HomeMy WebLinkAboutWORTHINGTON AVENUE RESIDENCES - PDP - PDP160023 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTPRELIMINARY DRAINAGE REPORT
Worthington Avenue Residences
Prepared for:
R4 Architects
226 Remington Street, Unit 3
Fort Collins, CO 80524
970-224-0630
Prepared by:
Interwest Consulting Group
1218 West Ash, Suite A
Windsor, Colorado 80550
(970) 460-8488
August 9, 2016
Job Number 1278-069-00
iii
TABLE OF CONTENTS
TABLE OF CONTENTS ............................................................................................................ iii
1. GENERAL LOCATION AND DESCRIPTION ................................................................ 1
1.1 Location ........................................................................................................................... 1
1.2 Description of Property ................................................................................................. 1
2. DRAINAGE BASINS AND SUB-BASINS .......................................................................... 2
2.1 Major Basin Description ................................................................................................ 2
2.2 Sub-Basin Description ................................................................................................... 2
3. DRAINAGE DESIGN CRITERIA ...................................................................................... 2
3.1 Regulations ...................................................................................................................... 2
3.2 Directly Connected Impervious Area (DCIA) Discussion .......................................... 2
3.3 Development Criteria Reference and Constraints ...................................................... 3
3.4 Hydrologic Criteria ........................................................................................................ 4
3.5 Hydraulic Criteria .......................................................................................................... 4
3.6 Floodplain Regulations Compliance ............................................................................. 4
3.7 Modifications of Criteria ............................................................................................... 4
4. DRAINAGE FACILITY DESIGN ....................................................................................... 5
4.1 General Concept ............................................................................................................. 5
4.2 Specific Flow Routing .................................................................................................... 5
4.3 Drainage Summary ........................................................................................................ 6
5. CONCLUSIONS .................................................................................................................... 6
5.1 Compliance with Standards .......................................................................................... 6
5.2 Drainage Concept ........................................................................................................... 6
6. EROSION CONTROL ......................................................................................................... 7
7. REFERENCES ...................................................................................................................... 8
APPENDIX A VICINITY MAP AND DRAINAGE AND EROSION CONTROL
PLAN
APPENDIX B HYDROLOGIC COMPUTATIONS
APPENDIX C HYDRAULIC COMPUTATIONS (PROVIDED DURING FINAL)
APPENDIX D WATER QUALITY AND LID CALCULATIONS
APPENDIX E DETENTION POND CALCULATIONS
APPENDIX F SOILS INFORMATION, FEMA FIRMETTE, FIGURES & TABLES
1
1. GENERAL LOCATION AND DESCRIPTION
1.1 Location
The proposed project is located northeast of the intersection of Centre Avenue and
Worthington Circle in Fort Collins, Colorado. More specifically it is in the SW 1/4 of
Section 23, Township 7 North, Range 69 West of the 6th P.M., City of Fort Collins,
County of Larimer, State of Colorado. Please refer to the vicinity map in Appendix A.
Larimer Canal No. 2 bounds the site on the north and the New Mercer Ditch on the south
and west. CSURF property is located to the east of the site.
1.2 Description of Property
The property is approximately 8.2 acres in size and will consist of 17 single family paired
homes. The site will be served by a private drive which accounts for the majority of the
proposed pavement area.
The land currently slopes to the northeast at about 0.6%. The majority of the land is
currently vacant. The majority of the ground cover is native grasses. There are no offsite
flows onto the property.
The existing soil type on-site consists of Altvan-Satanta loams (21%) and Nunn clay loam
(79%) which are classified as Type B and C, respectively, by the Natural Resources
Conservation Service. Soil information is located in Appendix G.
The property is not located within a City of Fort Collins Floodplain or FEMA 100-year
floodplain (FEMA FIRM Panel 08069C0987G, effective May 2, 2012).
2
2. DRAINAGE BASINS AND SUB-BASINS
2.1 Major Basin Description
The proposed development lies within the Spring Creek Master Drainage Basin.
2.2 Sub-basin Description
The existing site drains to the northeast and discharges directly into Larimer Canal No. 2.
3. DRAINAGE DESIGN CRITERIA
3.1 Regulations
This report was prepared to meet or exceed the “City of Fort Collins Storm Drainage
Design Criteria Manual” specifications. Where applicable, the criteria established in the
“Urban Storm Drainage Criteria Manual” (UDFCD), developed by the Denver Regional
Council of Governments, has been used.
3.2 Directly Connected Impervious Area (DCIA) Discussion
Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process
for receiving water protection that focuses on reducing runoff volumes, treating the water
quality capture volume (WQCV), stabilizing drainageways and implementing long-term
source controls. The Four Step Process applies to the management of smaller, frequently
occurring events.
Step 1: Employ Runoff Reduction Practices
To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement
Low Impact Development (LID) strategies, including Minimizing Directly Connected
Impervious Areas (MDCIA).
Runoff for the majority of the site will be routed through rain gardens and grass swales
before entering a detention pond thereby reducing runoff from impervious surfaces over
permeable areas to slow runoff and increase the time of concentration and promote
infiltration.
3
Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow
Release
The rain gardens and grass swales help reduce total runoff by allowing the water to
infiltrate. The detention pond located to the east of the project is designed to allow
sediments to settle while incorporating a slow release.
Step 3: Stabilize Drainageways
Natural Drainageways are subject to bed and bank erosion due to increases in frequency,
duration, rate and volume of runoff during and following development. Because the site
will drain to a proposed detention pond and release into an existing storm system in
Centre Avenue, bank stabilization is unnecessary with this project.
Step 4: Implement Site Specific and Other Source Control BMPs
Proactively controlling pollutants at their source by preventing pollution rather than
removing contaminants once they have entered the stormwater system or receiving waters
is important when protecting storm systems and receiving waters. This can be
accomplished through site specific needs such as construction site runoff control, post-
construction runoff control and pollution prevention / good housekeeping. It will be the
responsibility of the contractor to develop a procedural best management practice for the
site.
3.3 Development Criteria Reference and Constraints
The runoff from this site has been routed to conform to the requirements of the City
Stormwater Department. Water quality facilities are required for the new construction
proposed on the site. Water quality will be met through the use of rain gardens and grass
swales.
Fifty percent of the site runoff is required to be treated using the standard water quality
treatment as described in the Fort Collins Stormwater Manual, Volume 3 Best
Management Practices (BMPs) and runoff reduction practices (LID techniques) are also
required. No less than seventy five percent (75%) of any newly developed or redeveloped
area, and any modification on a previously developed area for which a construction
permit is required under City codes and regulations, must be treated using one or a
combination of LID techniques. The project adds 284,407 sf of newly developed area.
4
Using the rain garden and grass swale LID techniques, 239,540 sf of newly developed
area (84%) will be treated which exceeds the 50% water quality treatment and the 75%
LID treatment requirements.
Please refer to Appendix D for LID calculations and.
3.4 Hydrologic Criteria
The City of Fort Collins Rainfall Intensity-Duration–Frequency Curves (Figure RA-16 of
the City of Fort Collins Storm Drainage Design Criteria Manual) is used for all
hydrologic computations associated with this project. Runoff computations were
prepared for the 2-year and 10-year minor and 100-year major storm frequency utilizing
the rational method. All hydrologic calculations associated with the basins are included
in Appendix B of this report. Please refer to Appendix A for the Drainage and Erosion
Control Plan depicting drainage basins and design points.
Water quality volume was calculated using the method recommended in the “Urban
Storm Drainage Criteria Manual”. Water quality capture volume calculations are located
in Appendix D.
3.5 Hydraulic Criteria
All hydraulic calculations will be presented in the final drainage report and prepared in
accordance with the City of Fort Collins Drainage Criteria. All calculations will be
included in Appendix C of this report and will be presented in the final drainage report.
3.6 Floodplain Regulations Compliance
The site is not within a City of Fort Collins floodway or a FEMA special flood hazard
area (Panel 08069C0987G). Therefore, a completed “City of Fort Collins Floodplain
Review Checklist for 50% Submittals” has not been included with this report.
3.7 Modifications of Criteria
There are no modifications to criteria for this project at this time.
5
4. DRAINAGE FACILITY DESIGN
4.1 General Concept
The majority of the proposed development will be collected and conveyed to the
proposed detention pond on the eastern most portion of the site . The pond outfall will
discharge to a 15-inch storm pipe and into the existing storm sewer in Centre Avenue
located east of the site. This system discharges into Spring Creek. An emergency
overflow spillway will be constructed and will be designed to pass the 100-year flow.
The driveway is located over the New Mercer Ditch where a box culvert will be installed
to maintain flow for the ditch. The roadside ditch adjacent to Worthington Circle along
the ditch will pass through the proposed culvert under the driveway. The box culvert is
sized to match the downstream culvert at Centre.
4.2 Specific Flow Routing
A summary of the drainage patterns within each basin is provided in the following
paragraphs.
Basin A includes the middle portion of the site. Runoff from this basin will sheet to rain
garden A located at design point A. The rain garden will discharge to storm system A
that will convey flow to the detention pond located to the east.
Basins B-E includes the portion of the site adjacent to the drive aisle. These basins sheet
flow to the drive aisle where flow will be conveyed to rain garden B. This rain garden
will also discharge to storm system A that will convey flow to the detention pond located
to the east. These basins account for all of the new pavements proposed.
