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HomeMy WebLinkAboutWPO201600054 Calculations 2020-09-08.1 Oki F.Al: , 994 '._ to] ill UTTITAIlk MANAGEMENT CALCULATIONS PACKET Date of Approved WPO 201600054 Calculations AUGUST 12, 2016 Date of Amendment #1 Calculations OF S'oz g. g1 > o � L,c 91312� �ti�J I SEPTEMBER 31 2020 PREPARED BY: COLLINS ENGINEERING 200 GARRETT STREET, SUITE K CHARLOTTESVILLE, VA 22902 434.293.3719 PH 434.293.2813 FX www.collins-engineering.com SCS TR-55 Calculations Soils Table (Source: NRCS Web Soil Survey Online Database) Albemarle County, Virginia (VA003) Map Unit Map Unit Name percent of Symbol Apt 16 Codorus silt 0.2% loam, 0 to 2 percent slopes, occasionally flooded 47D Philomont sandy 55.1% loam, 15 to 25 percent slopes 47E Philomont sandy 44.7% loam, 25 to 45 percent slopes Totals for Area of 100.00/0 Interest The NRCS web soil survey defines this development's soils as predominantly having a hydrologic group type A. As a result of this, the preserved open spaces are depicted in this report's VRRM calculations as having a type A soil group. Please note however, this site requires signficant compacted fill for the disturbed areas (subareas A & B). As a result of this, and the overwhelming presence of type B fill soils in Albmarle County, the stormwater quantity calculations were conservatively analyzed as having a hydrologic group type B. Precipitation Data (Source: NOAA's National Weather Service, Hydrometerorological Design Studies Center, Atlas 14 Point Precipitation Frequency Estimates) Map � O``~sibd� © Tartan Z v 0 6 � 3�a m n O Finch Cr o 'o p py I 'P o rpneY ct Wmy O Z �+ BPa�row In vq Cl o 0 c� M oy O �4 yjv Jhsey Pine Rr10 CO 3 8 e 200m POINT PRECIPITATION FREQUENCY (PF) ESTIMATES WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atlas 14, Volume 2, Version 3 PDS-based precipitation frequency estimates With 90% confidence intervals (in inches)' Aver erewmnce hkwal ears) ouraeon 1 z s 10 zs so 10o zoo soo loon IMF-3 5 F-0 24hr Q,65333) (3.21 03) (4.0&5.14) (a81-6,06) (587-7?42) (6 5858) (7, 0.86) (8.R- 1.3) (102-13.4) (11.4 5.2) n m O O N N Z w m m ti ti m m X in v d u u u � v « � d J d Z 6 m vmf n b n 3 m O Z O U Z U d o m O v O^ o v x 0 a A L .i V1 a m v m N a rv$ 1p m 09 O$ m O^ ry o e Q a O m O� O ry 0 0 0 ry o ry 3 5 6 « O C '- d q d A 6 d C q O 3 « p C C .Z O Ou 6 6 N O � p O '6 d j LT C O CO U C m o C d d U p c p c p c p c w p 'p 'p c « coon co go co o d 0 m U m V m U �° m V « Q O O O o 3 U' Q O O O o 3 ( Q O O O O 3 U' Q O O O O = ID 0 5 c o c o 5 c o 5 c o u - a o 3 a 0 3 a 0 3 0' °0 3 E E 3 E E 3 p o 0 0 m O` Q = > u = > u = > -i f m x c o n w w w m Q o Q o u > u > u > L N N N Q Q Q w6 a7i °>' Q D m w V ¢ y .. 0 « Qp w « a '= o a 0 K i U.S. Department of Agriculture Natural Resources Conservation Service TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (T,) Project: Briarwood Phase 6 VSMP Amendment #1 Location: Sunset Drive Extension Check One: Present X Developed X Check One: T, X T, Through subarea Segment ID. Sheet Flow: (Applicable to Tc only) Designed By: FGM, PE Checked By: SRC, PE n/a FL-ENG-21A 06/04 Date: 9/3/2020 Date: 9/3/2020 DAA&B DAA DAB DAC (Pre-Dev.) (Post-Dev.) (Post-Dev.) (Offsite-Routed Thru the Site) 1 Surface description (Table 