Loading...
HomeMy WebLinkAboutWPO201200049 Calculations 2012-11-30 I THE MILLER SCHOOL NEW ENTRANCE Drainage Computations Albemarle County, Virginia rt . ,....--, if. r. r wt 41 April 16, 2012 Revised November 30, 2012 Job No. 09-011-00 BRIAN P. SMITH, PE CIVIL ENGINEERING, INC. Golf Course Design • Engineering • Site Design • Land Planning 105 West High Street Charlottesville, Virginia 22902-5018 Tel: (434) 296-3644 Fax: (434)296-2041 bpspe@embargmail.com GOLF COURSE DESIGN • ENGINEERING • SITE DESIGN • LAND PLANNING DA at Sta 10+43 cB 2R 48" Box culvert at sta 10+40 .43 Subcal Reach on. Link Routing Diagram for Miller School Culvert at Sta 10+43 Prepared by Brian P.Smith, PE, Printed 11/14/2012 HydroCAD®10 00 s/n 05073 ©2012 HydroCAD Software Solutions LLC r Miller School Culvert at Sta 10+43 Prepared by Brian P. Smith, PE Printed 11/14/2012 HydroCAD® 10 00 s/n 05073 ©2012 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 4.300 98 Paved parking and roads (1 S) 0.220 98 Water surfaces (1 S) 53.060 65 Woods/grass comb., Fair, HSG B (1 S) 57.580 68 TOTAL AREA Miller School Culvert at Sta 10+43 Prepared by Brian P. Smith, PE Printed 11/14/2012 HydroCAD® 10.00 s/n 05073 ©2012 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 53.060 HSG B 1 S 0.000 HSG C 0.000 HSG D 4.520 Other 1 S 57.580 TOTAL AREA Miller School Culvert at Sta 10+43 Prepared by Brian P. Smith, PE Printed 11/14/2012 HydroCAD®10.00 s/n 05073 ©2012 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 0 000 0.000 0.000 4.300 4.300 Paved parking and roads 1 S 0.000 0.000 0.000 0.000 0.220 0.220 Water surfaces 1 S 0.000 53.060 0.000 0.000 0.000 53.060 Woods/grass comb., Fair 1 S 0.000 53.060 0.000 0.000 4.520 57.580 TOTAL AREA Miller School Culvert at Sta 10+43 Prepared by Brian P. Smith, PE Printed 11/14/2012 HydroCAD®10.00 s/n 05073 ©2012 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 2R 605.00 604.04 96 0 0.0100 0.012 48.0 48.0 0.0 Miller School Culvert at Sta 10+43 Type 1124-hr 10-yr Storm Rainfall=5.60" Prepared by Brian P. Smith, PE Printed 11/14/2012 HydroCAD® 10 00 s/n 05073 ©2012 HydroCAD Software Solutions LLC Page 6 Time span=5.00-30.00 hrs, dt=0.05 hrs, 501 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: DA at Sta 10+43 Runoff Area=57.580 ac 7 85% Impervious Runoff Depth=2.32" Flow Length=2,296' Tc=27.0 min CN=68 Runoff=120.80 cfs 11.121 af Pond 2R:48" Box culvert at sta 10+40.43 Peak Elev=609.62' Inflow=120.80 cfs 11.121 af 48.0"x 48 0" Box Culvert n=0.012 L=96.0' S=0.0100'/' Outflow=120.80 cfs 11.121 af Total Runoff Area=57.580 ac Runoff Volume= 11.121 af Average Runoff Depth = 2.32" 92.15% Pervious = 53.060 ac 7.85% Impervious =4.520 ac Miller School Culvert at Sta 10+43 Type 1124-hr 10-yr Storm Rainfall=5.60" Prepared by Brian P. Smith, PE Printed 11/14/2012 HydroCAD®10.00 s/n 05073 ©2012 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: DA at Sta 10+43 Runoff = 120.80 cfs @ 12.22 hrs, Volume= 11.121 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Storm Rainfall=5.60" Area (ac) CN Description * 4.300 98 Paved parking and roads 53.060 65 Woods/grass comb., Fair, HSG B * 0.220 98 Water surfaces 57.580 68 Weighted Average 53.060 92.15% Pervious Area 4.520 7.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 200 0.1750 0.24 Sheet Flow, Point A to B Woods: Light underbrush n= 0.400 P2=4.00" 5.9 682 0.1480 1.92 Shallow Concentrated Flow, Point B to C Woodland Kv= 5.0 fps 4.3 407 0.0983 1.57 Shallow Concentrated Flow, Point C to D Woodland Kv= 5.0 fps 2.8 1,007 0.0377 5.95 26.79 Channel Flow, Point D to E Area= 4.5 sf Perim= 6.0' r= 0.75' n= 0.040 Mountain streams 27.0 2,296 Total Miller School Culvert at Sta 10+43 Type 1124-hr 10-yr Storm Rainfall=5.60" Prepared by Brian P. Smith, PE Printed 11/14/2012 HydroCAD® 10.00 s/n 05073 ©2012 HydroCAD Software Solutions LLC Page 8 Subcatchment 1S: DA at Sta 10+43 Hydrograph ❑Runoff 130= 120.80cfs _ _ _ _ 120- Type II 24-hr 110= 10-yr Storm Rainfall=5.60" 100- Runoff Area=57.580 ac 90- Runoff-Volume=11.121 of 80= _ Runoff