HomeMy WebLinkAboutWPO202000048 Calculations 2020-12-07MILL CREEK INDUSTRIAL PARK- LOT 11
STORMWATER MANAGEMENT CALCULATIONS PACKET
Date of Calculations
SEPTEMBER 21, 2020
Revised on
DECEMBER 4, 2020
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COLLINS ENGINEiL:-kiNG
200 GARRETT STREET, SUITE K
CHARLOTTESVILLE, VA 22902
434.293.3719 PH
434.293.2813 FX
www.collins-engineering.com
Summary of this Report's Dec. W1 Changes
1. Sheet 1 was revised to include a revision date and a professional engineer's seal.
2. This sheet has been added to the report.
3. SCS TR-55 Worksheets 2 & 4 and the routing calculations were revised to account for additional areas
captured and detained in the vicinity of the proposed entrance.
4. The section entitled Structure EX-1's Peak Surface Ponding Depth Analysis was added to this report.
FYI: After the updates to item #3 above were completed, the impacts to the post -development peak outflows
were minimal. The change in peak outflows for the 1-, 2- and 10-year design storms were +0.01 cfs, -0.15 cfs
and +0.50 cfs, accordingly. Minimum channel and flood protection requirements continue to be met.
SCS TR-55 Calculations
Soils Mapping (Source: NRCS Web Soil Survey Online Database)
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Soils Table (Source: NRCS Web Soil Survey Online Database)
Albemarle County, Virginia (VA003)
Map Unit
Symbol
Map Unit Name
percent of
AOL
13D
Catoctin silt
89.6%
loam, 15 to 25
percent slopes,
very stony
39D
Hazel loam, 15
8.0%
to 25 percent
slopes
59C
Myersville very
2.5%
stony silt loam,
7 to 15 percent
slopes
Totals for Area of
100.0%
Interest
The NRCS web soil survey defines this development's soils as predominantly having a hydrologic group type B.
Precipitation Data
(Source: NCAA's National Weather Service, Hydrometerorological Design Studies Center, Atlas 14
Point Precipitation Frequency Estimates)
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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)'
Avpage rsanaw:e Marva' (rears)
FFRIIJ
3.04
(2. 33A1)
3.69 4.71 5.57
(3.311.13) (a.22d27) (d.97b.22)
6.81 7.9d 9.15 10.5 12.5 14.2
(6.W-7.6n (6.998.82) (/.99-10.1) (9.05-11.fi) (10.6-13.8) (11.9-15.7)
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U.S. Department of Agriculture
Natural Resources Conservation Service
TR 55 Worksheet 3: Time of Concentration (TJ or Travel Time (TJ
Project: Mill Creek Industrial Park Designed By: FGM, PE
Location: Lot 11 on Stoney Ridge Rd. Checked By: SRC, PE
Check One: Present X Developed X
Check One: T, X Tt Through subarea n/a
Segment ID:
Sheet Flow: (Applicable to Tc only)
1 Surface description (Table 3-1)
2 Manning's roughness coeff., n (Table 3-1
3 Flow length, L (total L < 100) (ft)
4 Two-year 24-hour rainfall, Pz (in.)
5 Land slope, s (ft/ft)
6 Compute Tt = ]0.007(n*L)0e] / PZ .s s°a
Shallow Concentrated Flow:
7 Surface description (paved or unpaved)
8 Flow Length, L (ft)
9 Watercourse slope, s (ft/ft)
10 Average velocity, V (Figure 3-1) (ft/s)
11 T,= L/3600*V
Channel Flow:
12 Cross sectional flow area, a (ft)
13 Wetted perimeter, P. (ft)
14 Hydraulic radius, r = a/Pw (ft)
15 Channel Slope, s (ft/ft)
16 Manning's Roughness Coeff, n
17 V= [ 1.49r2/3s05 ] / n
18 Flow length, L (ft)
19 Tt= L / 3600*V
20 Watershed or subarea Tcor Tt
(Add Tt in steps 6, 11 and 19)
FL-ENG-21A
06/04
Date: 9/21/2020
Date: 9/21/2020
DA A
DA A
(Pre-Dev.)