3-1) Dense Grass Dense Grass Dense Grass Dense Grass 2 Manning's roughness coeff., n (Table 3-1 0.24 0.24 0.24 0.24 3 Flow length, L (total L < 100) (ft) 100 40 100 100 4 Two-year 24-hour rainfall, Pz(in.) 3.58 3.58 3.58 3.6 5 Land slope, s (ft/ft) 0.12 0.15 0.28 0.06 6 Compute Tt = [0.007(n*Lf a] / Pi .5 s0.4 0.11 0.05 0.08 0.14 Shallow Concentrated Flow: 7 Surface description (paved or unpaved) Unpaved Unpaved Unpaved 8 Flow Length, L (ft) 350 75 260 9 Watercourse slope, s (ft/ft) 0.189 0.533 0.073 10 Average velocity, V (Figure 3-1) (ft/s) 7.0 11.5 4.4 11 T,=L/3600*V 0.01 0.00 0.02 Channel Flow: 12 Cross sectional flow area, a (ft) 3 c 13 Wetted perimeter, P. (ft) w `m 14 Hydraulic radius, r = a/Pw (ft) E 15 Channel Slope, s (ft/ft) m a � u > 16 Manning's Roughness Coeff, n o o. 2/3 OS ism: 18 Flow length, L (ft) 19 T,= L / 3600*V F 0.02 20 Watershed or subarea Tcor T, (Add T, in steps 6, 11 and 19) 0.12 0.10 0.10 0.16 U.S. Department of Agriculture Natural Resources Conservation Service TR 55 Worksheet 4: Graphical Peak Discharge Method Project: Briarwood Phase 6 VSMP Amendment#1 Designed By: FGM, PE Date: 9/3/2020 Location: Sunset Drive Extension Checked By: SRC, PE Date: 9/3/2020 Check One: Present X Developed X 1. Data Drainage Area Description Drainage Area Description Drainage Area Description Drainage Area Description DAA&B (Pre-Dev.) DAA (Post-Dev.) DAB (Post-Dev.) DAC (Offsite- Routed Thru the Site) Drainage Area (Am) in miles' = 0.0073 0.0060 0.0013 0.0074 Runoff curve number CN= 59.0 72.7 62.1 78.8 Time of concentration(Tc)= 0.12 0.10 0.10 0.16 Rainfall distribution type= II II II II Pond and swamp areas spread throughout the watershed= 0 0 0 0 2. Frequency -years 1 2 30 1 2 10 1 2 10 1 2 30 3. Rainfall, P (24 hour)- inches 2.95 3.58 5.39 2.95 3.58 5.39 2.95 3.58 5.39 2.95 3.58 5.39 4. Initial Abstraction, la -inches 1.39 1.39 1.39 0.75 0.75 0.75 1.22 1.22 1.22 0.54 0.54 0.54 5. Compute la/P 0.47 0.39 0.26 0.25 0.21 0.14 0.41 0.34 0.23 0.18 0.15 0.10 6. Unit peak discharge, Qu-rsm/in 575 775 925 975 975 100 825 900 975 825 850 875 7. Runoff, Qfrom Worksheet 2- inches 0.29 0.53 1.46 0.81 1.21 2.56 0.38 0.66 1.69 1.14 1.61 3.12 8. Pond and Swamp adjustment factor, Fp 1 1 1 1 1 1 1 1 1 1 1 1 9. Peak Discharge, DIP-cfsRouted where Qp=Qu Am QFp 1.21 2.99 9.93 Thru SWM Facility'A' Routed Thru SWM Facility 'B' 7.00 10.21 20.31 WATERSHED SUMMARY (For Onsite Areas Only & the Energy Balance Computations) Pre-Develooment DAA&B WATERSHED SUMMARY (For Basin Capacity / 100 DAA+DAC Past-Develooment Area, 1-year 2-year 10-year Area, 1-year 2-year 10-year CN ac. Flow, cfs Flow, cis Flow, cfs CN ac. Flow, cfs Flow, cis Flow, cfs 72.7 3.86 0.10 0.18 11.53 59.0 4.70 1.21 2.99 9_93 62.1 0.84 0.10 0.12 0.17 70.8 4.70 0.20 0.30 11.70 Freeboard Check only) CN Area, 100-year Backwater Freeboard During ac. Elev., ft 100-yr Design Storm 72.7 3.86 424.97 1.03, 78.8 4.76 76.1 8.62 Channel and Flood Protection Computations 9 VAC 25-870-66 (Channel Protection Analysis for Onsite Subareas A & B) Section B: Channel Protection "Concentrated stormwater flow shall be released into a stormwater conveyance system and shall meet the criteria in subdivision 1, 2 or 3 of this subsection..." Section B.1: Manmade stormwater conveyance