Depth=2.32" 3 = Flow Length=2,296' LL 60- 50� Tc=27.0 min CN=68 403 30- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Miller School Culvert at Sta 10+43 Type 1124-hr 10-yr Storm Rainfall=5.60" Prepared by Brian P. Smith, PE Printed 11/14/2012 HydroCAD® 10.00 s/n 05073 ©2012 HydroCAD Software Solutions LLC Page 9 Summary for Pond 2R: 48" Box culvert at sta 10+40.43 Check headwater: 617.09 - 1.5 = 615.59; okay Inflow Area = 57.580 ac, 7.85% Impervious, Inflow Depth = 2.32" for 10-yr Storm event Inflow = 120.80 cfs @ 12.22 hrs, Volume= 11.121 af Outflow = 120.80 cfs @ 12.22 hrs, Volume= 11.121 af, Atten= 0%, Lag= 0.0 min Primary = 120.80 cfs @ 12.22 hrs, Volume= 11.121 af Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 609.62' @ 12.22 hrs Flood Elev=615.59' Device Routing Invert Outlet Devices #1 Primary 605.00' 48.0"W x 48.0" H Box Box culvert L= 96.0' Ke= 0.500 Inlet/Outlet Invert= 605.00'/604.04' S= 0.0100 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 16.00 sf Primary OutFlow Max=119.74 cfs @ 12.22 hrs HW=609.59' (Free Discharge) L1=Box culvert (Barrel Controls 119.74 cfs @ 8.69 fps) Pond 2R: 48" Box culvert at sta 10+40.43 Hydrograph L J L 1 J 1 1 L III , I I it Inflow I 117n Fin rf -r I 0 Primary 130- , 120.80 cfs 120_ I I Inflow Area=57.580 ac 110_ ' _t -!--1 i --- Peak Elev=609.62' I I I 48.0" x 48.0 90= 1 I ; ; ; ; Box Culvert I I 1 80- - I 1 1 _ I I , I I 1 I 0 1 1 0 1 I I 70 ____J_ a LJ__L-_-_i__'__;__L_J_- -L__i- n=0.012- -- I --i--0 -y-- 1 OP 0.0100 'I' 400- JIi-_LI 1I 0/fid 1__L_J__L_ 1_ __ �I _I I I I I L I , 1 I 1 I ; I II - I I I 1 I I I I /!/////L//H!%!/_or 10 ////!!//////!/,e/!// die/I///// 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) DA north of ne at Sta 10+43 entrance road CB 3P j=>Q59,0 48" Box culvert under state road Subcat Reach on. Link Routing Diagram for Miller School existing state road box culvert Prepared by Brian P Smith, PE, Printed 11/14/2012 HydroCAD®10.00 s/n 05073 ©2012 HydroCAD Software Solutions LLC Miller School existing state road box culvert Prepared by Brian P. Smith, PE Printed 11/14/2012 HydroCAD® 10.00 s/n 05073 ©2012 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 4.300 98 Paved parking and roads (2S) 0 158 98 Paved road (1S) 0.220 98 Water surfaces (2S) 56.362 65 Woods/grass comb., Fair, HSG B (1 S, 2S) 61.040 68 TOTAL AREA • Miller School existing state road box culvert Prepared by Brian P. Smith, PE Printed 11/14/2012 HydroCAD®10.00 s/n 05073 ©2012 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 56.362 HSG B 1 S,2S 0.000 HSG C 0.000 HSG D 4.678 Other 1 S,2S 61.040 TOTAL AREA Miller School existing state road box culvert Prepared by Brian P. Smith, PE Printed 11/14/2012 HydroCAD® 10.00 s/n 05073 ©2012 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 0.000 0.000 0.000 4.300 4.300 Paved parking and roads 2S 0.000 0.000 0 000 0.000 0.158 0.158 Paved road 1 S 0.000 0.000 0.000 0.000 0.220 0.220 Water surfaces 2S 0.000 56.362 0.000 0.000 0.000 56.362 Woods/grass comb., Fair 1 S, 2S 0.000 56.362 0.000 0.000 4.678 61.040 TOTAL AREA Miller School existing state road box culvert Prepared by Brian P. Smith, PE Printed 11/27/2012 HydroCAD® 10.00 s/n 05073 ©2012 HydroCAD Software Solutions LLC Page 1 Pipe Listing (selected 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 602.00 599.70 53.3 0 0432 0.012 48.0 48.0 0.0 Miller School existing state road box culvert Type 1124-hr 10-yr Storm Rainfall=5.60" Prepared by Brian P. Smith, PE Printed 11/27/2012 HydroCAD® 10.00 s/n 05073 ©2012 HydroCAD Software Solutions LLC Time span=5.00-30.00 hrs, dt=0.05 hrs, 501 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: DA north of new entrance Runoff Area=3.460 ac 4.57% Impervious Runoff Depth=2.23" Flow Length=800' Tc=13.2 min CN=67 Runoff=10.43 cfs 0.644 af Subcatchment 2S: DA at Sta 10+43 Runoff Area=57.580 ac 7.85% Impervious Runoff Depth=2.32" Flow Length=2,296' Tc=27.0 min CN=68 Runoff=120.80 cfs 11.121 af Pond 3P: 48" Box culvert under state road Peak Elev=606.79' Inflow=125.71 cfs 11.765 af 48.0"x 48.0" Box Culvert n=0.012 L=53.3' S=0.0432 'I Outflow=125.71 cfs 11.765 af Total Runoff Area=61.040 ac Runoff Volume= 11.765 af Average Runoff Depth = 2.31" 92.34% Pervious = 56.362 ac 7.66% Impervious =4.678 ac Miller School existing state road box culvert Type ll 24-hr 10-yr Storm Rainfall=5.60" Prepared by Brian P. Smith, PE Printed 11/14/2012 HydroCAD®10.00 s/n 05073 ©2012 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: DA north of new entrance road Runoff = 10.43 cfs @ 12.06 hrs, Volume= 0.644 af, Depth= 2.