(Post-Dev.)
Woods- Light
Woods- Light
Underbrush
Underbrush
0.4
0.4
100
100
3.68
3.68
0.280
0.280
0.12
0.12
Unpaved
Unpaved
250
105
0.120
0.276
5.6
8.5
0.01
0.00
0.13 1 0.12
U.S. Department of Agriculture
Natural Resources Conservation Service
Project:
Location:
Check One:
TR 55 Worksheet 4: Graphical Peak Discharge Method
Mill Creek Industrial Park
Lot 11 on Stoney Ridge Rd.
Present X Developed X
Designed By: FGM, PE Date: 12/4/2020
Checked By: SRC, PE Date: 12/4/2020
1. Data
Drainage Area
Description
Drainage Area
Description
Drainage Area
Description
DA A
(Pre-Dev.)
DA A
(Post-Dev.)
Drainage Area (Am) in milesz =
0.0021
0.0021
Runoff curve number CN=
64.1
73.8
Time of concentration (Tc)=
0.13
0.12
Rainfall distribution type=
II
II
Pond and swamp areas spread
throughout the watershed=
0
0
2. Frequency -years
1
2
10
1
2
30
3. Rainfall, P (24 hour)- inches
3.04
3.68
5.57
3.04
3.68
5.57
4. Initial Abstraction, la- inches
1.12
1.12
1.12
0.71
0.71
0.71
5. Compute la/P
0.37
0.30
0.20
0.23
0.19
0.13
6. Unit peak discharge, Qu- csm/in
800
875
900
900
925
950
7. Runoff, Qfrom Worksheet 2- inches
0.49
0.80
1.97
0.92
1.35
2.81
8. Pond and Swamp adjustment factor, Fp
1
1
1
1
1
1
9. Peak Discharge, Qp- cfs
where Qp=Qu Am Q Fp
See SCS Unit
Hydrographs
See Dry Detention
Basin Routings
WATERSHED SUMMARY FOR ENERGY BALANCE CALCULATIONS
CN
ac. cfs cfs cfs
FDA A (Pre-Dev.) 64.1 1.37 0.98 1.61 4.26
DA A (Post-Dev.) 73.8 1.37 0.41 0.87 3.60
Channel and Flood Protection Computations
9 VAC 25-870-66
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
< 0.42 cfs
Section B.4 Limits of Analysis
0.98 cfs
(From Worksheet 4 Watershed Summary)
64.1
(From Worksheet 4 Watershed Summary)
5.61
(From SCS TR-55 eq. 2-4)
0.49 in.
(From SCS TR-55 eq. 2-3)
73.8
(From Worksheet 4 Watershed Summary)
3.55
(From SCS TR-55 eq. 2-4)
0.92 in.
(From SCS TR-55 eq. 2-3)
0.80
(Factor of Safety)
0.41 cfs
The channel protection analysis ends here since subsection B.3.a is met.
9 VAC 25-870-66
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.b.:
The point of discharge "releases a postdevelopment peak flow rate for the 10-year 24-hour
storm event that is less than the predevelopment peak flow rate from the 10-year 24-hour
storm event. Downstream stormwater conveyance systems do not require any additional
analysis to show compliance with flood protection criteria if this option is utilized."
Section C.3 Limits of Analysis
The flood protection analysis ends here since subsection C.2.b is met.
Pre -Development Inflow Hydrographs
(Pre-Dev. Subarea A)
Worksheet 5b (Modified for Clarity): Basic watershed Data
1-yr. 24-hr. SCS TR-55 Method Unit Hydrograph for the la/P & Tc Listed Below
Subarea Tc(hrs.) Tt(hr.) la/P Am*Q (mil -in)
DAA (Pre-Dev.) 0.13 0.13 0.37 0.0010
Hydrograph Time 1-yr Discharges
(hrs.)
