HomeMy WebLinkAboutGRIT ATHLETICS FACILITY - PDP160024 - REPORTS - DRAINAGE REPORTPRELIMINARY DRAINAGE REPORT
Lot 13, the Amended Plat of Lots 13 and 14,
Interchange Business Park
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
September 21, 2016
Job Number 1284-069-00
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 .......................................................................................................... 5
3.6 Floodplain Regulations Compliance ............................................................................. 5
3.7 Modifications of Criteria ............................................................................................... 6
4. DRAINAGE FACILITY DESIGN ....................................................................................... 6
4.1 General Concept ............................................................................................................. 6
4.2 Specific Flow Routing .................................................................................................... 7
4.3 Drainage Summary ........................................................................................................ 7
5. CONCLUSIONS .................................................................................................................... 7
5.1 Compliance with Standards .......................................................................................... 7
5.2 Drainage Concept ........................................................................................................... 8
6. EROSION CONTROL ......................................................................................................... 8
7. REFERENCES ...................................................................................................................... 9
APPENDIX A VICINITY MAP, DRAINAGE AND EROSION CONTROL PLAN,
AND FLOODPLAIN PLAN
APPENDIX B HYDROLOGIC COMPUTATIONS
APPENDIX C HYDRAULIC COMPUTATIONS (PROVIDED AT FINAL)
APPENDIX D WATER QUALITY AND LID CALCULATIONS
APPENDIX E BOX ELDER INFORMATION (SWMM MODEL)
APPENDIX F FLOODPLAIN INFORMATION AND CITY OF FORT COLLINS
FLOODPLAIN REVIEW CHECKLIST FOR 50% SUBMITTALS
APPENDIX G SOILS INFORMATION, FIGURES AND TABLES
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1. GENERAL LOCATION AND DESCRIPTION
1.1 Location
The proposed project is located in the southeast corner of the intersection of Interstate 25
and State Highway 14. More specifically it is located in the northwest quarter of Section
15, Township 7 North, Range 68 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.
The project is located southeast of the Southeast Frontage Road and northwest of the Box
Elder Creek. It is Lot 13 of Interchange Business Park Amended Lots 13 and 14. Lot 14
is located to the west. Lot 12 of Interchange Business Park is located to the east.
1.2 Description of Property
The property is approximately 1.2 acres in size and will consist of a single building and
modifications to the existing parking and drives. The site will be served by an existing
private drive.
The north portion of the land currently slopes to the north at about 1% and contains the
existing drive and parking. The remainder of the site slopes towards the Box Elder Creek
at about 4%. The site is currently vacant except for an existing parking lot located in the
northwest portion of the site and the existing drive connecting Lots 12, 13 and 14. The
majority of the ground cover is asphalt, gravel and exposed dirt.
The existing soil type on-site consists of Nunn clay loam (60%), classified as Type C,
Larimer-Stoneham complex (36%), classified as Type B and Paoli fine sandy loam (4%),
classified as Type A by the Natural Resources Conservation Service. The area of
development is within the Type C soils located in the north half of the site. Soil
information is located in Appendix G.
The Box Elder FEMA floodway is located on the south portion of the property and the
flood fringe is on the northern portion of the property (FEMA FIRM Panel
08069C0983H, effective on May 2, 2012). The “City of Fort Collins Floodplain Review
Checklist for 50% Submittals” and other floodplain information are included in Appendix
F.
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2. DRAINAGE BASINS AND SUB-BASINS
2.1 Major Basin Description
The proposed development lies within the Box Elder Creek/Cooper Slough Master
Drainage Basin.
2.2 Sub-basin Description
The existing site discharges directly into Box Elder Creek.
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 77% of the site will be routed through a rain garden thereby reducing runoff
from impervious surfaces over a permeable area 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 garden helps reduce total runoff by allowing the water to infiltrate and 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 rain garden, bank stabilization is unnecessary with this project.
The rain garden will help improve water quality and attenuate flows thereby improving
stabilization in receiving water ways. No changes to the main Box Elder Creek channel
floodway are proposed.
Step 4: Implement Site Specific and Other Source Control BMPs
The proposed development will provide the LID rain garden feature which will eliminate
pollution that had previously been exposed during weathering and runoff processes. The
proposed project will proactively control pollutants at their source by preventing pollution
rather than removing contaminants once they have entered the stormwater system as
compared to historic conditions.
3.3 Development Criteria Reference and Constraints
The runoff from this site has been routed as much as possible to conform to the
requirements of the City Stormwater Department. Today, the north portion of the site has
been developed with approximately 8,000 sf of existing pavement draining directly to the
ROW untreated. With the development, the design leaves approximately 6.000 sf of
pavement draining north (Basin A). It is not feasible to change this drainage pattern and a
variance is requested from the 100% area treatment standard. Water quality will be met
through the use of a rain garden that will accept runoff from 77% of the developed site.
4
Runoff reduction practices (LID techniques) are also required. 75% of all newly
developed areas must be treated by LID techniques. The project has a total 22,400 sf of
impervious area. Using the rain garden LID technique, 16,737 sf of impervious area
(75%) will be treated. This meets the 75% requirement.
Please refer to Appendix D for rain garden and LID calculations and LID table.
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 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. 77% of the site runoff is treated in the rain garden. It was assumed that
Lot 13 was 90% impervious in these calculations (to allow for any potential future
additions).
The site is located in the City of Fort Collins Box Elder/Cooper Slough master basin. It is
located in Master Basin 87 (46 acres). This basin was analyzed as 73% impervious for
the 100-year developed condition in the master plan.