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Storm Rainfall=5.60" Area (ac) CN Description 0.158 98 Paved road 3.302 65 Woods/grass comb., Fair, HSG B 3.460 67 Weighted Average 3.302 95.43% Pervious Area 0.158 4.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 200 0.1700 0.51 Sheet Flow, Point A to B Grass: Short n= 0.150 P2=4.00" 5.1 358 0.0280 1.17 Shallow Concentrated Flow, Point B to C Short Grass Pasture Kv= 7.0 fps 1.6 242 0.2420 2.46 Shallow Concentrated Flow, Point C to D Woodland Kv= 5.0 fps 13.2 800 Total Subcatchment 1S: DA north of new entrance road Hydrograph ■Runoff 11: 10.43 cfs , ' L 1 L 1 L i 10= Type II 24-hr 9- ; 10-yr Storm Rainfall=5.60" _ r 8- r r Y Runoff-Area=3.460 ac - j I I _—RunoffVolume=0.644-af w -Runoff Depth=2.23"- 0 6_ T T Flow-Length=800'- LL 5_ Tc=13.2 min - 4� CN=67 I ' 2 I - 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Miller School existing state road box culvert Type 11 24-hr 10-yr Storm Rainfall=5.60" Prepared by Brian P. Smith, PE Printed 11/14/2012 HydroCAD® 10.00 s/n 05073 ©2012 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 2S: DA at Sta 10+43 Runoff = 120.80 cfs @ 12.22 hrs, Volume= 11.121 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Storm Rainfall=5.60" Area (ac) CN Description * 4.300 98 Paved parking and roads 53.060 65 Woods/grass comb., Fair, HSG B * 0.220 98 Water surfaces 57.580 68 Weighted Average 53.060 92.15% Pervious Area 4.520 7.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 200 0.1750 0.24 Sheet Flow, Point A to B Woods: Light underbrush n= 0.400 P2=4.00" 5.9 682 0.1480 1.92 Shallow Concentrated Flow, Point B to C Woodland Kv= 5.0 fps 4.3 407 0.0983 1.57 Shallow Concentrated Flow, Point C to D Woodland Kv= 5.0 fps 2.8 1,007 0.0377 5.95 26.79 Channel Flow, Point D to E Area=4.5 sf Perim=6.0' r= 0.75' n= 0.040 Mountain streams 27.0 2,296 Total Miller School existing state road box culvert Type 1124-hr 10-yr Storm Rainfall=5.60" Prepared by Brian P. Smith, PE Printed 11/14/2012 HydroCAD® 10.00 s/n 05073 ©2012 HydroCAD Software Solutions LLC Page 9 Subcatchment 2S: DA at Sta 10+43 Hydrograph 130 120.80 cfS ❑Runoff 120- Type 1124-h r 10- 10-yr Storm Rainfall=5.60"- 100= Runoff Area=57.580 ac_. 90 Runoff-Volume=11.121 of 80- Runoff Depth=2.32"- v 70_ 3 = Flow Length=2,296' Tc=27.0 min 50- CN=68 40 307 10 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Miller School existing state road box culvert Type 1124-hr 10-yr Storm Rainfall=5.60" Prepared by Brian P. Smith, PE Printed 11/27/2012 HydroCAD® 10.00 s/n 05073 ©2012 HydroCAD Software Solutions LLC Page 2 Summary for Pond 3P: 48" Box culvert under state road Check headwater: 617.09- 1.5 = 615.59; okay Inflow Area = 61.040 ac, 7.66% Impervious, Inflow Depth = 2.31" for 10-yr Storm event Inflow = 125.71 cfs @ 12.21 hrs, Volume= 11.765 of Outflow = 125.71 cfs @ 12.21 hrs, Volume= 11.765 af, Atten= 0%, Lag= 0.0 min Primary = 125.71 cfs @ 12.21 hrs, Volume= 11.765 of Routing by Stor-Ind method, Time Span= 5.00-30.00 hrs, dt= 0.05 hrs Peak Elev= 606.79' @ 12.21 hrs Flood Elev= 615.59' Device Routing Invert Outlet Devices #1 Primary 602.00' 48.0" W x 48.0" H Box Box culvert L= 53.3' Ke= 0.500 Inlet/Outlet Invert= 602.00'/599.70' S= 0.0432 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 16.00 sf Primary OutFlow Max=125.09 cfs @ 12.21 hrs HW=606.77' (Free Discharge) C-1=Box culvert (Inlet Controls 125.09 cfs © 7.82 fps) Pond 3P: 48" Box culvert under state road Hydrograph ■Inflow 140- I izs��cfsIII Primary 130= _ I12s7tcfs Inflow Area=61 .040 ac 110= ( 0 Peak Elev=606.79' Box Culvert 80= n=0.012 LL 60- , ; L=53.3' 50- 5=0.0432 '/' 40- 30- 20- 10- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) BRIAN P.SMITH,PE --_ CIVIL ENGINEERING,INC 042.06 WOIS105 WEST HIGH STREET ,VA 22902-5018 PHONE (434)296-3644 FAx (434)296-2041 EMAIL bpspe(a�embargmail.com THE MILLER SCHOOL NEW ENTRANCE HYDRAULIC GRADE LINE COMPUTATION 48" BOX CULVERT GOLF COURSE DESIGN • ENGINEERING • SITE DESIGN • LAND PLANNING ) 1 41 " POox 6.