(cfs)
0.0
0.00
11.0
0.00
11.3
0.00
11.6
0.00
11.9
0.16
12.0
0.60
12.1
0.98
12.2
0.55
12.3
0.23
12.4
0.18
12.5
0.16
12.6
0.13
12.7
0.11
12.8
0.10
13.0
0.09
13.2
0.08
13.4
0.07
13.6
0.07
13.8
0.06
14.0
0.06
14.3
0.05
14.6
0.05
15.0
0.04
15.5
0.04
16.0
0.04
16.5
0.03
17.0
0.03
17.5
0.03
18.0
0.03
19.0
0.03
20.0
0.02
22.0
0.02
26.0
0.00
1.20
1.00
0.80
0.60
0.40
0.20
0.00
-0.20
SCS TR-55 Pre -Development Unit
Hydrograph (DA A)
30.0
Worksheet 5b (Modified for Clarity): Basic watershed Data
2-yr. 24-hr. SCS TR-55 Method Unit Hydrograph for the la/P & Tc Listed Below
Subarea Tc (hrs.) Tt (hr.) la / P Am*Q (mi'-in)
DAA (Pre-Dev.) 0.13 0.13 0.30 0.0017
Hydrograph Time 2-yr Discharges
(hrs.)
(cfs)
0.0
0.00
11.0
0.00
11.3
0.00
11.6
0.00
11.9
0.26
12.0
0.98
12.1
2.61
12.2
0.90
12.3
0.37
12.4
0.30
12.5
0.26
12.6
0.22
12.7
0.18
12.8
0.17
13.0
0.15
13.2
0.13
13.4
0.12
13.6
0.11
13.8
0.10
14.0
0.09
14.3
0.08
14.6
0.08
15.0
0.07
15.5
0.07
16.0
0.06
16.5
0.05
17.0
0.05
17.5
0.05
18.0
0.05
19.0
0.04
20.0
0.03
22.0
0.03
26.0
0.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0.00
SCS TR-55 Pre -Development Unit
Hydrograph (DA A)
0.0 5.0 10.0 15.0 20.0 25.0
30.0
Worksheet 51b (Modified for Clarity): Basic watershed Data
10-yr. 24-hr. SCS TR-55 Method Unit Hydrograph for the la/P & Tc Listed Below
Subarea Tc(hrs.) Tt(hr.) la/P Am*Q (mi2-in)
DAA (Pre-Dev.) 0.13 0.13 0.20 0.0042
Hydrograph Time 10-yr Discharges
(hrs.)
(cfs)
0.0
0.00
11.0
0.00
11.3
0.14
11.6
0.22
11.9
1.41
12.0
2.73
12.1
4.26
12.2
2.63
12.3
0.91
12.4
0.62
12.5
0.52
12.6
0.44
12.7
0.36
12.8
0.32
13.0
0.28
13.2
0.24
13.4
0.21
13.6
0.19
13.8
0.18
14.0
0.16
14.3
0.14
14.6
0.13
15.0
0.12
15.5
0.11
16.0
0.10
16.5
0.09
17.0
0.08
17.5
0.08
18.0
0.08
19.0
0.06
20.0
0.05
22.0
0.05
26.0
0.00
4.50
4.00
3.50
3.00
2.50
2.00
1.50
1.00
0.50
0.00
0
SCS TR-55 Pre -Development Unit
Hydrograph (DA A)
Post -Development Routing Calculations
(Post-Dev. Subarea A)
Mill Creek Lot 11- Dry Basin Routings
BasinFlow printout
INPUT:
Basin: Mill Creek Lot 11- Dry Detention Basin Routings
7 Contour Areas
Elevation(ft)
Area(sf)
Computed Vol.(cy)
451.00
45.00
0.0
452.00
528.00
9.0
453.00
1501.00
45.0
454.00
2886.00
124.9
454.50
4014.00
188.5
455.00
2234.00
245.5
455.67
2725.00
307.0
Start—Elevation(ft)
6 Outlet Structures
Outlet structure 0
Orifice
451.00 Vol.(cy) 0.00
name: Structure 3- Barrel
area (sf)
3.142
diameter or depth (in)
24.000
width for rect. (in)
0.000
coefficient
0.500
invert (ft)
446.670
multiple
1
discharge out
of riser
Outlet structure 1
Orifice
name: Str. 4- Low Flow Orifice
area (sf)
0.039
diameter or depth (in)
2.688
width for rect. (in)
0.000
coefficient
0.500
invert (ft)
451.000
multiple
1
discharge into
riser
Page 1
Mill Creek Lot 11- Dry Basin Routings
Outlet structure 2
Orifice
name: Str. 8- Low Flow Orifice
area (sf) 0.039
diameter or depth (in) 2.688
width for rect. (in) 0.000
coefficient 0.500