Basins F and G are adjacent to the outer boundary of the site. These two basins sheet to
the grass swales located at the back side of the duplexes and roof area only. The grass
swales contain underdrains that direct flow to the detention pond located to the east. The
swales will have French drain materials to filter the water.
6
Basin H is located to the east and includes the detention pond. Runoff from this basin
will sheet to the pond. The pond outfall will discharge to a 15-inch storm pipe and into
the existing storm sewer in Centre Avenue located east of the site. This system
discharges into Spring Creek.
84% of the sites runoff will be treated for water quality in the rain gardens and grass
swales. Onsite detention is provided for the runoff volume difference between the 100-
year developed inflow rate and the 2-year historic release rate. For the Spring Creek
Basin, the historic release rate is 0.2 cfs/acre. Water will be released through an orifice
plate storm system to the existing storm system in Centre Ave and eventually into Spring
Creek. Please refer to Appendix D for water quality capture and detention volume
calculations and pond volume table.
4.3 Drainage Summary
Drainage facilities located outside of the right of way (including, detention pond, rain
gardens, grass swales, proposed storm drain system, and the pond outlet system) will be
maintained by the property owners.
5. CONCLUSIONS
5.1 Compliance with Standards
All computations that have been completed within this report are in compliance with the
City of Fort Collins Erosion Control Reference Manual for Construction Sites and the
Storm Drainage Design Criteria Manual.
5.2 Drainage Concept
The proposed drainage concepts presented in this report and on the construction plans
adequately provide for stormwater quantity and quality treatment of proposed impervious
areas. Conveyance elements will be designed during the final report to pass required
flows and to minimize future maintenance.
The design minimizes impacts to other utilities and properties and maintains the existing
drainage flow paths as much as possible. The design will effectively control damage
7
from storm runoff originating from the site. The recommended BMPs are sufficient to
reduce runoff peaks, volumes and pollutant loads from the impervious areas of the site.
If, at the time of construction, groundwater is encountered, a Colorado Department of
Health Construction Dewatering Permit will be required.
6. EROSION CONTROL
Erosion and sedimentation will be controlled on-site by use of inlet protection, sediment
control logs in swales, sediment basin in the pond, seeding and mulch. The measures will
be designed to limit the overall sediment yield increase due to construction as required by
the City of Fort Collins. During over-lot and final grading the soil will be roughened and
furrowed perpendicular to the prevailing winds.
During the performance of the work required by these specifications or any operations
appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the
contractor shall furnish all labor, equipment, materials, and means required. The
Contractor shall carry out proper efficient measures wherever and as necessary to reduce
dust nuisance, and to prevent dust nuisance that has originated from his operations from
damaging crops, orchards, cultivated fields, and dwellings, or causing naissance to
persons. The Contractor will be held liable for any damage resulting from dust
originating from his operations under these specifications on right-of-way or elsewhere.
Wherever construction vehicles access routes or intersect paved public roads, previsions
must be made to minimize the transport of sediment by runoff or vehicles tracking onto
the paved surface. The contractor will be responsible for clearing mud tracked onto city
streets on a daily basis.
All temporary and permanent erosion and sediment control practices must be maintained
and repaired as needed to assure continued performance of their intended function.
The disturbed area is greater than 1 acre and will require a State of Colorado Discharge
Permit.
An Erosion Control Report will be prepared during final design.
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7. REFERENCES
1. City of Fort Collins, “Storm Drainage Criteria Manual”, (SDCM), dated March,
1986.
2. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria
Manual”, Volumes 1 and 2, dated June 2001, and Volume 3 dated September
1999.
A
APPENDIX A
VICINITY MAP
AND
DRAINAGE AND EROSION CONTROL PLAN,
B
APPENDIX B
HYDROLOGIC COMPUTATIONS
SUMMARY
DRAINAGE SUMMARY TABLE
Design Tributary Area C (10) C (100) tc (10) tc (100) Q(10)tot Q(100)tot
Sub-basin REMARKS
Point (ac) (min) (min) (cfs) (cfs)
a A 0.42 0.54 0.67 6.1 5.2 1.0 2.7
b B 0.70 0.63 0.78 11.2 9.3 1.6 4.4
c C 0.64 0.70 0.88 9.0 7.5 1.8 4.8
d D 0.59 0.64 0.80 9.8 7.9 1.4 4.0
e E 0.68 0.72 0.90 9.8 8.6 1.9 5.1
f F 1.58 0.53 0.66 15.6 15.6 2.6 6.7
g G 0.89 0.53 0.66 13.5 13.5 1.6 4.0
h H 1.03 0.35 0.44 5.0 5.0 1.8 4.5
Page 7
Interwest Consulting Group
RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: Worthington Residences (CSURF)
PROJECT NO: 1278-069-00
COMPUTATIONS BY: es
DATE: 8/9/2016
Recommended Runoff Coefficients from Table RO-11 of City of Fort Collins Stormwater Code, Volume I
Recommended % Impervious from Table RO-3 Urban Storm Drainage Criteria Manual, Volume I
Type C Soils Runoff %
coefficient Impervious
C
Streets, parking lots (asphalt): 0.95 100
Sidewalks (concrete): 0.95 96
Roofs: 0.95 90
Gravel or Pavers: 0.50 40
Landscape Areas (Flat, heavy) : 0.20 0
Landscape Areas (Steep, heavy) : 0.35 0
SUBBASIN TOTAL TOTAL ROOF PAVED PAVERS SIDEWALK LANDSCAPE RUNOFF %
DESIGNATION AREA AREA AREA AREA AREA AREA AREA COEFF. Impervious REMARKS
(ac.) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (C)
A 0.42 18,167 7,396 0 0 808 9,963 0.54 41
B 0.70 30,445 4,647 10,242 0 2,465 13,091 0.63 55
C 0.64 27,809 0 9,610 0 9,069 9,130 0.70 66
D 0.59 25,827 4,399 8,181 0 2,473 10,774 0.64 56
E 0.68 29,800 0 10,985 0 9,651 9,165 0.72 68
F 1.58 68,737 28,781 0 0 1,620 38,337 0.53 40
G 0.89 38,664 16,147 0 0 633 21,885 0.53 39
H 1.03 44,957 8,325 0 0 568 36,065 0.35 18
A-G 5.50 239,450 61,370 39,018 0 26,719 112,344 0.60 50 Developed Area Treated by LID
TOTAL 6.53 284,407 69,695 39,018 0 27,287 148,408 0.56 45
Equations
- Calculated C coefficients & % Impervious are area weighted
C = Σ (Ci Ai) / At
Ci = runoff coefficient for specific area, Ai
Ai = areas of surface with runoff coefficient of Ci
n = number of different surfaces to consider
At = total area over which C is applicable; the sum of all Ai's
7-9-16 Prelim FC Flow-CSURF.xls
Interwest Consulting Group
STANDARD FORM SF-2
TIME OF CONCENTRATION - 2 and 10 YR
LOCATION: Worthington Residences (CSURF)
PROJECT NO: 1278-069-00
COMPUTATIONS BY: es
DATE: 8/9/2016
2 and 10-yr storm Cf = 1.00 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I
SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS
DATA TIME (ti) (tt) (URBANIZED BASIN) tc
DESIGN SUBBASIN(s) Area C Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10
PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min)
(1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14)
a A 0.42 0.54 20 2.0 3.7 200 0.5 0.016 1.4 2.3 6.1 220 11.2 6.1
b B 0.70 0.63 65 2.0 5.7 470 0.5 0.016 1.4 5.5 11.2 535 13.0 11.2
c C 0.64 0.70 30 2.0 3.2 490 0.5 0.016 1.4 5.7 9.0 520 12.9 9.0
d D 0.59 0.64 60 2.0 5.3 380 0.5 0.016 1.4 4.5 9.8 440 12.4 9.8
e E 0.68 0.72 20 2.0 2.5 620 0.5 0.016 1.4 7.3 9.8 640 13.6 9.8
f F 1.58 0.53 100 2.0 8.4 900 0.5 0.03 0.8 19.8 28.2 1000 15.6 15.6
g G 0.89 0.53 100 2.0 8.5 530 0.5 0.03 0.8 11.7 20.2 630 13.5 13.5
h H 1.03 0.35 10 25.0 1.5 310 2.0 0.03 1.5 3.4 4.9 320 11.8 5.0
EQUATIONS:
tc = ti + tt
ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3
tt = L/Vel.
Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final tc = minimum of ti + tt and urbanized basin check
min. tc = 5 min. due to limits of IDF curves
7-9-16 Prelim FC Flow-CSURF.xls
Interwest Consulting Group
STANDARD FORM SF-2
TIME OF CONCENTRATION - 100 YR
LOCATION: Worthington Residences (CSURF)
PROJECT NO: 1278-069-00
COMPUTATIONS BY: es
DATE: 8/9/2016
100-yr storm Cf = 1.25 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I
SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS
DATA TIME (ti) (tt) (URBANIZED BASIN) tc
DESIGN SUBBASIN(s) Area C C*Cf Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10
PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min)
(1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14)
a A 0.42 0.54 0.67 20 2.0 2.8 200 0.5 0.016 1.4 2.3 5.2 220 11.2 5.2
b B 0.70 0.63 0.78 65 2.0 3.8 470 0.5 0.016 1.4 5.5 9.3 535 13.0 9.3
c C 0.64 0.70 0.88 30 2.0 1.8 490 0.5 0.016 1.4 5.7 7.5 520 12.9 7.5
d D 0.59 0.64 0.80 60 2.0 3.5 380 0.5 0.016 1.4 4.5 7.9 440 12.4 7.9
e E 0.68 0.72 0.90 20 2.0 1.3 620 0.5 0.016 1.4 7.3 8.6 640 13.6 8.6
f F 1.58 0.53 0.66 100 2.0 6.5 900 0.5 0.03 0.8 19.8 26.3 1000 15.6 15.6
g G 0.89 0.53 0.66 100 2.0 6.6 530 0.5 0.03 0.8 11.7 18.2 630 13.5 13.5
h H 1.03 0.35 0.44 10 25.0 1.3 310 2.0 0.03 1.5 3.4 4.8 320 11.8 5.0
EQUATIONS:
tc = ti + tt
ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3
tt = L/Vel.
Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final tc = minimum of ti + tt and urbanized basin check
min. tc = 5 min. due to limits of IDF curves
7-9-16 Prelim FC Flow-CSURF.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 2-Yr Storm)
LOCATION: Worthington Residences (CSURF)
PROJECT NO: 1278-069-00
COMPUTATIONS BY: es
DATE: 8/9/2016
2 yr storm, Cf = 1.00
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Design Tributary A C Cf tc i Q (2) from Q (2) Q(2)tot
Sub-basin Design
Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)
a A 0.42 0.54 6.1 2.65 0.6 0.6
b B 0.70 0.63 11.2 2.13 0.9 0.9
c C 0.64 0.70 9.0 2.32 1.0 1.0
d D 0.59 0.64 9.8 2.25 0.8 0.8
e E 0.68 0.72 9.8 2.24 1.1 1.1
f F 1.58 0.53 15.6 1.83 1.5 1.5
g G 0.89 0.53 13.5 1.96 0.9 0.9
h H 1.03 0.35 5.0 2.85 1.0 1.0
Q = Cf C iA
Q = peak discharge (cfs)
C = runoff coefficient
Cf = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
A = drainage area (acres) i = 24.221 / (10+ tc)0.7968
7-9-16 Prelim FC Flow-CSURF.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 10-Yr Storm)
LOCATION: Worthington Residences (CSURF)
PROJECT NO: 1278-069-00
COMPUTATIONS BY: es
DATE: 8/9/2016
10 yr storm, Cf = 1.00
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Design Tributary A C Cf tc i Q (10) from Q (10) Q(10)tot
Sub-basin Design
Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)
a A 0.42 0.54 6.1 4.53 1.0 1.0
b B 0.70 0.63 11.2 3.63 1.6 1.6
c C 0.64 0.70 9.0 3.97 1.8 1.8
d D 0.59 0.64 9.8 3.84 1.4 1.4
e E 0.68 0.72 9.8 3.83 1.9 1.9
f F 1.58 0.53 15.6 3.13 2.6 2.6
g G 0.89 0.53 13.5 3.34 1.6 1.6
h H 1.03 0.35 5.0 4.87 1.8 1.8
Q = Cf C iA
Q = peak discharge (cfs)
C = runoff coefficient
Cf = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
A = drainage area (acres) i = 41.44 / (10+ tc)0.7974
7-9-16 Prelim FC Flow-CSURF.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 100-Yr Storm)
LOCATION: Worthington Residences (CSURF)
PROJECT NO: 1278-069-00
COMPUTATIONS BY: es
DATE: 8/9/2016
100 yr storm, Cf = 1.25
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Des. Area A C Cf tc i Q (100) from Q (100) Q(100)tot
Design
Point Design. (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)
a A 0.42 0.67 5.2 9.68 2.7 2.7
b B 0.70 0.78 9.3 7.99 4.4 4.4
c C 0.64 0.88 7.5 8.62 4.8 4.8
d D 0.59 0.80 7.9 8.47 4.0 4.0
e E 0.68 0.90 8.6 8.23 5.1 5.1
f F 1.58 0.66 15.6 6.39 6.7 6.7
g G 0.89 0.66 13.5 6.83 4.0 4.0
h H 1.03 0.44 5.0 9.95 4.5 4.5
36.2
Q = C iA
Q = peak discharge (cfs)
C = runoff coefficient
i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99)
A = drainage area (acres) i = 84.682 / (10+ tc)
0.7975
7-9-16 Prelim FC Flow-CSURF.xls
C
APPENDIX C
HYDRAULIC CALCULATIONS
(PROVIDED DURING FINAL)
D
APPENDIX D
WATER QUALITY
AND
LID CALCULATIONS
New Developed Area 284,407 SF
Required Minimum Developed Area to be Treated 213,305 SF
Rain Garden A
Area to Rain Garden A (Basin A) 18,167 SF
Rain Garden B
Area to Rain Garden B (BASINS B-E) 113,882 SF
Swale F
Area to Swale F (BASIN F) 68,737 SF
Swale G
Area to Swale G (BASIN G) 38,664 SF
Total Impervious Area Treated 239,450 SF
Actual % of Newly Developed Area Treated by LID 84 %
75% On-Site Treatment by LID Requirement
LID Table
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 41.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.410
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.15 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 18,167 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 221 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 0.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 147 sq ft
D) Actual Flat Surface Area AActual = 240 sq ft
E) Area at Design Depth (Top Surface Area) ATop = 240 sq ft
F) Rain Garden Total Volume VT= 240 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y = 3.4 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 = 221 cu ft
iii) Orifice Diameter, 3/8" Minimum DO = 0.31 in MINIMUM DIAMETER = 3/8"
Design Procedure Form: Rain Garden (RG)
ES
INTERWEST
August 3, 2016
Worthington Residences (CSURF)
RAIN GARDEN A (Center of Site)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
8-3-16 RG A (center).xlsm, RG 8/8/2016, 2:50 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 61.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.610
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.19 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 113,881 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 1,819 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 0.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 1212 sq ft
D) Actual Flat Surface Area AActual = 1895 sq ft
E) Area at Design Depth (Top Surface Area) ATop = 1895 sq ft
F) Rain Garden Total Volume VT= 1,895 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y = 3.4 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 = 1,819 cu ft
iii) Orifice Diameter, 3/8" Minimum DO = 0.88 in
Design Procedure Form: Rain Garden (RG)
ES
INTERWEST
August 3, 2016
Worthington Residences (CSURF)
RAIN GARDEN B-E (Drive Aisle Area)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
8-3-16 RG B (Drive Aisle area).xlsm, RG 8/8/2016, 2:56 PM
Sheet 1 of 1
Designer:
Company:
Date:
Project:
Location:
1. Design Discharge for 2-Year Return Period Q2
= 1.00 cfs
2. Hydraulic Residence Time
A) : Length of Grass Swale LS
= 530.0 ft
B) Calculated Residence Time (based on design velocity below) THR
= 13.1 minutes
3. Longitudinal Slope (vertical distance per unit horizontal)
A) Available Slope (based on site constraints) Savail
= 0.005 ft / ft
B) Design Slope SD
= 0.005 ft / ft
4. Swale Geometry
A) Channel Side Slopes (Z = 4 min., horiz. distance per unit vertical) Z = 4.00 ft / ft
B) Bottom Width of Swale (enter 0 for triangular section) WB
= 0.00 ft
5. Vegetation
A) Type of Planting (seed vs. sod, affects vegetal retardance factor)
6. Design Velocity (1 ft / s maximum) V2
= 0.67 ft / s
7. Design Flow Depth (1 foot maximum) D2
= 0.61 ft