-Vc L,. - Appendix 9B-3 LD-347 Hydraulic Grade Line Computations LD-347 Rev. 7/00 PROJECT: --TH•L )i ,., `;_,,_ -,r, HYDRAULIC GRADE LINE AS' SoMIN6 hvi r (an.fi-4 &L. SHEET: / of 7. I b- et.- a ,l t.- r ier Outlet JUNCTION LOSS Inlet Water Water INLET Surface Sf0 1 3 0 5 Final Surface Rim NUMBER Elev. D° Q° I-0 % Hf V° H° Q; V, QV, V2 H, Angle He Hf H, Hf H Elev. Elev. (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) 2g (13) (14) (15) (16) (17) (18) (19) (20) (21) 5-19,7 40, ; 4' 47,i -kg 7►$ .7-4? )7.1 3,1 /( a?, ,18 1,'/3 i f(t'3 8.1 s 4684 (4,13,50 c t e)t T t;. f _ _ 6ot.. p - 5' K, 7 7 1441 ------1 2 2 H, =0.35y' H, =0.25V H, =Kv 90° K = 0.70 50° K =0.47 20° K =0.16 2g 2g 2g FINAL H = Hf + Hf 80° K = 0.66 40° K = 0.38 15° K =0.10 Hf = H°+ H,+ Ho 70° K = 0.61 30° K =0.28 See LD-72 D)67 60° K = 0.55 25° K =0.22 1 of 1 VDOT Drainage Manual L r 2.. aFZ Clio:. 121� C. �5 1 /...... •, v 0 CTI oil y w ( ri" 64, -4- /01E7 `T; P - CP13,5-o gX l 5 rc��`a 11 I 0.ULV ei.T INV, Oar= ✓ 9�.7 I�J' ENV, /'is = Go,l n0 The Miller School Drainage Computations 2 STORM PIPE AT STA 16+95: Time of concentration: a. Overland flow: 200 ft. , slope=15.5% (31/200) Tc = 11.5 min. (plate 5-1) • b. Shallow flow: 60 ft. , slope=26.7% (16/60) V= 8.2 fps, unpaved (plate 5-2) Tc = 60/8.2/60 = 0.1 min. Total Time of Concentration (Tc) = 11.5 + 0.1 = 11.6 min Area Number C Area (ac) CA Pavement 0. 900 0.030 0.027 Grass 0.300 0.830 0.249 Weighted Totals: 0.321 0.860 0.276 Time of concentration= 12 min Period Intensity Peak Flow (years) (in/hr) (cfs) 2 3.93 1.08 10 5.28 1.46 Diameter: 15 in. HDPE Y Uniform Flow: Normal Critical Slope (ft/ft) : 15 0.0043 Flow (cfs) :I1.46 Velocity (ft/sec) : 11. 9069 3.3330 Depth (ft) : 0.1955 0.4833 Depth (in) : 2.3458 5.8000 Manning's n: 0.0120 ,/ Hydraulic Radius: 0.1206 Wetted Area (sq. ft) : 0.1226 Wetted Perimeter (ft) : 1.0164 Pipe Capacity (cfs) : 27.5605 �- -- CHECK HEADWATER: HW/D = 0.55 HW = 0.55 (1.25) = 0.69 Invert in elevation = 655.50 + 0. 69 =656.19 Max. elevation = 657. 91 (shoulder) - 1..5 = 656.41; ok BRIAN P. SMITH , PE GOLF COURSE DESIGN • ENGINEERING • SITE DESIGN • LAND PLANNING The Miller School Drainage Computations 3 STORM PIPE AT STA 18+36.5: Time of concentration: a. Overland flow: 200 ft., slope=10.5% (21/200) Tc = 12 min. (plate 5-1) b. Shallow flow: 93 ft., slope=14.0% (13/93) V= 6.0 fps, unpaved (plate 5-2) Tc = 93/6.0/60 = 0.3 min. c. Channel flow: 96 ft. with 13 ft. of drop Tc = 0.7 min. (plate 5-3) Total Time of Concentration (Tc) = 12 + 0.3 + 0.7 = 13 min Area Number C Area (ac) CA Pavement 0.900 0.200 0.180 Grass 0.300 1.370 0.411 Weighted Totals: 0.376 1.570 ✓ 0.591 Time of concentration= 13 min Period Intensity Peak Flow (years) (in/hr) (cfs) 2 3.70 2.19 10 5.00 2.96 Diameter: 15 in. HDPE Uniform Flow: Normal Critical Slope (ft/ft) : 0.0461 0.0049 Flow (cfs) :2.96 Velocity (ft/sec) : 9.5190 4.1783 Depth (ft) : 0.3762 0.7010 Depth (in) : 4.5138 8.4126 Manning's n: 0.0120 Hydraulic Radius: 0.2142 Wetted Area (sq. ft) : 0.3110 Wetted Perimeter (ft) : 1.4516 Pipe Capacity (cfs) : 15.0256 CHECK HEADWATER: HW/D = 0.80 HW = 0.80 (1.25) = 1.00 Invert in elevation = 667.00 + 1.00 = 668.0 Max. elevation = 669.91 (shoulder) - 1.5 = 668.41; ok BRIAN P. SMITH, PE GOLF COURSE DESIGN • ENGINEERING • SITE DESIGN • LAND PLANNING The Miller School Drainage Computations 4 STORM PIPE AT CONNECTOR"A" : Time of concentration: a. Overland flow: 1 6 ft., slope=6.3% (8/126) Tc = 11.5 min. (plate 5-1) b. Channel flow: 170 ft. with 3.5 