invert (ft) 451.000
multiple 1
discharge into riser
Outlet structure 3
Weir
name: Structure 8- Riser Inlet
diameter (in) 48.000
side angle 0.000
coefficient 3.300
invert (ft) 452.800
multiple 1
discharge into riser
transition at (ft) 1.215
orifice coef. 0.500
orifice area (sf) 12.566
Outlet structure 4
Weir
name: Structure 4- Riser Inlet
diameter (in) 48.000
side angle 0.000
coefficient 3.300
invert (ft) 452.800
multiple 1
discharge into riser
transition at (ft) 1.215
orifice coef. 0.500
orifice area (sf) 12.566
Outlet structure 5
Weir
name: Basin A Emergency Spillway
length (ft) 15.000
side angle 75.960
coefficient 3.300
invert (ft) 453.800
multiple 1
discharge into riser
transition at (ft) 1.018
orifice coef. 0.500
orifice area (sf) 12.566
Page 2
Mill Creek Lot 11- Dry Basin Routings
4 Inflow Hydrographs
Hydrograph 0
SCS
name: 1-yr
24-hr SCS TR-55 Design Storm
Area (acres)
1.370
CN
73.800
Type 2
rainfall, P (in)
3.040
time of conc. (hrs)
0.1200
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
true
peak flow (cfs)
1.552
peak time (hrs)
11.922
volume (cy)
169.911
Hydrograph 1
SCS
name: 2-yr
24-hr SCS TR-55 Design Storm
Area (acres)
1.370
CN
73.800
Type 2
rainfall, P (in)
3.680
time of conc. (hrs)
0.1200
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
true
peak flow (cfs)
2.274
peak time (hrs)
11.922
volume (cy)
248.964
Hydrograph 2
SCS
name: 10-yr
24-hr SCS TR-55 Design Storm
Area (acres)
1.370
CN
73.800
Type 2
rainfall, P (in)
5.570
time of conc. (hrs)
0.1200
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
true
peak flow (cfs)
4.722
peak time (hrs)
11.922
volume (cy)
516.841
Page 3
Hydrograph 3
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)
OUTPUT:
Mill Creek Lot 11- Dry Basin Routings
100-yr 24-hr SCS TR-55 Design Storm
1.370
73.800
2
9.150
0.1200
0.0200
30.000
1.00
true
9.988
11.922
1093.324
Routing Method: storage -indication
Hydrograph 0
Routing Summary
of
Peaks: 1-yr 24-hr
SCS TR-55 Design Storm
inflow
(cfs)
1.549 at
11.92
(hrs)
discharge
(cfs)
0.407 at
12.00
(hrs)
water level
(ft)
452.773 at
12.02
(hrs)
storage
(cy)
33.536
Hydrograph 1
Routing Summary
of
Peaks: 2-yr 24-hr
SCS TR-55 Design Storm
inflow
(cfs)
2.270 at
11.92
(hrs)
discharge
(cfs)
0.868 at
11.96
(hrs)
water level
(ft)
452.831 at
11.96
(hrs)
storage
(cy)
36.255
Hydrograph 2
Routing Summary of Peaks: 10-yr 24-hr SCS TR-55 Design Storm
inflow
(cfs)
4.713
at
11.92
(hrs)
discharge
(cfs)
3.595
at
11.94
(hrs)
water level
(ft)
452.914
at
11.94
(hrs)
storage
(cy)
40.375
Hydrograph 3
Routing Summary
of
Peaks: 100-yr
24-hr
SCS TR-55 Design Storm
inflow
(cfs)
9.971
at
11.92
(hrs)
discharge
(cfs)
9.836
at
11.94
(hrs)
water level
(ft)
453.034
at
11.94
(hrs)
storage
(cy)
46.941
Wed Dec 02 13:43:16 EST 2020
Page 4
Structure EX-1's Peak Surface Ponding Depth Analysis
(Analysis was completed to confirm the 10-yr design storm will not pond at the entrance.)