A) Flow Area A2
= 1.5 sq ft
B) Top Width of Swale WT
= 4.9 ft
C) Froude Number (0.50 maximum) F = 0.21
D) Hydraulic Radius RH
= 0.30
E) Velocity-Hydraulic Radius Product for Vegetal Retardance VR = 0.20
F) Manning's n (based on SCS vegetal retardance curve E for seeded grass) n = 0.059
G) Cumulative Height of Grade Control Structures Required HD
= 0.00 ft
AN UNDERDRAIN IS
8. Underdrain REQUIRED IF THE
(Is an underdrain necessary?) DESIGN SLOPE < 2.0%
9. Soil Preparation
(Describe soil amendment)
10. Irrigation
Notes:
Design Procedure Form: Grass Swale (GS)
ES
Interwest Consulting Group
August 4, 2016
Worthington Residences (CSURF)
Swale G (south)
Choose One
Temporary Permanent
Choose One
Grass From Seed Grass From Sod
Choose One
YES NO
8-3-16 Swale G (south).xlsm, GS 8/4/2016, 2:01 PM
RAIN GARDEN SUMMARY
Project Name: WORTHINGTON AVENUE RESIDENCES
Project Number: 1278-069-00
Company: INTERWEST CONSULTING GROUP
Designer: ES
Date: 8/9/2016
BASIN
RAIN
GARDEN
RAIN
GARDEN
FLAT AREA
REQUIRED
(SAND AREA)
RAIN
GARDEN
TOTAL
VOLUME
REQUIRED
RAIN
GARDEN
FLAT AREA
PROVIDED
(SAND AREA)
RAIN
GARDEN
DEPTH
RAIN
GARDEN
VOLUME
PROVIDED
SF CF SF INCH CF
A A 147 221 240 12 240
B-E B 1212 1819 1895 12 1895
TOTAL 2040 2135
RAIN GARDEN SUMMARY
Sheet 1 of 1
Designer:
Company:
Date:
Project:
Location:
1. Design Discharge for 2-Year Return Period Q2
= 1.50 cfs
2. Hydraulic Residence Time
A) : Length of Grass Swale LS
= 895.0 ft
B) Calculated Residence Time (based on design velocity below) THR
= 14.8 minutes
3. Longitudinal Slope (vertical distance per unit horizontal)
A) Available Slope (based on site constraints) Savail
= 0.005 ft / ft
B) Design Slope SD
= 0.005 ft / ft
4. Swale Geometry
A) Channel Side Slopes (Z = 4 min., horiz. distance per unit vertical) Z = 4.00 ft / ft
B) Bottom Width of Swale (enter 0 for triangular section) WB
= 0.00 ft
5. Vegetation
A) Type of Planting (seed vs. sod, affects vegetal retardance factor)
6. Design Velocity (minimum of 1 ft /s, LS / 300) V2
= 1.01 ft / s TOO HIGH ( > 1 fps)
7. Design Flow Depth (1 foot maximum) D2
= 0.61 ft
A) Flow Area A2
= 1.5 sq ft
B) Top Width of Swale WT
= 4.9 ft
C) Froude Number (0.50 maximum) F = 0.32
D) Hydraulic Radius RH
= 0.30
E) Velocity-Hydraulic Radius Product for Vegetal Retardance VR = 0.30
F) Manning's n (based on SCS vegetal retardance curve E for seeded grass) n = 0.059
G) Cumulative Height of Grade Control Structures Required HD
= 0.00 ft
AN UNDERDRAIN IS
8. Underdrain REQUIRED IF THE
(Is an underdrain necessary?) DESIGN SLOPE < 2.0%
9. Soil Preparation
(Describe soil amendment)
10. Irrigation
Notes:
Design Procedure Form: Grass Swale (GS)
ES
Interwest Consulting Group
August 4, 2016
Worthington Residences (CSURF)
Swale F (north)
Choose One
Temporary Permanent
Choose One
Grass From Seed Grass From Sod
Choose One
YES NO
8-3-16 Swale F (north).xlsm, GS 8/4/2016, 2:01 PM
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
POND
Project Name: Worthington Residences (CSURF)
Project Number: 1278-069-00
Company: INTERWEST CONSULTING GROUP
Designer: ES
Date: 8/3/2016
1. Basin Storage Volume
A) Tributary Area's Imperviousness Ratio (i=Ia/100) Ia = 45 %
i = 0.45
B) Contributing Watershed Area (Area) A = 6.5 acres
C) Water Quality Capture Volume (WQCV) WQCV = 0.192949 watershed inches
(WQCV = 1.0 * (0.91 * i3 - 1.19 * i2 + 0.78i) )
D) Design Volume: Vol = WQCV/12 * Area * 1.2 Vol. = 0.125417 ac-ft
E
APPENDIX E
DETENTION POND CALCULATIONS
Interwest Consulting Group
DETENTION VOLUME CALCULATIONS
Rational Volumetric (FAA) Method
100-Year Event
LOCATION: Worthington Residences (CSURF)
PROJECT NO: 1278-069-00
COMPUTATIONS BY: es
DATE: 8/3/2016
Equations: Area trib. to pond = 6.5 acre
Developed flow = QD = CIA C (100) = 0.70
Vol. In = Vi = T C I A = T QD Developed C A = 4.6 acre
Vol. Out = Vo =K QPO T Release rate, QPO = 1.30 cfs
storage = S = Vi - Vo K = 1 (from fig 2.1)
Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall
Storm Rainfall QD Vol. In Vol. Out Storage Storage
Duration, T Intensity, I (cfs) Vi Vo S S
(min) (in/hr) (ft3) (ft3) (ft3) (ac-ft)
5 9.95 45.3 13582 390 13192 0.30
10 7.77 35.3 21202 780 20422 0.47
20 5.62 25.6 30689 1560 29129 0.67
30 4.47 20.3 36596 2340 34256 0.79
40 3.74 17.0 40840 3120 37720 0.87
50 3.23 14.7 44142 3900 40242 0.92
60 2.86 13.0 46842 4680 42162 0.97
70 2.57 11.7 49129 5460 43669 1.00
80 2.34 10.6 51113 6240 44873 1.03
90 2.15 9.8 52868 7020 45848 1.05
100 1.99 9.1 54443 7800 46643 1.07
110 1.86 8.5 55873 8580 47293 1.09
120 1.75 7.9 57183 9360 47823 1.10
130 1.65 7.5 58393 10140 48253 1.11
140 1.56 7.1 59518 10920 48598 1.12
150 1.48 6.7 60570 11700 48870 1.12
160 1.41 6.4 61559 12480 49079 1.13
170 1.35 6.1 62492 13260 49232 1.13
180 1.29 5.9 63375 14040 49335 1.13
190 1.24 5.6 64215 14820 49395 1.13
200 1.19 5.4 65015 15600 49415 1.13
210 1.15 5.2 65780 16380 49400 1.13
Required Storage Volume: 49415 ft3
1.13 acre-ft
8-9-16 Prelim Detention-CSURF.xls,FAA-100yr
Proposed Detention Pond - Stage/Storage
LOCATION: Worthington Residences (CSURF)
PROJECT NO: 1278-069-00
COMPUTATIONS BY: es
SUBMITTED BY: INTERWEST CONSULTING GROUP
DATE: 8/3/2016
V = 1/3 d ( A + B + sqrt(A*B))
where V = volume between contours, ft3
d = depth between contours, ft
A = surface area of contour
POND
Surface Incremental Total Detention
Stage Area Storage Storage Storage
(ft) (ft2) (ac-ft) (ac-ft) (ac-ft)
36.0 0 0.00
37.0 3819 0.03 0.03 0.03
38.0 13723 0.19 0.22 0.22
39.0 17908 0.36 0.58 0.58
40.0 21446 0.45 1.03 1.03
100-yr WSEL- 40.3 22301 0.15 1.18 1.18
Top of Berm - 41.3 25075 0.54 1.73 1.58
REQUIRED DETENTION VOL = 1.13 AC-FT
PROVIDED VOLUME = 1.18 AC-FT
8-9-16 Prelim Detention-CSURF.xls
POND
100-yr Event, Outlet Sizing
LOCATION: Worthington Residences (CSURF)
PROJECT NO: 1278-069-00
COMPUTATIONS BY: es
SUBMITTED BY: INTERWEST CONSULTING GROUP
DATE: 3/5/2016
Submerged Orifice Outlet:
release rate is described by the orifice equation,
Qo = CoAo sqrt( 2g(h-Eo))
where Qo = orifice outflow (cfs)
Co = orifice discharge coefficient
g = gravitational acceleration = 32.20 ft/s
Ao = effective area of the orifice (ft2)
Eo = greater of geometric center elevation of the orifice or d/s HGL (ft)
h = water surface elevation (ft)
Qo = 1.30 cfs (0.2 cfs/acre)
outlet pipe dia = D = 15.0 in
Invert elev. = 5036.00 ft (inv. "D" on outlet structure)
Eo = 5038.00 ft (downstream HGL for peak 100 yr flow - from FlowMaster)
h = 5040.30 ft - 100 yr WSEL
Co = 0.65
solve for effective area of orifice using the orifice equation
Ao = 0.164 ft2
= 23.7 in2
orifice dia. = d = 5.49 in
Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering )
d/ D = 0.37
kinematic viscosity, v = 1.22E-05 ft2/s
Reynolds no. = Red = 4Q/(πdv ) = 2.97E+05
Co = (K in figure) = 0.65 check
Use d = 5.5 in
A o = 0.165 ft 2 = 23.76 in 2
Qmax = 1.31 cfs
orifice - 100yr, 8-9-16 Prelim Detention-CSURF.xls
Detention Pond
Emergency Overflow Spillway Sizing
LOCATION: Worthington Residences (CSURF)
PROJECT NO: 1278-069-00
COMPUTATIONS BY: es
SUBMITTED BY: INTERWEST CONSULTING GROUP
DATE: 42585
Equation for flow over a broad crested weir
Q = CLH3/2
where C = weir coefficient = 2.6
H = overflow height
L = length of the weir
The pond has a spill elevation equal to the maximum water surface elevation in the pond
Design spillway with 0.5 ft flow depth, thus H = 0.5 ft
Size the spillway assuming that the pond outlet is completely clogged.
