Weir Controls 10.69 cfs @ 1.68 fps) Summary for Pond 16: Detention E Inflow Area= 4.063 ac, 33.40%Impervious, Inflow Depth> 6.99" for 100yr event Inflow = 40.99 cfs @ 12.01 hrs, Volume= 2.366 af Outflow = 40.39 cfs @ 12.03 hrs, Volume= 2.356 af, Atten=1%, Lag= 1.0 min Primary = 40.39 cfs @ 12.03 hrs, Volume= 2.356 af Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs 1111111=@ 12.03 hrs Surf.Area=3,479 sf Storage=9,885 cf Plug-Flow detention time= 18.7 min calculated for 2.355 af(100%of inflow) Center-of-Mass det.time= 16.0 min (800.2-784.2 ) Volume Invert Avail.Storage Storage Description #1 324.00' 18,011 cf Surface Storage(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 324.00 1,543 0 0 326.00 2,424 3,967 3,967 328.00 3,476 5,900 9,867 330.00 4,668 8,144 18,011 Device Routing Invert Outlet Devices #1 Primary 324.00' 18.0" Round 2C-2D L=54.8' Ke=0.400 Inlet/Outlet Invert=324.00'/320.41' S=0.0655 7' Cc=0.900 n=0.011 #2 Device 1 324.00' 11.0"W x 4.0" H Vert. 1-yr Orifice C=0.600 #3 Device 1 327.30' 30.0" Horiz.Standpipe C=0.600 Limited to weir flow at low heads #4 Primary 327.30' 15.0'long x 10.0'breadth Spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 trimary OutFlow Max=40.35 cfs @ 12.03 hrs HW=328.00' (Free Discharge) -1=2C-2D (Inlet Controls 16.45 cfs @ 9.31 fps) t2=1-yr Orifice (Passes<2.88 cfs potential flow) 3=Standpipe (Passes<15.19 cfs potential flow) -4=Spillway (Weir Controls 23.90 cfs @ 2.26 fps) Virginia Runoff Reduction Method New Development Worksheet -- v2.8 _2011Specs Site Data Revised April 2014 Project Name: Glenmore Date: 11/18/2015 data input cells calculation cells constant values 1. Post-Development Project & Land Cover Information Constants Annual Rainfall (inches) Target Rainfall Event(inches) 1.00 Phosphorus EMC(mg/L) 0.26 Nitrogen EMC (mg/L) 1.86 Target Phosphorus Target Load (Ib/acre/yr) 0.41 Pj 0.90 Land Cover (acres) A soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed, protected forest/open space or reforested land 0.00 4.40 5.83 13.36 23.60 Managed Turf(acres)-disturbed, graded for yards or other turf to be mowed/managed 0.00 0.39 0.35 12.676 13.41 Impervious Cover(acres) .00 0.31 0.25 7.39 7.96 Total 44.97 Rv Coefficients A soils B Soils C Soils D Soils Forest/Open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 0.20 0.22 _ 0.25 Impervious Cover 0.95 0.95 0.95 0.95 Land Cover Summary Forest/Open Space Cover (acres) 23.60 Weighted Rv(forest) 0.04 % Forest 52%_ Managed Turf Cover(acres) 13.41 Weighted Rv(turf) 0.25 % Managed Turf 30% Impervious Cover (acres) 7.96 Rv(impervious) 0.95 % Impervious 18% Total Site Area (acres) 44.97 _ Site Rv 0.26 Post-Development Treatment Volume (acre-ft) 0.99 Post-Development Treatment Volume (cubic feet) 43,256 Post_Development Load (TP) (Ib/yr) 27.18 Post_Development Load (TN) (Ib/yr)I 194.431 Total Load (TP) Reduction Required (Ib/yr) 8.741 Custom Soil Resource Report 't Map—Hydrologic Soil Group N V m N 730200 730300 730400 730500 730600 730700 730800 37°55 15"N I :c< 37'59'15'N }� �} :-✓ ,� � it" 4. or' , .. , ;, „„ , it, ;;.i.,s7 At‘V•i..,'''',. *if''.4.,;4, -‘.' ,N,,A' ‘ iii%„-ek,,,,C%-.,:rit -- 4 A ''*. ' ,,N, , - F. .. ' ' •;:::,:-'.P.:•'.4;.