Str. EX-1: surface Noodling Analysis
Time(hrs)
10-Year Surface Inflow(cfs)
Ponding Depth(ft)
0.00
0.00
448.85
0.15
0.06
448.86
0.30
0.13
448.87
0.45
0.19
448.89
0.60
0.26
448.90
0.75
0.32
448.91
0.90
0.39
448.92
1.05
0.45
448.93
1.20
0.52
448.94
1.35
0.58
448.9S
1.50
0.65
448.96
1.65
0.71
448.97
1.80
0.78
448.97
1.95
0."
448.98
2.10
0.91
448.99
2.25
0.97
449.00
2.40
1.04
449.00
2.55
1.10
449.01
2.70
1.17
449.02
2.85
1.23
449.02
3.00
1.30
449.03
3.15
1.36
449.04
3.30
1.43
449.04
3.45
1.49
449.05
3.60
1.56
449.06
3.75
1.62
449.06
3.90
1.69
449.07
4.05
1.75
449.07
4.20
1.81
449.08
4.35
1.88
449.09
4.50
1.94
449.09
4.65
2.00
449.10
4.80
2.07
449.10
4.95
2.13
449.11
5.00
2.16
449.11
5.25
2.06
449.11
5.40
1.99
449.10
5.55
1.93
449.10
5.70
1.86
449.09
5.85
1.80
449.09
6.00
1.73
449.08
6.15
1.67
449.07
6.30
1.60
449.07
6.45
1.54
449.06
6.60
1.47
449.06
6.75
1.41
449.05
6.90
1.34
449.04
7.05
1.28
449.04
7.20
1.21
449.03
7.35
1.1S
449.02
7.50
1.09
449.02
7.65
1.02
449.01
7.80
0.95
449.00
7.95
0.89
449.00
8.10
0.82
448.99
8.25
0.76
448.98
8.40
0.69
448.97
8.55
0.63
448.97
8.70
0.56
448.96
8.85
0.50
448.95
9.00
0.43
448.94
9.15
0.37
448.93
9.30
0.30
448.92
9.45
0.24
448.91
9.60
0.17
448.90
9.75
0.11
448.89
9.90
a."
448.88
10.05
0.00
448.86
10.20
0.00
448.86
10.35
0.00
448.85
10.50
1 0.00
1 448.85
Str. EX-1 Surface Pending Depths (10-yr Design Storm)
609.15 1
"Hao
0.00
<-
Area= 0.54 ac.
Cw=0.6
Tc = 5 min.
I so= 6.7 in/hr
2.00 4.00 600 am 10.00 12r)
Notes:
The peak backwater elevation of 449.11' (0.26') in this analysis does not
encroach into the proposed entrance (low, point elevation of=453.00'i. This
analysis is based on the elevations and areas located at existing Str. EX-1.
An additional analysis, shown in the following sheet, has been provided
confirming this analysis' accuracy. This second analysis is based an VWT
Drainage Manual's Chapter 9, Appendix 9C-12.
The two analyses are within 1" of each other.
Chapter 9 — Storm Drains
Appendix 9C-12 Grate Inlet Capacity in
Sump Conditions
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Grate inlet Capacity in Sump Condtions - English Units
Note: See nomographs qc-13 thru 9c-16 for VDOT St'd. grate inlets Lz V
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Source: HEC No. 22 FHWA
1 of 1 VDOT Drainage Manual
Water Quality Calculations Using the DEQ
Virginia Runoff Reduction Method for New Developments
(COMPLIANCE IS MET THROUGH THE BEST MANAGEMENT PRACTICE OF PURCHASING NUTRIENT CREDITS. THE
VRRM BOUNDARY IS DEFINED BY THE PROPOSED ESC LIMITS OF DISTURBANCE.)
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