ft. of drop Tc = 2 mir. (plate 5-3) Total Time of Concentration (Tc) = 11.5 + 2 = 13.5 min Area Number C Area (ac) CA Pavement 0.900 0.170 0.153 Grass 0.300 0.600 0.180 Weighted Totals: 0.432 0.770 0.333 Time of concentration=14 min Period Intensity Peak Flow (years) (in/hr) (cfs) 2 3.63 1.21 10 4.92 1.64 Diameter: 15 in. HDPE Uniform Flow: Normal Critical Slope (ft/ft) : 0.0209 0.0044 Flow (cfs) :1.64 Velocity (ft/sec) : 6.0630 3.4516 Depth (ft) : 0.3403 0.5137 Depth (in) : 4.0842 6.1638 Manning's n: 0.0120 Hydraulic Radius: 0.1971 Wetted Area (sq. ft) : 0.2705 Wetted Perimeter (ft) : 1.3724 Pipe Capacity (cfs) : 10.1171 CHECK HEADWATER: HW/D = 0.57 / HW = 0.57 (1.25) = 0.71 Invert in elevation = 702.00 + 0.71 = 702.71 Max. elevation = 704.25 (shoulder) - 1.5 = 702.75; ok BRIAN P. SMITH, PE GOLF COURSE DESIGN • ENGINEERING • SITE DESIGN • LAND PLANNING The Miller School Drainage Computations 5 STORM PIPE AT STA 22+14: Time of concentration: This is the same as the culvert under connection road 'A' . Total Time of Concentration (Tc) = 13.5 min Area Number C Area (ac) CA Pavement 0.900 0.200 0.180 Grass 0.300 0.710 0.213 Weighted Totals: 0.432 0.910 0.393 Time of concentration= 14 min Period Intensity Peak Flow (years) (in/hr) (cfs) 2 3.63 1.42 10 4.92 1. 94 Diameter: 15 in. HDPE Uniform Flow: Normal Critical Slope (ft/ft) : 0.0763 0.0045 Flow (cfs) :1.94 Velocity (ft/sec) : 10.0830 3. 6333 Depth (ft) : 0.2675 0.5612 Depth (in) : 3.2095 6.7341 Manning's n: 0.0120 Hydraulic Radius: 0.1600 Wetted Area (sq. ft) : 0.1924 Wetted Perimeter (ft) : 1.2022 Pipe Capacity (cfs) : 19.3305 CHECK HEADWATER: HW/D = 0.64 HW = 0.64 (1.25) = 0.80 Invert in elevation = 700.50 + 0.80 = 701.30 Max. elevation = 702.79 - 1.5 = 701.69; ok BRIAN P. SMITH , PE GOLF COURSE DESIGN • ENGINEERING • SITE DESIGN • LAND PLANNING The Miller School Drainage Computations 6 STORM PIPE AT CONNECTOR"B": Time of concentration: a. Overland flow: 146 ft. , slope=5.4% (8/146) Tc = 12.5 min. (plate 5-1) Area Number C Area (ac) CA Pavement 0.900 0.170 0.153 Grass 0.300 0.590 0.177 Weighted Totals: 0.434 0.760 0.330 Time of concentration= 13 min Period Intensity Peak Flow (years) (in/hr) (cfs) 2 3.78 1.25 10 5.10 1.68 Diameter: 15.000 in. Uniform Flow: Normal Critical Slope (ft/ft) : 0.0191 0.0044 Flow (cfs) :1.68 Velocity (ft/sec) : 5.9118 3.4768 Depth (ft) : 0.3526 0.5202 Depth (in) : 4.2309 6.2424 Manning's n: 0.0120 Hydraulic Radius: 0.2030 Wetted Area (sq. ft) : 0.2842 Wetted Perimeter (ft) : 1.3997 Pipe Capacity (cfs) : 9.6716 CHECK HEADWATER: HW/D = 0.68 ✓ HW = 0.68 (1.25) = 0.85 Invert in elevation = 703.00 + 0.85 = 703.85 Max. elevation = 705.70 - 1.5 = 704 .2, ok BRIAN P. SMITH , PE GOLF COURSE DESIGN • ENGINEERING • SITE DESIGN • LAND PLANNING The Miller School Drainage Computations 7 STORM PIPE AT STA 26+61: Time of concentration: a. Overland flow: 146 ft., slope=5.4% (8/146) Tc = 12.5 min. (plate 5-1) b. Shallow concentrated flow: 97' at 2.6% Tc = 1 min. (plate 5-2) Total Time of Concentration (Tc) = 12.5 + 1 = 13.5 min Area Number C Area (ac) CA Pavement 0. 900 0.700 0.630 Grass 0.300 1.050 0.315 Weighted Totals: 0.540 1.750 0.945 Time of concentration= 14 min Period Intensity Peak Flow (years) (in/hr) (cfs) 2 3.63 3.43 10 4.92 4.65 Diameter: 18 in. HDPE Uniform Flow: Normal Critical Slope (ft/ft) : 0.1342 0.0046 Flow (cfs) :4. 65 Velocity (ft/sec) : 1 4.5704 Depth (ft) : .3383 0.8394 Depth (in) : 4.0594 10.0734 Manning's n: 0.0120 Hydraulic Radius: 0.2011 Wetted Area (sq. ft) : 0.2986 Wetted Perimeter (ft) : 1.4845 Pipe Capacity (cfs) : 41.6876 CHECK HEADWATER: HW/D = 0.8 HW = 0.8 (1.50) = 1.20 Invert in elevation = 699.00 + 1.20 = 700.20 Max. elevation = 701.88 - 1.5 = 700.38 ; ok BRIAN P. SMITH, PE GOLF COURSE DESIGN • ENGINEERING • SITE DESIGN • LAND PLANNING The Miller School Drainage Computations 8 STORM PIPE AT STA 29+44: Time of concentration: a. Small drainage area: use Tc = 5 min. Area Number C Area (ac) CA Pavement 0. 900 0.090 0.081 Grass 0.300 0.080 0.024 Weighted Totals: 0. 