Pond
Q (100) = 36 cfs (peak flow into pond)
Spill elev = 5040.50 ft = 100-year WSEL
Min top of berm elev.= 5041.30
Weir length required:
L = 39 ft
Use L = 40 ft
v = 1.65 ft/s
spillway, 8-9-16 Prelim Detention-CSURF.xls
F
APPENDIX F
SOILS INFORMATION, FEMA FIRMETTE, FIGURES, TABLES
AND
EXCERPTS FROM REPORTS
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✂ ✒ ☞ ☞ ✄ ✝ ✝ ✑ ☎ ☛ ☛ ✎ ✖ ✕ ✖ ✕ ✆ ✚ ✏ ✏ ✌ ☞ ✝ ✏ ✛ ✏ ✝ ✞ ☛ ✎ ✏ ✎ ✟ ✎ ✑ ✌ ☞ ✠ ✑ ✝ ☛ ✞ ✕ ✕ ✝ ✝ ✌ ✌ ✡ ✗ ✞ ✗ ☛ ☛ ☛ ✌ ☞ ✗ ✌ ✟ ✘ ☛ ☞ ✠ ✞ ✌ ✝ ✖ ✍ ✒ ✟ ✘ ✏ ✟ ✕ ✎ ✝ ✕ ✍ ☛ ✑ ✝ ✞ ✞ ☛ ✒ ✞ ☛ ✖ ✎ ✎
✆ ✑ ✝ ✌ ✏ ✏ ✕ ✎ ✌ ✌ ✕ ✙ ☛ ✟ ✘ ✚ ☞ ✍ ☛ ✝ ✠ ✑ ☛ ✍ ✕ ✟ ✝ ✕ ✎ ✕ ✏ ☞ ✍ ✑ ✏ ✟ ☛ ✒ ✎ ✎ ✄ ✖ ✌ ✓ ✑ ✑ ✏ ✒ ✓ ✌ ✞ ✌ ✟ ✕ ✟ ✟ ✍ ✙ ✔ ☞ ☛ ✞ ✄ ✒ ✑ ☛ ✚ ✎ ✝ ✖ ✜ ✕ ✏ ✕ ✕ ✗ ✕ ☛ ☛ ☞ ✞ ✝ ✞ ☛ ✒ ☛ ✎ ✕ ✎ ✌ ✕
✝ ✏ ✕ ☞ ✕ ✞ ✕ ✏ ✝ ☛ ☞ ✓ ✎ ✝ ✌ ☛ ✑ ✌ ✕ ✗ ✄ ✕ ✝ ✏ ✟ ☞ ✑ ✑ ✏ ☛ ☛ ☛ ✖ ✎ ✑ ✌ ✘ ✝ ✒ ☛ ✎ ☞ ✑ ☛ ✏ ✌ ✕ ✗ ✖ ✏ ☛ ☛ ✕ ✖ ✝ ✘ ✞ ✞ ✏ ✎ ✝ ✖ ✘ ☛ ✜ ✝ ✑ ✟ ✏ ✑ ✧ ✄ ☛ ✎ ✖ ✍ ☛ ✓ ✍ ✢ ✟ ✒ ✎ ✣ ✑ ✖ ✌ ✤ ✄ ✑ ✥
✒ ✦ ☛ ✞ ✔ ✄ ✕ ✜ ✟ ✟ ☞ ✑ ✟ ☛ ☛ ✄ ✖ ✍ ✌ ☛ ✙ ✝ ✘ ✢ ✎ ☛ ✣ ✑ ✌ ✗ ✤ ✓ ☛ ✥ ✒ ✟ ✥ ☞ ✑ ✍ ✌ ✌ ✏ ✒ ✑ ✄ ✟ ✌ ☛ ✑ ✍
7DEOH52
5DWLRQDO0HWKRG0LQRU6WRUP5XQRII&✾ ✸ ❀ ✸ ✹ ✹ ✹ ✹ ★ ❁ ✺ ❀ ✿ ✩ ❅ ✹ ✪ ❆ ❂ ✫ ❃ ✬ ✹ ❇ ✭ ✮ ✹ ✯ ❀ ✭ ✰ ✱ ✰ ✲ ✳ ✬ ✩ ✴ ✰ ✬ ✵ ✰ ✱ ✭ ✱ ✶ RHIILFLHQWVIRU=✷ ✰ ✩ ✻ ✲ ✻ ✻ ✻ ✲ ✼ RQLQJ&❄ ✼ ✼ ✼ ✭
✽ ✽ ❈ ✫ ❄ ✭ ✩ ✱ ✯ ODVVLILFDWLRQV
❆ ❁ ❉ ❋ ✹ ✹ ❇ ● ❁ ❇ ✸ ❍ ✹ ❃ ✹ ✹ ❉ ✹ ❆ ■ ❇ ▼ ● ✹ ✹ ❅ ● ❆ ✸ ❆ ❏ ❅ ❅ ✹ ❇ ❇ ❇ ✹ ✹ ✹ ❇ ❇ ❁ ❅ ✹ ✸ ❇ ❅ ✹ ❇ ❀ ✹ ❆ ❅ ❆ ✹ ❇ ❅ ❇ ✹ ❑ ✻ ✻ ✻ ✻ ✼ ✼ ✼ ❈ ▲ ▲ ✼ ❊ ❄ ❄ ❄
❂ ❃ ❖ ❋ ▼ ◆ ❇ ✿ ● ✹ ❅ ✹ P ❑ ❇ ◗ ❇ ❍ ❘ ❙ ❏ ✻ ✻ ✻ ✻ ✼ ✼ ✼ ✼ ▲ ▲ ▲ ❚ ❄ ❄ ❄ ❄
✺ ❱ ◗ ❭ ❋ ❍ ❖ ❘ ❃ ❪ ■ ◗ ■ ❭ ❘ ◗ ❖ ❍ ❃ ❭ ❫ ❱ ❃ ❍ ❃ ❭ ❖ ❍ ● P ◗ ❍ ❪ P ● ❘ ❃ ✾ ❖ ❃ ❪ ❖ ❙ ❂ ✸ ❩ ❘ ■ ✹ ● ✹ ❯ ❬ ❇ ● ■ ❍ ✹ ❅ ❴ ❙ ❀ ❱ ❍ ❳ ❪ ❲ ❘ ■ P ❖ ❍ ❱ ❏ ❃ ● ❱ ❴ ● ❋ ❪ ❵ ❖ ❍ ● P ◗ ❍ ❪ P ●
❲ ❙ ■ ❘ ● ■ ◗ ■ ❴ ■ ◗ P ❱ ❛ ◗ P ❍ ❪ ✻ ✻ ❙ ✻ ■ ✼ ✼ ▲ ❨ ✼ ❨ ✺ ❄ ❄ ❱ ❋ ◗ ❱ ❴ P ❵ ■ ❇ ❍ P ❜ ❀ ❘ ❃ ❖ ✾ ● ■ ❇ ❱ ❖ ■ ❅ ❘ ● ❘ ❝ ■ ❃ ❖ ■ ❖ ✼
7DEOH52
5DWLRQDO0HWKRG5XQRII&❑ P ◗ ■ ❛ ❇ ✐ ■ ✷ ❱ P ● ◗ ❞ ● ❲ ❘ ❃ ❅ ✴ ❯ ❵ ❪ ❲ ✬ ■ ❘ ◗ ✴ ❘ ❙ ■ ❙ ✫ ◗ P P ❤ ■ ✯ ✩ ❍ ❃ ✬ ❭ ✰ ✲ ❙ ❱ ❡ P ❢ ● ❅ ✬ ✲ ❖ ✴ ◗ ❍ ✫ ❯ RHIILFLHQWVIRU&✩ ■ ● ❏ ❣ ❢ ✱ ✰ ✲
✲ RPSRVLWH$✻ ✻ ✷ ✻ ✼ ✼ ▲ ▲ ✼ ✰ ❄ ❄ ❄ ✩ ✲ ✲ ✭ ✫ ✭ ✩ ✱ QDO\✯ VLV
❀ ❘ ❥ ✸ ✸ ✺ ❛ ❃ ❙ ❱ ■ ❯ ❘ ● ❪ ❱ ■ P ❅ ❜ ◗ ❴ ❦ ● ❘ ● ❪ ❘ ❨ ❭ ❙ ❃ ■ ❧ ■ ❖ ❖ ❜ ❨ ❘ P ● ● ❱ ❲ ❱ ❍ ❵ ❊ ❙ ❘ ❏ ❧ ❙ P ✻ ✻ ✻ ✻ ✼ ✼ ▲ ♠ ✼ ✼ ♠ ❚ ❄ ❄