systems "When stormwater from a development is discharged to a manmade stormwater conveyance system, following the land -disturbing activity, either..." a. or b. shall be met: Section B.1.b. "The peak discharge requirements for concentrated stormwater flow to natural stormwater conveyance systems in subdivision 3 of this subsection shall be met." Section B.3 "... the maximum peak flow rate from the one-year 24-hour storm following the land -disturbing activity shall be calculated either.." a. or b." Section B.3.a. In accordance with the following methodology: Q Developed !� I•F• * (Q Pre -Developed * RV Pre -Developed ) / RV Developed Q Allowed Where: Q Pre -Developed = CN Pre -Developed = S Pre -Developed = RV Pre -Developed= CN Post -Developed= S Post -Developed = RV Post -Developed = I.F. _ Q Developed < 0.38 cfs Section B.4 Limits of Analysis 1.21 cfs (From Worksheet 4 Watershed Summary) 59.0 (From Worksheet 4 Watershed Summary) 6.95 (From SCS TR-55 eq. 2-4) 0.29 in. (From SCS TR-55 eq. 2-3) 70.8 (From Worksheet 4 Watershed Summary) 4.12 (From SCS TR-55 eq. 2-4) 0.72 in. (From SCS TR-55 eq. 2-3) 0.80 (Factor of Safety) 0.20 cfs The analysis terminates at the onsite Subareas A & B since subsection B.3.a is met. 9 VAC 25-870-66 (Flood Protection Analysis for Onsite Subareas A & B) Section C: Flood Protection "Concentrated stormwater flow shall be released into a stormwater conveyance system and shall meet one of the following criteria as demonstrated by use of acceptable hydrologic and hydraulic methodologies:" Section C.2: "Concentrated stormwater flow to stormwater conveyance systems that currently experience localized flooding during the 10-year 24-hour storm event" shall meet either a. or b. Section C.2.a.: The proposed stormwater conveyance systems, i.e. the basins, confine "...the postdevelopment peak flow rate from the 10-year 24-hour storm event within the stormwater conveyance system [the basins] to avoid the localized flooding." Section C.3.c Limits of Analysis The flood protection analysis terminates at the basins' outfalls since "The stormwater conveyance system [i.e. the basins' outfalls] enters a mapped floodplain or other flood -prone area..." Post -Development Routing Calculations of Subarea A (Used to represent Onsite Areas for Channel Protection Compliance & Calculations) Briarwood SWM Facility A- Onsite Phase 6 BasinFlow printout INPUT: Basin: Briarwood SWM Facility A- Onsite Phase 6 (Used for Energy Balance Computations) 5 Contour Areas Elevation(ft) Area(sf) Computed Vol.(cy) 418.00 616.00 0.0 420.00 1437.00 73.9 422.00 2558.00 219.9 424.00 3810.00 454.2 426.00 5191.00 786.3 Start—Elevation(ft) 4 Outlet Structures Outlet structure 0 Orifice 418.00 Vol.(cy) 0.00 name: APPROVED Barrel area (sf) 1.227 diameter or depth (in) 15.000 width for rect. (in) 0.000 coefficient 0.500 invert (ft) 416.000 multiple 1 discharge out of riser Outlet structure 1 Orifice name: APPROVED Low -Flow Orifice area (sf) 0.012 diameter or depth (in) 1.500 width for rect. (in) 0.000 coefficient 0.500 invert (ft) 418.000 multiple 1 discharge into riser Page 1 Briarwood SWM Facility A- Onsite Phase 6 Outlet structure 2 Weir name: APPROVED Riser Standpipe diameter (in) 30.000 side angle 0.000 coefficient 3.300 invert (ft) 423.500 multiple 1 discharge into riser transition at (ft) 0.760 orifice coef. 0.500 orifice area (sf) 4.909 Outlet structure 3 Weir name: AMENDED Emergency Spillway length (ft) 40.000 side angle 75.960 coefficient 3.300 invert (ft) 424.500 multiple 1 discharge through dam 4 Inflow Hydrographs Hydrograph 0 SCS name: Area (acres) CN Type rainfall, P (in) time of conc. (hrs) time increment (hrs) time limit (hrs) fudge factor routed peak flow (cfs) peak time (hrs) volume (cy) 1-yr SCS Peak 24-hr Design Storm 3.860 72.700 2 2.950 0.1000 0.0200 30.000 1.00 true 3.978 11.917 421.113 Page 2 Briarwood SWM Facility A- Onsite Phase 6 Hydrograph 1 SCS name: 2-yr SCS Peak 24-hr Design Storm Area (acres) 3.860 CN 72.700 Type 2 rainfall, P (in) 3.580 time of conc. (hrs) 0.1000 time increment (hrs) 0.0200 time limit (hrs) 30.000 fudge factor 1.00 routed true peak flow (cfs) 5.954 peak time (hrs) 11.917 volume (cy) 630.295 Hydrograph 2 SCS name: 10-yr SCS Peak 24-hr Design Storm Area (acres) 3.860 CN 72.700 Type 2 rainfall, P (in) 5.390 time of conc. (hrs) 0.1000 time increment (hrs) 0.0200 time limit (hrs) 30.000 fudge factor 1.00 routed true peak flow (cfs) 12.557 peak time (hrs) 11.917 volume (cy) 1329.414 Hydrograph 3 SCS name: 100-yr SCS Peak 24-hr Design Storm Area (acres) 3.860 CN 72.700 Type 2 rainfall, P (in) 8.830 time of conc. (hrs) 0.1000 time increment (hrs) 0.0200 time limit (hrs) 30.000 fudge factor 1.00 routed true peak flow (cfs) 27.014 peak time (hrs) 11.917 volume (cy) 2860.003 Page 3 Briarwood SWM Facility A- Onsite Phase 6 OUTPUT: Routing Method: storage -indication Hydrograph 0 Routing Summary of Peaks: 1-yr SCS Peak 24-hr Design Storm inflow (cfs) 3.959 at 11.92 (hrs) discharge (cfs) 0.103 at 13.28 (hrs) water level (ft) 422.447 at 14.70 (hrs) storage (cy) 264.375 Hydrograph 1 Routing Summary of Peaks: 2-yr SCS Peak 24-hr Design Storm inflow (cfs) 5.926 at 11.92 (hrs) discharge (cfs) 0.180 at 13.14 (hrs) water level (ft) 423.519 at 13.16 (hrs) storage (cy) 389.188 Hydrograph 2 Routing Summary of Peaks: 10-yr SCS Peak 24-hr Design Storm inflow (cfs) 12.498 at 11.92 (hrs) discharge (cfs) 11.527 at 11.96 (hrs) water level (ft) 424.079 at 11.96 (hrs) storage (cy) 465.380 Hydrograph 3 Routing Summary of Peaks: 100-yr SCS Peak 24-hr Design Storm inflow (cfs) 26.888 at 11.92 (hrs) discharge (cfs) 25.814 at 11.92 (hrs) water level (ft) 424.698 at 11.92 (hrs) storage (cy) 558.604 Tue Sep 01 15:50:44 EDT 2020 Page 4 Post -Development Routing Calculations of Subarea A (Used to confirm 1' of freeboard is achieved during the 100-year storm for the total watershed.) Briarwood SWM Facility A- Freeboard Check with Total Watershed BasinFlow printout INPUT: Basin: Briarwood SWM Facility A- Freeboard Check with Total Watershed 5 Contour Areas Elevation(ft) Area(sf) Computed Vol.(cy) 418.00 616.00 0.0 420.00 1437.00 73.9 422.00 2558.00 219.9 424.00 3810.00 454.2 426.00 5191.00 786.3 Start—Elevation(ft) 4 Outlet Structures Outlet structure 0 Orifice 418.00 Vol.