618 0.170 0.105 Time of concentration= 5 min Period Intensity Peak Flow (years) (in/hr) (cfs) 2 5.40 0.57 10 7.10 0.75 Diameter: 15 in. HDPE Uniform Flow: Normal Critical Slope (ft/ft) : 0.0786 0.0041 Flow (cfs) :0.75 Velocity (ft/sec) : 7.6907 2.7070 Depth (ft) : 0. 61 70 0.3462 Depth (in) : 2.0035 4.1548 Manning's n: 0.0120 Hydraulic Radius: 0.1043 Wetted Area (sq. ft) : 0.0975 Wetted Perimeter (ft) : 0.9353 Pipe Capacity (cfs) : 19.6197 CHECK HEADWATER: HW/D = off the chart, use the minimum of 0.50 HW = 0.50 (1.25) = 0.63 Invert in elevation = 703.50 + 0.63 = 704.13 Max. elevation = 705.87 - 1.5 = 704.37; ok BRIAN P. SMITH, PE GOLF COURSE DESIGN • ENGINEERING • SITE DESIGN • LAND PLANNING The Miller School Drainage Computations 9 STORM PIPE AT CONNECTOR"D": Time of concentration: very small area, 5 minutes used. Area Number C Area (ac) CA Pavement 0.900 0.150 0.135 Grass 0.300 0.140 0.042 Weighted Totals: 0.610 0.290 0.177 Time of concentration= 5 min Period Intensity Peak Flow (years) (in/hr) (cfs) 2 5.40 0.96 10 7.10 1.26 Diameter: 15 in. HDPE Uniform Flow: Normal Critical Slope (ft/ft) : 0.0191 0.0043 Flow (cfs) 1.26 Velocity (ft/sec) : 5.4425 3.1889 Depth (ft) : 0.3047 0.4478 Depth (in) : 3.6564 5.3738 Manning's n: 0.0120 Hydraulic Radius: 0.1793 Wetted Area (sq. ft) : 0.2315 Wetted Perimeter (ft) : 1.2909 Pipe Capacity (cfs) : 9.6716 CHECK HEADWATER: HW/D = off the chart, use the minimum of 0.50 HW = 0.50 (1.25) = 0.63 Invert in elevation = 689.40 + 0.63 = 690.03 Max. elevation = 691.62 - 1.5 = 690.12; ok BRIAN P. SMITH, PE GOLF COURSE DESIGN • ENGINEERING • SITE DESIGN • LAND PLANNING The Miller School Drainage Computations 10 STORM PIPE AT STA 36+84: Time of concentration: a. Overland flow: previously from A to B Tc = 12.5 min. b. Channel flow: previously from B to C Tc = 1 min. c. Shallow flow: 197 ft., slope=7.1% (14/197) V= 4.3 fps, unpaved (plate 5-2) Tc = 197/4.3/60 = 0.8 min. d. Channel flow: 130 ft. 16.5 ft. of drop Tc = 0.8 min. (plate 5-3) Total Time of Concentration (Tc)=12.5+1+0.8+0.8+(0.4 pond)=18.0 min Area Number C Area (ac) CA From upstream areas 0.000 0.000 2.034 Pavement/pond within loop 0.900 0.480 0.432 Grass within loop 0.300 6.520 1. 956 Weighted Totals: 0.000 0.000 4 .422 Time of concentration= 18 min eve Period Intensity Peak Flow (years) (in/hr) (cfs) 2 3.07 13.58 10 4.25 18.79 Diameter: 24 in. RCP Uniform Flow: INormall Critical Slope (ft/ft) : 0.0932 0.0064 Flow (cfs) :I18.79 Velocity (ft/sec) : 19.8216 7.0877 Depth (ft) : 0.6832 1.5733 Depth (in) : 8.1984 18.8797 Manning's n: 0.0120 Hydraulic Radius: 0.3797 Wetted Area (sq. ft) : 0.9480 Wetted Perimeter (ft) : 2® Pipe Capacity (cfs) : CHECK HEADWATER: HW/D = HW = 1.3 (2.00) = 2.60 Invert in elevation = 648.50 + 2.60 = 651.10 Max. elevation = 660.95 - 1.5 = 659.45; ok Account ID 09-011-00/Storm Calcs doe BRIAN P. SMITH, PE GOLF COURSE DESIGN • ENGINEERING • SITE DESIGN • LAND PLANNING Ex. 48"x 48" concrete box culvert NEW JUNCTION BOX WITH DI 7 DROP INLET with wingwalls on both ends 47.12 LF @ 4.3% TYPE III GRATE inv in=601.73 TOP=613.50 inv out=599.7 INV IN=604.04 CENTER LINE OF 520 INN OUT=602.00 NEW ENTRANCE ROAD 620 Miler School•• ,. I St.Rt.695 � 51b MI � ��� _ ` 616 510 / \ j \ 610 ________________ — I '/ - _ �iS f—_—____——— --—I INV IN=606.00 500 __— —————— PLUS WINGWALLS 600 ------- NEW 48'x48'CONCRETE —NEW 48'x4W BOX CULVERT BOX CULVERT EXTENSION 961F O 141% 6LF•4.3% 60+03 60+ 0 110+40 60+60 50+80 51400 51+20 51+40 51+60 STA 10+40.43 665 665 660 END SECTION 660 NEW GRADE 655 • \ 655 INV IN .:5.5.50 END SECTION 650 650 NEW 15'HDPE STORM PIPE Ex.grade 67.69 LF© 15.51% 645 \ \ 645 INV OUTS45.00 640 640 OUTLET PROTECTION (SEE DETAILS&TABLE) 0 20 40 60 80 STA 16+95 680 680 675 675 Ex. grade END SECTION 670 —- 670 NEW GRADE 6651 665 NEW 15' HDPE STO IP PIPE - 54.19LF 4.61% INV OUT=664.50 660 INV IN=667.00 660 OUTLET PROTECTION (SEE DETAILS &TABLE) 655 655 0+00 0+20 0+40 0+60 STA 18+36.5 710 710 [ ade — — _ 705 NEW GRADE 705 END SECTION ' END SECTION __,,)/r INV IN402,00 700 7 700 NEW 15'HDPE