❀ ❘ ❥ ❑ ✺ ❛ ❑ ❃ P ❙ P ❯ ❘ ■ ■ ● ■ ■ P ■ ❅ ❲ ❲ ◗ ❦ ❵ ❘ ■ ❨ ❭ ♥ ♥ ❘ ❧ ■ ❊ ❊ ❯ ❧ ❧ ❜ ❨ P ● ❱ ❱ ❍ ❊ ❙ ❏ ❧ ✻ ✻ ✻ ✻ ✼ ✼ ❨ ✽ ✼ ✼ ❨ ❨ ❄ ❄
✂ ♦ ☎ ♣ ✎ ☛ q r s t ✉ ✈ ✇ ① ② ③ ④ ✏ ✑ ✟ ✖ ✖ ☛ ✖ ✔ ✌ ✝ ✞ ☛ ✟ ✖ ✟ ✑ ✕ ✝ ✍ ✍ ✝ q ✑ ⑤
✁
✟ ✜ ✂ &✠ ✗ ✄ RPSRVLWH5XQRII&☎ ☎ ✟ ✆ ✒ ✝ ✒ ✓ ✓ ☎ ✞ ✔ ✔ ✟ ✕ ✕ ✠ ✓ ✓ ✡ ✠ ✠ ☛ ✆ ✆ ✎ ✎ ☞ ✟ ✟ ☛ ✄ ☎ ✄ ✡ ✡ ✠ ✝ ✆ ✝ ✝ ✓ ✓ ✠ ✌ ✌ ✌ ✌ ☎ RHIILFLHQW ✄ ✒ ✒ ✟ ✓ ✓ ✟ ✟ ✌ ✄ ✌ ✌ ✟ ✌ ✌ ✆ ✆ ✍ ✒
✒ ✡ ✆ ✆ ✟ ✟ ✟ ✝ ✝ ✝ ✎ ✎ ✎ ✏ ✔ ✆ ✑ ✠ ✡ ✒ ✓ ✠ ✓ ☛ ✎ ✔ ✎ ☛ ☎ ✕ ✆ ✟ ✝ ✓ ✒ ✟ ✠ ☎ ✖ ✟ ✏ ✖ ✒ ✡ ✡ ✠ ✓ ✏ ✆ ✌ ☎ ✝ ✎ ✏ ✞ ✟ ☎ ✖ ✝ ✎ ✗ ✖ ✌ ✟ ✓ ✎ ✄ ✌ ✗ ✓ ☎ ☎ ✏ ✎ ✝ ✏ ✓ ✗ ✑ ✢ ☎ ✞ ✠ ✆ ✆ ✝ ✛ ✔ ✞ ✟ ✡
✝ ✌ ✏ ✓ ✎ ✖ ✆ ✄ ✕ ✄ ✔ ☎ ✏ ✟ ✆ ✡ ✝ ✏ ✠ ☎ ☎ ✡ ✞ ✣ ✄ ✟ ✌ ☎ ✠ ✒ ✡ ✟ ☛ ✠ ☞ ☛ ✓ ☎ ✄ ✠ ✘ ✆ ✝ ✓ ✙ ✝ ✆ ✝ ✞ ✒ ✏ ☎ ✠ ✠ ✆ ✌ ✆ ✒ ☎ ✎ ✆ ✓ ✝ ✠ ✙ ✚ ✝ ✠ ✡ ✒ ✗ ✒ ☎ ✠ ☞
✦ ✥ ( ✦ ✤ ✦ )
★ ∑ ★ ✧ ✧
✰ ✗ = ✟ ✄ ✟ = ✩ ✣ ✪ ✫ ✬ ✭ ☞ ✮ ✯
✵ ✱ ✝ ✱ ✳ ✳ ✲ ✲ ✲ ✲ ✸ ✱ ✬ ✵ ✡ ✓ ✡ ✄ ✔ ✔ ✟ ✝ ☎ ☛ ✓ ✕ ✟ ✌ ✓ ✓ ✌ ✄ ✌ ✠ ✱ ✆ ✓ ✴ ✎ ✌ ✟ ✓ ✡ ✟ ✖ ✄ ✬ ✌ ✌ ✆ ✌ ☎ ✌ ✡ ✆ ✌ ✒ ✝ ✒ ✟ ✟ ✓ ✆ ✄ ✟ ✟ ✌ ✢ ✝ ✌ ✝ ✎ ✆ ✎ ✱ ✎ ✌ ✗ ✠ ✓ ✓ ✡ ✟ ✄ ✬ ✄ ✌ ✌ ✴ ✡ ✌
☎ ✆ ✕ ✝ ✒ ✒ ✟ ✓ ✟ ✆ ✒ ✟ ✌ ✠ ✌ ✆ ✝ ✌ ✎ ✎ ✱ ✓ ✆ ✒ ✓ ☛ ✵ ✟ ✟ ✌ ✄ ✌ ✒ ✟ ✆ ✓ ☎ ✒ ✝ ✆ ✫ ✟ ✠ ✵ ✝ ✆ ✖ ✎ ✳ ✯ ✟ ✓ ✄ ✌ ✟ ✖ ✱ ✳ ✶ ☎ ✒ ✄ ✟ ✠ ✓ ✄ ✌ ✟ ✟ ✎ ✷
✫ ✺ ✯ ✵ ✵ ✹ ✝ ✲ ✟ ✢ ✜ ✓ ✻ ✎ ✼ ☎ ✽ ✏ ✾ ✵ ✿ ❀ ✄ ❁ ✟ ☎ ❂ ✓ ❃ ❄ ✛ ❅ ✟ ✄ ✆ ✠ ✢ ☎ ✗ ✖ ✆ ✖ ✒ ✟ ✗ ✖ ✱ ✶ ✎ ✆ ✓ ✠ ✄ ☎ ✟ ✕ ☎ ✕ ✖ ✏ ✆ ☎ ✒ ✠ ☎ ☛ ✌ ✓ ✏ ✟ ✏ ✏ ✶ ✓ ☎ ✢ ✒ ✄ ✠ ✟ ✣ ✠ ✓ ✄ ✌ ✟ ✟ ✎ ✷
✎ ✠ ✄ ✜ ✜QIUHTXHQW6WRUPV 5XQRII&✄ ✡ ✎ ☎ ✗ ✗ ✓ ✝ ✎ ✟ ✟ ✄ ✓ ✆ ✔ ✠ ✓ ✄ ✌ ✟ ✝ ✌ ✡ ✠ ✙ ✶ ✌ ✝ ✢ ✄ ✓ ✖ ✜ ✟ ✆ ✌ ✟ ✍ ✗ ✎ RHIILFLHQW$✌ ✕ ✗ ✡ ✆ ✒ ✄ ✠ ✟ ✟ ✗ ✓ ✝ ☎ ✠ ✆ ✟ ✒ ✖ ✞ ✠ ✌ ❊ ✑ ✆
✗ ✌ ✓ ✡ ✆ ✟ ☎ ✒ ✝ ✠ ✄ ✖ ✆ ✎ ✟ ✔ ❊ ✄ ✆ ✝ ✝ ✟ ✡ ✟ ✎ ✎ ✎ ✠ ✟ ✟ ✠ ✝ GMXVWPHQWIRU,✎ ✔ ✝ ✝ ✎ ✕ ✎ ✠ ✆ ✄ ✟ ✆ ✆ ✠ ✓ ✓ ✎ ✝ ✆ ☎ ✝ ✛ ✎ ✟ ✕ ✶ ✆ ✠ ✌ ✖ ✕ ✶ ☎ ✟ ✟ ✏ ✒ ☎ ✛ ✆ ✖ ✎ ✝ ✟ ☎ ✓ ✖ ✕ ✆ ✄ ☎ ✝
✓ ✠ ✖ ✎ ✓ ☞ ✎ ❊ ☎ ✎ ☎ ✡ ✄ ✄ ✎ ☛ ☎ ✟ ✠ ✗ ✏ ✎ ✝ ✟ ✟ ✔ ✌ ✠ ✓ ✠ ✒ ✕ ✟ ✡ ✓ ✬ ✆ ✝ ✝ ✄ ✔ ✭ ✎ ☎ ✖ ✎ ✓ ✕ ☞ ✆ ✆ ✓ ✌ ✓ ❆ ✝ ✝ ❇ ✠ ✎ ✜ ✗ ✆ ✎ ☎ ☎ ✟ ✟ ☎ ✝ ✝ ☛ ✄ ✄ ✖ ✖ ✡ ✏ ✡ ✟ ✝ ✬ ✝ ✓ ✬ ✓ ✓ ✎ ✭ ✗ ✌
✌ ✭ ✌ ✌ ✟ ☞ ❆ ☞ ✄ ✒ ✒ ❆ ❆ ✓ ✓ ✏ ❈ ✓ ✟ ✟ ☎ ✙ ✠ ✌ ✌ ✄ ✌ ✠ ✌ ✟ ✆ ✆ ✟ ✒ ✒ ☎ ✠ ✆ ✆ ✟ ✕ ✟ ✎ ✝ ✕ ✝ ✗ ✎ ✄ ✎ ☎ ✙ ✓ ✎ ✆ ✠ ✕ ✗ ✄ ✄ ☎ ✆ ✟ ☎ ✛ ✍ ✎ ✟ ✟ ✡ ✆ ☎ ✌ ✄ ✓ ✟ ✕ ✄ ✖ ✄ ✡ ✓ ✖ ✠ ✕ ✡ ✟ ✓ ✟ ✢ ✄
✎ ✎ ✓ ✆ ✆ ✓ ✎ ✗ ✎ ✝ ✗ ☎ ✎ ✟ ✗ ✏ ✏ ✟ ✏ ✑ ✟ ❈ ✠ ✠ ✠ ☞ ✔ ✟ ✑ ✝ ✟ ☎ ✆ ☎ ✏ ✝ ✏ ✄ ✟ ✞ ✄ ✠ ✎ ☎ ✟ ✓ ✔ ✌ ✄ ✌ ✔ ✓ ✟ ✡ ✒ ✟ ✎ ✝ ✛ ✎ ✓ ✟ ✓ ✝ ✝ ✌ ✎ ✠ ✙ ✆ ✎ ✝ ✓ ❉ ✌ ✄ ✆ ✓ ✔ ✏ ☞ ✄