(cy) 0.00 name: APPROVED Barrel area (sf) 1.227 diameter or depth (in) 15.000 width for rect. (in) 0.000 coefficient 0.500 invert (ft) 416.000 multiple 1 discharge out of riser Outlet structure 1 Orifice name: APPROVED Low -Flow Orifice area (sf) 0.012 diameter or depth (in) 1.500 width for rect. (in) 0.000 coefficient 0.500 invert (ft) 418.000 multiple 1 discharge into riser Page 1 Briarwood SWM Facility A- Freeboard Check with Total Watershed Outlet structure 2 Weir name: APPROVED Riser Standpipe diameter (in) 30.000 side angle 0.000 coefficient 3.300 invert (ft) 423.500 multiple 1 discharge into riser transition at (ft) 0.760 orifice coef. 0.500 orifice area (sf) 4.909 Outlet structure 3 Weir name: AMENDED Emergency Spillway length (ft) 40.000 side angle 75.960 coefficient 3.300 invert (ft) 424.500 multiple 1 discharge through dam 1 Inflow Hydrographs Hydrograph 0 SCS name: Area (acres) CN Type rainfall, P (in) time of conc. (hrs) time increment (hrs) time limit (hrs) fudge factor routed peak flow (cfs) peak time (hrs) volume (cy) 100-yr SCS Peak 24-hr Design Storm CHECK 8.620 76.100 2 8.830 0.1600 0.0200 30.000 1.00 true 58.730 11.938 6866.658 Page 2 Briarwood SWM Facility A- Freeboard Check with Total Watershed OUTPUT: Routing Method: storage -indication Hydrograph 0 Routing Summary of Peaks: 100-yr SCS Peak 24-hr Design Storm CHECK inflow (cfs) 58.703 at 11.94 (hrs) discharge (cfs) 58.128 at 11.96 (hrs) water level (ft) 424.969 at 11.96 (hrs) storage (cy) 602.250 Tue Sep 01 15:50:03 EDT 2020 Page 3 Post -Development Routing Calculations of Subarea B Briarwood SWM Facility B- Onsite Phase 6 BasinFlow printout INPUT: Basin: Briarwood SWM Facility B- Phase 6 4 Contour Areas Elevation(ft) 404.00 406.00 408.00 410.00 Start—Elevation(ft) 4 Outlet Structures Outlet structure 0 Orifice Area(sf) Computed Vol.(cy) 107.00 0.0 567.00 22.7 1145.00 84.9 1826.00 194.0 404.00 Vol.(cy) 0.00 name: APPROVED Barrel area (sf) 1.227 diameter or depth (in) 15.000 width for rect. (in) 0.000 coefficient 0.500 invert (ft) 403.500 multiple 1 discharge out of riser Outlet structure 1 Orifice name: APPROVED Low -Flow Orifice area (sf) 0.022 diameter or depth (in) 2.000 width for rect. (in) 0.000 coefficient 0.500 invert (ft) 404.000 multiple 1 discharge into riser Page 1 Briarwood SWM Facility B- Onsite Phase 6 Outlet structure 2 Weir name: APPROVED Riser Standpipe diameter (in) 30.000 side angle 0.000 coefficient 3.300 invert (ft) 407.900 multiple 1 discharge into riser transition at (ft) 0.760 orifice coef. 0.500 orifice area (sf) 4.909 Outlet structure 3 Weir name: APPROVED Emergency Spillway length (ft) 25.000 side angle 75.960 coefficient 3.300 invert (ft) 408.900 multiple 1 discharge through dam 4 Inflow Hydrographs Hydrograph 0 SCS name: Area (acres) CN Type rainfall, P (in) time of conc. (hrs) time increment (hrs) time limit (hrs) fudge factor routed peak flow (cfs) peak time (hrs) volume (cy) 1-yr SCS Peak 24-hr Design Storm 0.840 62.100 2 2.950 0.1000 0.0200 30.000 1.00 true 0.407 11.917 43.085 Page 2 Briarwood SWM Facility B- Onsite Phase 6 Hydrograph 1 SCS name: 2-yr SCS Peak 24-hr Design Storm Area (acres) 0.840 CN 62.100 Type 2 rainfall, P (in) 3.580 time of conc. (hrs) 0.1000 time increment (hrs) 0.0200 time limit (hrs) 30.000 fudge factor 1.00 routed true peak flow (cfs) 0.701 peak time (hrs) 11.917 volume (cy) 74.231 Hydrograph 2 SCS name: 10-yr SCS Peak 24-hr Design Storm Area (acres) 0.840 CN 62.100 Type 2 rainfall, P (in) 5.390 time of conc. (hrs) 0.1000 time increment (hrs) 0.0200 time limit (hrs) 30.000 fudge factor 1.00 routed true peak flow (cfs) 1.804 peak time (hrs) 11.917 volume (cy) 190.967 Hydrograph 3 SCS name: 100-yr SCS Peak 24-hr Design Storm Area (acres) 0.840 CN 62.100 Type 2 rainfall, P (in) 8.830 time of conc. (hrs) 0.1000 time increment (hrs) 0.0200 time limit (hrs) 30.000 fudge factor 1.00 routed true peak flow (cfs) 4.501 peak time (hrs) 11.917 volume (cy) 476.506 Page 3 Briarwood SWM Facility B- Onsite Phase 6 OUTPUT: Routing Method: storage -indication Hydrograph 0 Routing Summary of Peaks: 1-yr SCS Peak 24-hr Design Storm inflow (cfs) 0.405 at 11.92 (hrs) discharge (cfs) 0.103 at 12.08 (hrs) water level (ft) 405.465 at 12.10 (hrs) storage (cy) 13.098 Hydrograph 1 Routing Summary of Peaks: 2-yr SCS Peak 24-hr Design Storm inflow (cfs) 0.698 at 11.92 (hrs) discharge (cfs) 0.124 at 12.08 (hrs) water level (ft) 406.105 at 12.14 (hrs) storage (cy) 24.969 Hydrograph 2 Routing Summary of Peaks: 10-yr SCS Peak 24-hr Design Storm inflow (cfs) 1.795 at 11.92 (hrs) discharge (cfs) 0.169 at 12.32 (hrs) water level (ft) 407.801 at 12.44 (hrs) storage (cy) 76.691 Hydrograph 3 Routing Summary of Peaks: 100-yr SCS Peak 24-hr Design Storm inflow (cfs) 4.480 at 11.92 (hrs) discharge (cfs) 4.319 at 11.92 (hrs) water level (ft) 408.195 at 11.92 (hrs) storage (cy) 93.349 Tue Sep 01 16:11:17 EDT 2020 Page 4 Water Quality Calculations Using the DEQ Virginia Runoff Reduction Method (Used to Determine the Required Phosphorous Removal Rate) THE VRRM BOUNDARY IS DEFINED BY THE PROPOSED ESC LIMITS OF DISTURBANCE. PLEASE NOTE, THERE ARE EXTENSIVE AREAS LOCATED WITHIN THE PROPERTY THAT ARE OUTSIDE THE LIMITS OF DISTURBANCE. THESE AREAS ARE NOT REPRESENTED IN THE FOLLOWING CALCULATIONS SINCE THEY ARE NOT DISTURBED. . { . . ..... , All . . . . . ...... � - !!| _ \E ! 21 /)!` - - ��) .�. •� § � !R«!�'A2= R§! } \\ Fill |„!„;,,,;,, |! ` ! ! > •- - ! . ! ,, ., . ; ! ! !!! }� ,•1�,�.,l�.l� !! ! . ! . ;! . ! , ! !! , ! ; •! •! �� �� 'I! '- ! ! ■■I Water Quality Calculations Using the DEQ Virginia Runoff Reduction Method (Used to Determine the Phosphorous Removal Rate Credit for Preserving Open Spaces) THIS PLAN's WATER QUALITY COMPLIANCE IS MET THROUGH THE BEST MANAGEMENT PRACTICE OF PRESERVING OPEN SPACES. THE PREVIOUS VRRM REQUIRED PHOSPHOROUS REMOVAL RATE IS OFFSET WITH THE EXTENSIVE LAND PRSERVATION PROPOSED AND ITS CORRESPONDING CREDIT, SHOWN IN THE FOLLOWING PAGES. 11 u W Q O p S pp O pp O p S 00 O 00 O O O O O W OC Q Q 0 O 0 O 0 O 0 O O O O Y O Q I O O O O O O O O O c'888SSY 0000c0 u W O p C Q O O O O O O O O O O Y Oal Q O O [86 O O m m O' N E W W m O O O O O co N m O O O O O U O 0 0 0 0 0 0 0 0 0 0 O Z m o a p S p S pp O p S p S Y 0 O a p p S p S p S pp O p O0 pp L M 3 � 6 0 00 0 000 0 O O 0 0 T VI f M N N Y g0 A_ ^ a Qi Li 6 N 0 u 0 0 Q QE L a a 0�>? W OW U� W C 7 Q OS�O O Q NE Q� L W? C F? C F C Q 7 O N C x> U Q O W_ z_ W_ O � cy W a W z Q 4 O O S y�1 i 1' L C 1' Q CQ Q L d f f W 1' U Q x? Q W O C. C O z W U Q W to N W OU ... l'1 Q Y C G O'` z yCj 1' z W z z C. z Y y z 0 g z j £ 10 > W F a F O n F F R F E OrZ 0.F O O u L W y i- O g O d O W W O F p w O W 6 Q H C >> O O D O L p 0 0 M Y.O J Or OJOj f W Q F f f W O O z F OO z O O w O N z 0 z_ Y F_ 6 O Z Q Z z O z ' Q W o � W � C O C i