STORM PIPE INV 0 =701.00 47.92 LF Q 2.09% OUTLET PROTECTION 51+00 51+20 51+40 51+60 STA 1+23 CONNECTOR 'A' 710 710 Ex. grade 705 NEW GRADE 705 END SECTION 700 411111111111111111111111141L, 700 INV IN=700.50 END SECTION NEW 15' HDPE STORM PIPE 1 695 53.66 LF 0 7.63% INV OUT=696.50 - 695 OUTLET PROTECTION (SEE DETAILS &TABLE) 0 20 40 60 STA22+14 715 715 710 _ 710 NEW GRADE 705 END SECTION Ex.grade 705 _ END SECTION INV IN=703.00 700 AMCOTT=702.00 - 700 NEW 15'HDPE STORM PIPE 52.29 LF® 1.91% OUTLET PROTECTION (SEE DETAILS&TABLE) 56+80 57+00 57+20 57+40 57+60 STA 5+28 CONNECTOR 'B' 710 710 705 705 END SECTION 700 700 NEW GRADE INV IN599.00 695 Ex.grade 695 NEW 18'HDPE STORM PIPE \ ` END SECTION 67.04 LF® 13.42% 690 � 690 r _ INV OUT=690.00 OUTLET PROTECIIO (SEE DETAILS&TAB ) 0 20 40 60 STA 26+61 715 715 710 710 NEW GRADE END SECTION 705 705 Ex.grade INV IN=703.50 700 END SECTION 700 NEW 15'HDPE STORM PIPE • 1- 57.23 LF®7.86% INV OUT599.00 695 695 OUTLET PROTECTION (SEE DETAILS&TABLE) 58+80 59+00 59+20 59+40 59+60 59+80 STA 29+44 700 700 695 695 NEW GRADE Ex. grade END SECTION 690 END SECTION 690 INV IN=689.40 - INV OUT=688.41 685 NEW 15' HDPE STORM PIPE 685 52.29 LF @ 1.91% OUTLET PROTECTION (SEE DETAILS & TABLE) 60+20 60+40 60+60 60+80 STA 0+ 18 CONNECTOR ' D' 666 560 660 666 666 NEW GRADE END-- . 660 650 646 646 640 640 NEW 24'RCP CLASS IR STORM PIPE— END SECTION 13S46 LF•9J276 636Er — 636 INV OUT-636.60 OUTLET PROTECTION (SEE DETAILS&TABLE) 1+2 b 40 60 80 1�0 0 1+40 STA 36+84 • LD-268(9-02) D=16" Road. New entrance PROJECT. The Miller School Side: left BY: Brian P. Smith. PE 1 1 1 DATE: April 23, 2012 3 4 SHEET: 1 of 4 CUT Earth Protective Lining C 0.9 0.35 0.2 CA or 3 n=.03 n=.05 n=015 STA. TO wsi ws! ws U F o 2 a STA. CA CA c 41 ¢ Tc 12 Q2 (7) g ¢ VEL Qn VEL DEP Qn DEP 1io go C] REMARKS 3150 3300 9 54 0 Use EC-2 0.031 0.186 0.000 Lining 0.028 0.065 0.000 0.09 0.09 5.0 5.40 0 50 C 0.080 4.0 *ta 7.10 0.66 ore 3300 3400 9 40 0 0.8 Use EC-2 _ 0.021 0 092 0.000 Lining 0.019 0.032 0.000 0.05 0.14 5.8 5.20 0.75 C 0.100 4.0 $x 6.78 0.97 WIL 3400 3500 9 11 0 0.5 Use EC-2 0.021 0.025 0.000 �p Lining 0.019 0 009 0 000 0.03 0.17 6.3 5.08 0.87 C 0.100 4 0 M 6.61 1 13 i'�lY��.z VT1 3500 3600 9 11 0 0.4 Use EC-3,Type 0.021 0.025 0.000 A Lining 0.019 0.009 0.000 0.03 0.20 6.7 4.98 0.99 C 0 100 7 0 '` 6.49 1.29 4 1 3600 stream 9 50 0 0.6 Use EC-3,Type 0.031 0.172 0.000 A Lining x�- 0 028 0.060 0.000 0.09 0.29 7.3 4.83 1.38 C 0.150 7.0 6.31 1.81 t:, t)y I LD-268(9-02) D=I6" Road' New entrance continued PROJECT: The Miller School • Side: left BY: Brian P. Smith,PE 1 1 DATE: April 23. 2012 3 4 SHEET: 2 of 4 CUT _ Earth Protective Lining C 0.9 0.35 0.2 CA or 3 n=.03 n=.05 n=.015 STA. TO wsi ws; wsi F o i a STA. CA CA CA . Tc 12 Q2 V) ¢ VEL. Qn VEL DEP Qn DEP Iio Qio A REMARKS 2500 2400 9 150 0 Use EC-2 0.021 0.344 0.000 Lining 0.019 0.121 0.000 0.14 0.14 15.0 3.40 0.47 C 0.028 4.0 ..i 4 70 0.65 :y ,". 2400 2300 9 130 0 0.8 _ Use EC-2 0.021 0.298 0 000 Lining 0.019 0.104 0.000 0.12 0.26 15.8 3.32 0.87 C 0.028 4.0 mg 4.58 ,1.20 O 2300 2214 18 100 0 0.7 Use EC-2 0.036 0.197 0.000 Lining 0.032 0.069 0.000 0 10 0.36 16.5 3.25 1.18 C 0.048 4.0 4.47 1.62 ax>�§. pipe - 2214 2100 18 155 0 Use EC-2 0.047 0.406 0.000 Lining ram' 0.042 0.142 0 000 0.18 0.18 12.0 3.85 0.71 C 0 070 4 0 N _ 5.20 0.96 �:,,4;r,: 2100 2000 9 220 0 0.6 - _ _ Use EC-3,Type 0.021 0.505 0.000 _ _ A Lining 0.019 0.177 0 000 0.20 0.38 12.6 3.76 1.43 C 0.100 7.0 -M11 5.08 1.93 rat 2000 1855 9 100 0 0.6 Use EC-3,Type 0.030 0.333 0.000 _ A Lining 0.027 0.117 0.000 0.14 0.52 13.2 3.67 1.92 C 0.100 7.0 MN 4.97 2.60 NM pipe LD-268(9-02) D=l6" Road: New entrance continued PROJECT: The Miller School Side: left BY: Brian P. Smith,PE 1 1 DATE: April 23, 2012 varies 4 SHEET: 3 of 4 CUT Earth Protective Lining_ C - 0.9 0.35 0.2 CA or ' 3 n=03 n=.05 n=.015 STA. TO ws wsi ws u F o o ,_ a STA CA CA CA ¢ Tc 12 Q2 55 ¢ � VEL. Qn VEL DEP Qn DEP I1„ Qto p REMARKS 1855 1714 9 300 0 2 to 1 side slopes Use EC-3. Type 0.029 0.971 0.000 A Lining 0.026 