7DEOH52
❋ 5DWLRQDO0HWKRG5XQRII&● ❍ ■ ❏ ❑ ▲ ● ❜ ▼ ❴ ❭ ❭ ❴ ■ ❴ ❝ ◆ ❪ ❪ ❪ ❪ ❫ ❫ ❫ ❫ ❖ ❴ ❴ ▲ ❭ ❜ ❵ ❵ ■ ❜ ❵ ❵ P ❍ ◗ ❘ ❙ ▲ ❚ ■ ❯ ❱ RHIILFLHQWVIRU&❲ ■ ▲ ❳ ▼ RPSRVLWH$▲ ◆ ❴ ❴ ❴ ❴ ❨ ❙ ❛ ❛ ❛ ❛ ❵
❴ ❭ ❭ ❲ ❵ ❵ ❵ ❜ ❚ ❨ ● ❍ QDO\■ ❩ ❬ VLV
1RWH❞ ❡ ❢ ❣ ❤ ✐ ❫ ❥ ❦ ❧ ❪ ❫ ♠ ♥ ❪ ♦ ♣ ❣ q ♥ r ❧ s t t ❫ ❪ ❣ ✉ ❧ ❣ ❣ ❥ ❪ ❢ ❣ ✈ s ✇ ❦ ❣ ❫ ♠ ❴ ① ♦ t ❪
❢ ❣ ❧ s q ❣ q ② ❢ ❣ ✐ ❣ ♦ ❪ ❥ ❫ ❣ q ③ s ✈ s ✇ ❦ ❣ ❫ ♠ ❴ ♣ ❦ q ❪ ④
✫ ✫ ⑦ ⑤ ✯ ✯ ✻ ✻ ✼ ✼ ✽ ✽ ✾ ✾ ✿ ✿ ❀ ❀ ❁ ❁ ⑥ ⑥ ❃ ❃ ❂ ❄ ✆ ✆ ✠ ✠ ✖ ✖ ✟ ✟ ✏ ✏ ✟ ✟ ✎ ✎ ✟ ✟ ✖ ✖ ✆ ✆ ✝ ✝ ✆ ✆ ✎ ✎ ✠ ✠ ✟ ✟ ✝ ✝ ✎ ✎ ✆ ✆ ✄ ✄ ✟ ✟ ✎ ✎ ✑ ✑ ✙ ✙ ❣ ❦ q ❣ ❥ ❛
✫ ✫ ⑧ ✮ ✯ ✯ ✻ ✵ ✼ ✽ ✝ ✾ ✟ ✿ ✢ ❀ ❁ ✻ ⑥ ✼ ❃ ✽ ⑥ ✾ ✿ ✆ ❀ ✠ ❁ ✖ ⑨ ✟ ❃ ✏ ⑥ ✟ ✎ ✟ ✆ ✠ ✖ ☎ ✆ ✖ ✝ ✖ ✆ ✟ ✎ ✠ ✖ ✶ ✟ ✎ ✝ ✓ ✎ ✆ ✄ ✄ ✟ ✟ ☎ ✎ ✑ ✖ ✙ ☎ ✠ ✌ ✓ ✏ ✏ ✓ ✢ ✠ ✣
✫ ✴ ✫ ✎ ✟ &✗ ☎ ☛ ✄ ✎ RPSXWHU0RGHOLQJ3UDFWLFHV ✟ ✯ ✠ ✓ ✯ ❸ ✄ ✕ ✔ ❉ ✬ ✗ ✓ ✢ ✟ ✑ ✄ ✌ ⑩ ✠ ☎ ✟ ✆ ✒ ✎ ✒ ✄ ☎ ✟ ✆ ☎ ✝ ✎ ✄ ✄ ✏ ✓ ✒ ✡ ⑩ ✒ ✡ ☎ ✎ ✗ ✔ ✗ ✏ ☎ ☎ ✟ ✝ ✠ ✄ ✎ ☎ ☎ ✴ ☎ ✒ ✞ ✰ ✝ ✒
✎ ✟ ✟ ✒ ☎ ✔ ⑩ ✄ ✟ ✝ ✆ ✠ ✟ ✠ ⑩ ✎ ✝ ✆ ✄ ✒ ✎ ✟ ✠ ❷ ✍ ☛ ⑩ ✡ ✓ ✟ ✠ ✆ ✓ ✌ ✟ ✄ ✖ ✄ ✆ ✎ ✠ ✝ ✗ ✟ ❸ ✞ ✟ ✏ ✌ ⑩ ✓ ✫ ✠ ✒ ✴ ✡ ✆ ☎ ✓ ✎ ✰ ✝ ✟ ✝ ✔ ✖ ✙ ✡ ⑩ ✕ ☎ ✏ ✡ ⑩ ✎ ✌ ✟ ✓ ✓ ✯ ✄ ✄ ✙ ✝ ✔ ☎ ❶ ✕ ✓ ✕ ☎
✖ ✄ ✠ ✎ ✟ ✓ ✗ ✆ ✏ ✝ ✕ ✟ ✆ ✝ ✄ ☎ ✆ ✞ ☎ ✝ ✶ ✎ ✖ ✟ ✎ ❹ ✗ ✒ ✔ ✝ ✟ ✓ ✛ ✓ ✝ ✖ ✆ ✖ ✛ ✄ ✟ ✟ ✓ ✟ ✠ ✏ ✝ ✑ ✆ ✆ ✝ ✞ ✔ ☎ ✞ ✝ ✝ ✟ ✒ ✝ ✔ ✠ ✟ ✎ ✎ ☎ ✟ ✓ ✟ ✏ ✎ ✄ ✏ ✗ ✔ ✟ ✓ ✔ ✖ ✗ ✟ ✓ ❺ ✑ ✝ ✏ ✄ ✓ ✖ ✎ ✓
✞ ✄ ✎ ✕ ✓ ✟ ✑ ☎ ✞ ✒ ✶ ✄ ✎ ✄ ☎ ✕ ✆ ☎ ✓ ✔ ✄ ✕ ☎ ✝ ✗ ✟ ✒ ✎ ✠ ✎ ✟ ✆ ✒ ✄ ✔ ✠ ✟ ✵ ✠ ✡ ✔ ✞ ✠ ☎ ✎ ✡ ✟ ✝ ✝ ✠ ✖ ☛ ✎ ✒ ✟ ✑ ✖ ☛ ✟ ✖ ✟ ✛ ✟ ✒ ✟ ✎ ✟ ✓ ✏ ✫ ✓ ✄ ✔ ❹ ✔ ✕ ❺ ✕ ✔ ✆ ✵ ✡ ✝ ✟ ✎ ✟ ✯ ✟ ✝ ✖ ✖
✎ ✙ ✡ ☛ ✠ ✜ ☎ ✢ ✆ ✠ ✗ ✝ ✟ ✟ ✟ ✞ ☛ ✖ ❷ ✠ ✎ ✆ ✓ ✗ ✎ ✠ ✝ ✟ ✟ ☞
✫ ✱ ✫ ✗ ✒ ✆ ✎ ✯ ✎ ✎ ✑ ✕ ✣ ✚ ✒ ❻ ✎ ❻ ✄ ✢ ✆ ✆ ✠ ✎ ✢ ✟ ✎ ✄ ✢ ✗ ✆ ☎ ✟ ✙ ✟ ☎ ✕ ✄ ✝ ✟ ☎ ✖ ✠ ✙ ✞ ✕ ✄ ✓ ✓ ✟ ✛ ✝ ✞ ❻ ✠ ✟ ✡ ✆ ✖ ✏ ☛ ☎ ✝ ✆ ✎ ✝ ✏ ✆ ✆ ✄ ✓ ✎ ✔ ✑ ✝ ✠ ✄ ✓ ✏ ✙ ❻ ✌ ✔ ✎ ✓ ✗ ✖ ✟ ✟ ✏ ✖
✠ ✟ ❻ ✠ ✠ ✢ ✆ ✞ ✔ ✝ ✔ ✟ ❻ ✝ ✆ ✝ ✞ ✖ ✆ ✝ ✟ ✟ ❼ ✟ ✙ ✗ ✄ ✎ ✔ ✎ ✓ ✯ ✙ ✛ ✟ ✄ ✆ ✌ ✑ ✎ ✗ ☎ ✎ ☎ ✏ ✏ ✓ ✌ ✎ ✗ ✟ ✔ ✓ ✖ ✟ ✏ ✠ ✡ ✠ ✟ ✖ ✆ ✝ ✎ ✗ ✟ ✖ ✟ ✠ ✆ ✞ ✝ ✔ ✟ ✟ ✎ ☎ ✏ ✏ ✒ ✡ ✄ ✄ ✟ ✝ ✎
❜ ✇ P ❝ ◗ ❞ r ❘ ❡ ♦ ❙ ❢ ① ❚ ❣ ❤ ❯ ❜ ✐ ❝ ❱ ❥ ❞ ❲ ❦ ❡ ❳ ❢ ❧ ❣ ♠ ❨ ❤ ♥ ❩ ❬ ✐ ♦ ❥ ♣ ❭ ✐ ♦ ❯ q ❪ ♦ ❧ ♠ ♥ ❫ ② ±5XQRII ❧ ♥ r ♥ ❧ ♦ q ♠ ♥ ③ ♦ q r ④ q ❧ s s ♦ ♦ ② q t ♥ ✉ ② ♠ ⑤ ④ ♣ ♣ ④
① ♠ ⑥
❴ ❽ ⑩ ❴ r 5XQRII0HWKRGRORJLHV ② ❹ ② q ♦ ❛ ④ ❛ q q ❧ s ④ ⑧ ⑩ ⑦ ⑦ ④ r ⑧ ⑧ ① ♥ ④ ♦ ♦ ④ ② ⑤ s ♣ q ❻ ♦ ④ q ♦ ⑧ ② ❶ s ② ♦ q t s ❧ ❼ ④ ♦ ② q ❷ r ④ ② q ❷ ② ① r ⑨ ♣ s ② ④ ④ ♠ ❼ ❶ ♦ ❷ ♦