• :: , ..,‘,.r.,..-' - . - 'its.i...t- -..,.,,,,:.' .. ;'..-N:-. , ,..y.:,.....p.F.i.,...,,,,„4. .• § . , .. ,.. . 1,1,,,,,,„.4.r.,, ,, . ,.., . „. ,,, ,1,.° 1, if': ''''''. { *. *141*-' . ti R v ,1 y, �' I' .,y 3t ,,"ys5 ��,* `9 �f t' �"` fir. '1t' i 4.1: n jr ..''''''-i-,74,1...�? V i pN .: Al lL"Jl�Y_ i '',:'•;', ...,rt r.. 1. Y 't:A a ''''''''s , p, i y o v a ., It',041441',,(,,11° t v. *^ r f Q '9 4kijk't e` ' 4ti xt >4 • ,4 y,a 1 A . N. y LLJ ' M v a' .. 8 o 51D , '' 4.-„,, {, -,-,4,v _ . t, • bS .....Yl ... 4 F . , ,„,i,,,.) .., �gw. , , g.. 41..11 W .1:*:1'11.'''' I. .:'''— - x i.''i.■ It }4�: +ate ;i . .sl.. f‘-,. , .,. . 1,, *� . R --: � _ , A •.c• i I 37°58'39"N 730200 730300 730400 730500 730600 730700 730800 3 3 Map Scale:1:3,070 if printed on B portrait(11"x 17)sheet Meters N0 45 90 180 270ks Feet A 0Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84 Custom Soil Resource Report i _ Table—Hydrologic Soil Group Hydrologic Soil Group—Summary by Map Unit—Albemarle County,Virginia(VA003) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 1B Abell silt loam,2 to 7 C 3.7 3.8% percent slopes 16 Chewada silt loam B/D 7.8 8.0% 51B Manteo channery silt D 14.0 14.2% loam,2 to 7 percent slopes 51C Manteo channery silt D 20.1 20.4% loam,7 to 15 percent slopes 51D Manteo channery silt D 43.9 44.5% loam,15 to 25 percent slopes 55B McQueen loam,2 to 7 C 0.0 0.0% percent slopes 62B Nason silt loam,2 to 7 B 4.6 4.7% percent slopes 76 Riverview loam B 4.4 4.5% Totals for Area of Interest 98.7 100.0% kid Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher a 25 NOAA Atlas 14,Volume 2,Version 3 �. , 6�c ;a Location name: Keswick,Virginia, US* /� Latitude:37.9822°, Longitude:-78.3776° f ' Elevation:292 ft* �^ at,„,0'a *source:Google Maps "ti.-„-.! POINT PRECIPITATION FREQUENCY ESTIMATES G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90%confidence intervals (in inches)1 Duration Average recurrence interval(years) 1 2 5 10 25 50 100 200 500 1000 5-min0.348 0.411 0.480 0.543 0.611 0.665 0.715 0.761 0.814 0.859 (0.313-0.386) (0.371-0.457)1(0.432-0.532) (0.488-0.602)1(0.547-0.675) (0.593-0.734)(0.634-0.788) (0.670-0.839)1(0.710-0.900) (0.743-0.952) 104/1'n0.556 0.658 0.769 0.869 0.974 1.06 1.14 1.21 1.29 1.35 (0.500-0.617) (0.593-0.730))(0.692-0.852) (0.781-0.962). (0.872-1.08) I(0.945-1.17) (1.01-1.25) (1A6-1.33) , (1.12-1.42) (1.17-1.50) - 15-min 0.694 0.827 0.972 1.10 1.24 1.34 1.44 1.52 1.62 1.70 (0.625-0.771) (0.746-0.918)L(0.876-1.08) (0.988-1.22) (1.11-1.36) (1.20-1.48) (1.27-1.58) (1.34-1.68) (1.41-1.79) (1.47-1.88) 0.952 1.14 1.381.59 1.83 2.02 2.20 2.37 2.58 2.75 30-min (0.857-1.06) (1.03-1.27) (1.24-1.53) IL(1.43-1.76) (1.64-2.02) (1.80-2.23) (1.95-2.43) (2.09-2.61) (2.25-2.85) (2.38-3.05) 60-min I 1.19 1.43 1.77 1 2.07 2.44 2.74 3.03 3.32 3.70 4.01 (1.07-1.32) (1.29-1.59) (1.59-1.96) (1.86-2.30) I (2.18-2.69))[(2.44-3.02) (2.69-3.34) (2.93-3.66) (3.23-4.09) ) (3.47-4.45 2 1r 1.43 1.72 2.14 2.53 3.00 3.41 3.83 1 4.25 ' 4.83 5.31 I'(1.26-1.62) (1.52-1.95) (l(1.89-2.42) (2.23-2.85)] (2.64-3.382 (2.98-3.84) (3.32-4.30) 1 (3.66.4.77) 1 (4.11-5.42) II (4.48-5.99) 3_11r 1.55 1 1.87 I 2.33 2.75 327 3.72 4.17 4.63 526 5.80 • (1.37-1.78) (1.65-2.14) L(2.04-2.66) (2.41-3.13<) (2.85-3.71) (3.22-4.21) (3.59-4.72) (3.96-5.25) (4.45-5.97) (4.86-6.59) 6-hr 1.97 2.36 2.91 3.45 4.14 1 4.75 5.39 6.07 7.01 7.85 1/400 L (1.74-2.24) (2.08-2.68) L`(2.56-3.31) (3.03-3.92 (3.61-4.69) (4.12-5.37)1 (4.62-6.09 (5.15-6.86) (ss7-7sz) (s.aa-ash 12-hr 2.45 2.94 3.64 4.34 527 6.12 7.02 8.00 9.43 10.7 (2.17-2.81) (2.60-3.36) [(3.21-4.17) (3.81-4.95) [(4.59-5.99) (5.27-6.94) (5.98-7.95) (6.73-9.05) (7.78-10.7) (8.71-12.1) 24-hr 3.50 4.47 I _ 6.50 7.54 -_ 9.95 11.8 13.4 (2.59-3.25) (3.14-3.94) (4.00-5.03) (4.71-5.94) (5.76-7.29) I (6.64-8.43) (7.59-9.70) (8.60-11.1) f_(10.1.13.2) (11.3-14.9 2-day3.40 4.12 5.23 6.15 7.49 8.61 ( 9.82 1 11.1 ( 13.0 14.6 (3.06-3.80) I (3.71-4.61)JL(4.70-5.85) (5.51-6.87) (6.67-8.34) (7.62-9.57) (8.63-10.9) I (9.71-12.4) (11.2-14.6) 1 (12.5-16.4) L3-dav 3.61 4.38 I 5.56 6.54 7.95 9.13 10.4 1 11.8 13.8 15.5 (3.28-4.01) (3.97-4.86) (5.03-6.171(5.90-7.24) (7.14-8.79) (8.16-10.1) (9.23-11.5) i (10.4-13.1d ) II (-. (12.0-15.3 13.3-17.2 3.83 4.645.89 6.92 8.41 ` 9.66 I 11.0 12.5 ( 14.6 16.3 _i (3.50-4.23) (4.23-5.12) I (5.37-6.49) (6.29-7.62) (7.62-9.25) (8.70-10.6) i (9.84-12.1) (11.1-13.7) (12.8-16.1) (14.2-18.1 ! 7-dayy 4.44 5.35 6.69 ( 7.79 9.37 10.7 12.1 13.6 15.8 17.6 (4.08-4.86) (4.91-5.85) (6.12-7.31) (7.12-8.51) (8.51-10.2) (9.65-11.7) (10.8-13.2) (12.1-14.9) (13.9-17.3) [(15.3-19.3 110-day 5.04 6.04 7.46 8.62 10.2 11.6 ( 13.0 14.5 16.6 I 18.3 (4.65-5.47) (5.58-6.56) (6.88-8.10) (7.92-9.35) (9.38-11.1) (10.6-12.6) (11.8-14.1 (13.0-15.7 ) (14.8.18.0) , (16.2-20A) 20 day 6 10.9 12.7 14.1 15.5 16.9 18.9 20.4 1 ( .22-7.14) 11._ 7.94 9.60 (7.43-8.52) (8.96-10.3) (10.2-11.7) (11.8-13.6)) (13.0-15.0) (14.3-16.6) (15.5-18.2) (17.2-20.3) (18.5-22.0) I 6.66 30-day 8.18 9.69 11.5 12.8 14.6 15.9 17.2 18.5 20.1 21.4 (7.68-8.72) (9.11-10.3) (10.8-12.2) (12.0-13.6) I (13.6-15.5) (14.8-16.9) (16.0-18.3) (17.1-19.7) L(18.6-21.5) IL(19.7-22.9) 45-day10.2 I 12.1 14.1 15.7 17.6 19.1 20.5 21.8 1 23.5 24.8 (9.65-10.9) (11.4-12.8) it(13.3-15.0) (14.8-16.6) (166-18.6) (17.9-202) I (19.2-21.7) I (20.4-23.2) (21.9-25.1) (23.0-26.5)] 6t1_ 12.0 14.2 16.4 18.0 20.1 21.6 23.1 24.5 26.2 27.5 ay (11.4-12.7) (13.4-15.0) II (15.5-17.3) (17.0-19.0) (18.9-21.2) (20.4-22.8) (21.7-24.4) (23.0-25.9) (24.5-27.8) (25.6-29.2) 1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOM Atlas 14 document for more information. Baric to Too PF graphical