0.340 0.000 0.37 0.37 11.6 3.93 1 44 C 0 070 7.0 5.28 1.93 V pipe 1714 1609 9 280 0 Use EC-2 0.022 0.675 0.000 Lining 0.020 0.236 0.000 0.26 0.26 11.6 3.93 1.01 C 0 050 4.0 2 5.28 1.35 swEv, matchline 1590 1500 9 270 0 0.5 1.5 to 1 side slopes Use EC-3,Type 0.019 0.558 0.000 A Lining 0.017 0.195 0.000 0.21 0.47 12.1 3.83 179 C 0.070 7.0 5.18 2.42 we 1500 1400 9 250 0 0.5 1.5 to 1 side slopes Use EC-3, Type 0.021 0.574 0.000 A Lining 0.019 0.201 0.000 0.22 0.69 12.6 3.76 2 58 C 0.080 7.0 5.08 3.49 Yw 1400 1300 9 235 0 0.5 1.5 to 1 side slopes _ Use EC-3,Type 0.021 0.539 0.000 _ A Lining 0.019 0.189 0.000 0.21 0.89 13.1 3.69 3.30 C 0.080 7.0 -/' 4.99 4.46 1300 1200 9 190 0 0.5 2 to 1 side slopes Use EC-3, Type 0.021 0.436 0.000 A Lining 0.019 0.153 0.000 0.17 1.07 13.6 3.61 3.85 C 0.080 7.0 O 4.91 5.23 MI 1200 1100 9 140 0 0.5 2 to I side slopes Use EC-3,Type 0.021 0.321 0.000 1 I A Lining • 0.019 0 112 0.000 0.13 1.20 14.1 3.53 4.23 C 0.040 7.0 Anki 4.83 5.78 aft LD-268(9-02) D=16" Road: New entrance continued PROJECT: The Miller School A Side left BY: Brian P. Smith, PE I I DATE: April 23, 2012 2 4 SHEET: 4 of 4 CUT Earth Protective Lining C w 0.9 0.35 0.2 CA or 3 n=.03 n=.05 n=.015 STA. TO wsi wsi wsi U F 1. 6 o a STA. CA CA CA ° ¢ Tc I2 Q2 V) ¢ VEL. Qn VEL DEP Qn DEP lio Qio o REMARKS 1100 1035 9 90 0 0.5 3_to 1 side slopes, 2'wide trap. ditch — Use EC-3, Type 0.013 0.134 0.000 A Lining 0.012 0.047 0.000 0.06 1.26 14.5 3.47 4.36 C 0.110 7.0 41 : 4.78 6.00 Ma grate , • I . I I BRIAN P.SMITH,PE • CIVIL ENGINEERING,INC �- Aa 105 WEST HIGH STREET CHARLOTTESVILLE,VA 22902-5018 PHONE (434)296-3644 FAx (434)296-2041 EMAIL bpspe@embargmail.com July 7, 2010 Phil Custer County of Albemarle Dept. of Community Development 401 McIntire Road Charlottesville, VA 22902 Re: The Miller School -New Entrance Response to comments dated May 17, 2010 Dear Phil, I hope this letter finds you doing well. This is a follow up to your comments. I will address them below in the order presented. A. General Review 1. As discussed with Mark, Glenn and my client last year it was decided to gain BOS approval with the stream buffer mitigation prior to spending a lot of money to prepare a site plan and other designs that may not seem worthwhile. Remember we are using the county's 4-ft contours which are not accurate enough for final design. 2. The request for exception, along with the $240 application fee, is under separate cover. I believe you know by now that Vdot, Mark and Glenn have been to the site and all were fine with the entrance location. 3. The owner has found a comparable amount of impervious areas to be removed. Therefore,we will not be submitting a SWM plan. These areas are shown on the attached maps and are listed below. • 15, 194 sf—three paved areas hatched on drawing near the existing buildings. • 1,650 sf—paved road (1) from state road to the bridge over Mechum's River. • 16,844 sf of existing paved area to be removed. • 18,000 sf of existing gravel area(2 -to the diary barn). • 10,800 sf of existing gravel area(3 -driveway to Mr. Braxton's house). • 32,400 sf of existing gravel area(4 - driveway in the field). • 62,200 sf of existing gravel area to be removed (total). • 42,840 sf of equivalent impervious area(using 70%). GOLF COURSE DESIGN • ENGINEERING • SITE DESIGN • LAND PLANNING 1-rj LJ 1 IIIDA1E ) EXISTING IMPERVIOUS AREA TO BE REMOVED rl- /' — • y"00 2,993.45 Sq.Ft.+9,989.56 Sq.Ft.+2,210.96 Sq.Ft.= ' / —- I l- , 15,193.97 Sq.Ft. ��4�/ W NEW PAVEMENT IMPERVIOUS AREA=58,547 of •;/''�'/ ,$I �` �♦ ,_,-/, slo ir, \rr' ,, .... /j/' J / V� /i �� MrOlweaub Cb..W , `JJ O 44 MICR=- Cr 1 W S C:2) I itLX T 1 IA 4100p r �, 11 1 to v .� ::. ,-,.., wvo�wd s�1 IGMI NW ) 1 1 /1; ( 7, i-7" :iI -' lC J_ �i 11ti r.rWreo 1 rj `%i ''...... N. -',+ .* fel 1 / i.N. ,-1./ \ p / _�--• JCS POMO / ./ // 0 oar I I /• l ff Y'r •-li• / ////// • I Ml! J ' I It �. // / / // � 1 /• ruw�owMdaasooa�.vuwian i / ////// // ( �gaMe rm I &uiorvswa,1odww11rw // -� /j/ /// I - •• /i'/ /// // ^ a� /;/ /, // , ` ( C 1.0