s s ♦ ⑨ ⑩ ⑨ ❧ q ② r r ⑧ ♦ q ④ ♥ ④ ♦ r ⑤ ♦ ♥ q ⑤ s s ⑨ ⑩ ❼ ♥ ♥ r ♦ ❧ ② ④ ④ ⑤ q t ⑤ ⑤ ♦ ♥ ⑤ ♦ s ④ ♦ s ⑩ ⑩ ♣ ♦ r r ❧ ♣ ♦ ❴ r t q ❽ q ② ⑧ ❿ ❾ ❹ q ④ ❧ ❧ ♦ ④ s ♥ ❼ ❿ r ⑨ ④ ⑨ ♠ ♣ ❼ ⑩ ④ ⑩ ♦
❶ ♥ ❛ ♠ ♦ t ✉ q q q ② ⑧ ④ q r ④ ④ ⑦ ♥ ❿ ♥ ⑧ ⑨ ♦ ♦ ④ ♦ ♠ q ♠ ♦ ♣ ✉ ♦ ④ s ❺ ✉ ❶ ⑩ ➀ ❧ ❧ q ② ❧ ♦ t r s ♠ ♣ ♦ t ❧ q ♠ ⑧ q ⑧ ❿ ② q ♦ ④ q ⑧ r ♦ s ② ⑨ q s ② ♥ r ♦ ❿ ♦ ④ q ② q ⑤ ♦ ① ❷ ⑤ s ❷
⑤ ❧ ⑩ q s s ⑧ ④ ④ ❧ r ⑩ ❸ q ❧ ⑧ ♦ r ♥ ♦ ♥ ❶ s ❺ ❹ ② ② ❧ t ❧ ⑨ r q t q ② q ⑧ ⑧ ❶ ❧ ④ ♦ ♦ ♠ s ❧ ♦ ❹ ❺ q r t ② ❧ ❿ q ♠ t ❧ ① ④ r ③ ⑨ ❧ ♠ q q s ⑧ ⑧ ② q ⑧ ♦ ❶ ② s ♦ ♦ ❻ q ♥ ♠ ② ② ❷ ⑤ s q
♦ ④ ❧ ♦ ④ ❿ s ♣ r q ♦ q ② ⑧ ♠ q ♣ ④ ♠ ♦ ❼ q q q ⑧ ❧ ⑧ ⑩ ② ♦ ♦ r q ♦ ⑧ ② ♣ r ④ t ❷ ❧ ♥ r ❷ ♥ ♦ s ② ♦ ④ q r q t ❷ ♦ ♥ s s ❴ ❧ ⑩ ➂ q ② ⑧ ➃ q ❧ ♦ ♦ ❛ ➁
❴ ➇ ❛ ② ❴ ❴ q ✇ ⑧ ➂ ❿ ❿ ♦ ❛ ➃ s r ♦ ❛ ❽ ♦ ♠ ✇ ① ② q ④ ❿ ❧ ♣ r ♣ s s ❜ ♦ ⑩ ❝ s ♠ ♠ ⑨ ❞ ❧ ➄ ➅ ④ r ❡ ❢ ♦ s ④ ❣ s ✉ ② ⑤ ❤ ⑩ ⑤ ❧ r ⑦ ➈ ④ ❿ ② ❥ ⑧ s ② ➉ ❶ ♦ ♦ ♣ ✉ ❿ ♦ ❧ ⑨ ❽ ♠ ❻ ♣ q ② ② ④ ♦
♥ q s ❷ ❧ ♥ ⑩ ④ ④ ♦ r s ① ♥ q ♠ ③ ② ② ⑩ q q r ④ ♦ ♥ ② s s ♥ ② ♦ ❼ ♦ ♣ ② ♣ ♥ ② ❧ ♠ r r q ② ④ ② ♠ q ❶ s ⑧ ⑤ ⑩ ♦ ♦ ④ ⑩ ♣ ♥ ♥ ♣ ♦ ④ ♦ s r ② ① ♠ q ❧ ❧ ❶ ♠ r ❼ ⑥ r ② ❶ ④ ④ ♦ ♥ ⑤ ⑤ ♦ ❹ ② ♣
❿ ④ ❴ ❧ q ❽ ♣ ⑧ ❧ ❾ q ❧ ✈ ♦ ➁ ❼ ♠ t ♥ ♦ ❼ ② ♦ s ♠ ❛ ❧ ② ❶ ⑩ r r ⑨ ♥ ♦ ♠ ♥ q ❵ ⑩ ➃ ❹ ➃ ♦ ⑨ ➁ ♠ t ⑨ q ♦ ♠ ❹ ♦ ② ♦ ♥ s ♠ ♥ q ⑧ ④ s ④ ② ⑩ ❧ ① r ④ r ② ❶ ♥ ④ ♦ ♦ r ♣ ♠ ❽ ♥ t s q ♠ ④ ② q ♦
❧ s r ⑩ ⑩ ② ♠ ❶ ➅ ♦ ⑩ s ② ❹ ⑨ ❧ ② r ♠ ♠ q ② ❧ ❶ r ❹ ♦ ♦ ② ➆ s ❧ ♦ r ♣ ② ② ❿ r ♠ ♣ ⑨ ♠ ④ ♥ ✉ ⑤ ♦ ♥ r ❧ ① r ♦ ❧ q q t ⑧
⑨ ❴ q s 5DWLRQDO0HWKRG5XQRII&❧ ② ⑨ ⑩ ④ ❛ r r ♦ ④ ♠ ♠ ⑦ ⑤ ⑤ ④ ⑧ ⑤ s ❿ ④ ♦ ④ s q ⑧ ♦ s ② ⑨ ♦ ⑤ r ⑤ r ❧ q ④ ❿ t ➋ ⑤ ❧ ❷ ♦ ⑤ ❸ ♦ r ♦ ❿ ♠ q s ④ ♠ ④ ② ♦ ⑤ ♣ ⑤ ⑤ ♣ ④ ⑤ ♠ s ❧ ➅ ⑨ ❿ ❿
s ❧ s ④ ⑤ ♦ ② ② r ⑩ ❧ ❿ r q ♦ ♠ ⑩ ② ♠ ❶ RHIILFLHQWV q ④ ♦ ④ ④ r r ➆ ❹ q t q ♦ ♣ ⑧ ② ❷ r ♦ ⑨ ♦ ♠ ♠ ♥ ❴ ♦ ➋ s ④ ♥ ② ⑤ ➅ ❧ ❧ r ➄ r ➆ ② ④ ❛ ❶ r q ⑧ ♦ ❧ ♠ ♦ r ⑨ ② ❶ ❹ ❻ s ⑩ ♦ ❿ ② ② ♣ ❧ q
② ✉ q ❧ ♠ q ④ ② ♠ ➊ r ♣ ❧ ④ ③ ② ⑤ ❧ ♣ r ❧ ❿ ⑤ ❧ ❼ ② r q q ❶ ❧ ⑧ ♦ ④ ♦ q ❿ r ⑧ ♣ ♠ q ④ ② t ♥ ♠ ❧ ❷ r ♠ ♦ ❧ ❿ q ⑤ ♠ ② ⑧ ❧ ❿ r ♦ ④ ② ⑤ ❿ ❹ q ❧ ❧ ♠ ♦ ④ q ⑨ t r ♥ s ♠ ⑤ ④ ♦ ② ⑤ q ⑩ ❿ ♦ ➍
♦ s ② ⑩ ④ ♠ t s ❧ ② q ❹ r s ❺ ♦ ♦ ♦ ♥ ④ ⑨ r ♣ ♠ ❹ ♣ ④ ♦ ❧ ② q r ♥ ♠ ♠ ➌ ♦ q ✉ r ④ ♥ ④ ♦ ④ ① ♠ r q r ❧ ✉ ⑩ ♦ ❧ ② q ⑦ ⑧ q ♦ ♦ ② ❹ s ⑤ ♣ ♣ ➄ ♦ ④ ④ ① ❻ r ❧ ➋ s r ② ❶ ➁ q ♦ ❵ ❿ ➃ ♠ ♣ ② ②
♣ ♠ ❧ r ♠ ♠ ♥ q ❧ ♠ ⑤ ❸ ❧ ❿ q ④ ⑧ ② ♣ ♦ ➁ ➁