Interwest has studied the impact of the proposed project on the peak flow in Box Elder
Creek. For this study, it was assumed that Lot 13 was 90% impervious (to allow for any
potential future additions). This study has verified that the project area, even with an
increased imperviousness, does not impact the overall peak flow in Box Elder Creek, and
therefore the site does not need detention (required in the Master Plan to keep the Box
Elder Creek peak flow at or below existing conditions). Three models were used to show
that our site does not increase the peak flow of Box Elder Creek:
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1. Existing Conditions City Model: File name: Box_Elder_100.INP
2. Current Conditions City Model with SWMM Basin 87 split into two basins (SB87
and SB87(GRIT)) where Basin SB87(GRIT) is the project site with current
impervious conditions (15%) modeled: File name: Box_Elder_100 (CE).INP
3. Proposed Conditions City Model with SWMM Basin 87 split into two basins
(SB87 and SB87(GRIT)) where Basin SB87(GRIT) is the project site with
proposed impervious conditions (90%) modeled: File name: Box_Elder_100
(PROP).INP
The results of the SWMM model show that the existing peak flow of Box Elder Creek in
this area (SWMM conveyance ID 617) is 1351.7 cfs at a time of 12 hours and 41 minutes.
By splitting Basin 87 and adding the new imperviousness of the site into the model, the
100-year flow of this node remains 1351.7 cfs at 12 hours and 41 minutes. Therefore,
the proposed condition does not increase the peak of Box Elder Creek (because of the
time of concentration of the site versus that of the sub-basin and channel). Please refer to
Appendix E for printouts of the models.
Since the proposed release of the site does not increase the peak flow of Box Elder Creek,
it is requested that a variance from the detention requirement be deemed acceptable by
the City.
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 within a FEMA regulated, 100-year Box Elder Creek flood fringe and
floodway (Panel 08069C1003G). A completed “City of Fort Collins Floodplain Review
Checklist for 50% Submittals” has been included in Appendix F of this report. Chapter
10 “Flood Prevention and Protection” of the City Code has been referred to for this
report.
6
Construction activities will occur within the flood fringe and include installation of
sidewalk, curb and gutter and asphalt parking, utility work and landscaping. A
Floodplain Use Permit Application for this work performed in the Box Elder Creek flood
fringe will be required.
The building is located outside of the floodplain boundary. Survey will be required prior
to construction proving that the building is located outside of the floodplain. The lowest
floor (including basement or crawl space) and HVAC will not be required to be elevated
above the regulatory flood protection elevation.
The rain garden and swale and storm pipe system to the rain garden will be constructed
within the FEMA regulated, 100-year Box Elder Creek floodway. A City Floodplain Use
Permit and “No Rise Certification” will be required for work in the floodway and will be
provided during final design. The current design will leave the floodway area either at
existing grade or ina minor “cut” condition.
3.7 Modifications of Criteria
Since the proposed release of the site does not increase the peak flow of Box Elder Creek,
it is requested that a variance from the detention requirement be deemed acceptable by
the City.
4. DRAINAGE FACILITY DESIGN
4.1 General Concept
The south portion of the proposed development and building will be collected and
conveyed to the proposed rain garden on the southwest portion of the site where it will be
treated before being released over a level spreader into the Box Elder Creek. The north
portion of the development will continue existing conditions and flow northeast into the
existing drive aisle where it will also eventually discharge into Box Elder Creek from a
low point in the SE Frontage Road.
7
4.2 Specific Flow Routing
A summary of the drainage patterns within each basin is provided in the following
paragraphs.
Basin A is 0.27 acres and includes the northwest portion of the site. This basin contains
the existing parking area (which will be repaved and is smaller than the existing parking
area), six proposed parking spaces and proposed sidewalks. Runoff from this basin will
follow existing conditions and continue to sheet to the drive aisle and then flow to Box
Elder Creek from the SE Frontage Road.
Basin B is 0.43 acres and includes the building, drive and new parking area. The building
roof will be collected in roof drains and be conveyed to the rain garden located southwest
of the building. The remainder of the basin will sheet flow south to the same rain garden.
Basin C is 0.48 acres and includes remaining southern portion of the site and contains the
rain garden.
Water will be treated for water quality in the rain garden located north of the Box Elder
Creek in the floodway. Water will be released to the south to the Box Elder Creek with a
level spreader. Please refer to Appendix D for the rain garden design.
4.3 Drainage Summary
Drainage facilities located outside of the right of way (including the proposed roof storm
drain system and rain garden) 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.
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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
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 vehicle tracking pad,
concrete washout structure, wattles with construction fencing, and 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.
9
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 not greater than 1 acre; therefore, a State of Colorado Discharge
Permit will not be required for this project.
An Erosion Control Report will be prepared during final design.
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 January 2016, and Volume 3 dated November
2010 (revised November 2015).
3. ICON Engineer, Inc., “Hydrologic Analysis of the Box Elder Creek/Cooper
Slough Watershed”, dated April 2014.
A
APPENDIX A
VICINITY MAP
DRAINAGE AND EROSION CONTROL PLAN,
FLOODPLAIN PLAN
B
APPENDIX B
HYDROLOGIC COMPUTATIONS
SUMMARY
PROPOSED 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 0.27 0.60 0.75 5.0 5.0 0.8 2.0 NORTH PORTION OF LOT
b B 0.43 0.85 1.00 5.0 5.0 1.8 4.3 BUILDING AND PARKING
c C 0.48 0.20 0.25 8.9 8.5 0.4 1.0 SOUTH PORTION OF LOT (RAIN GARDEN)
Page 8
Interwest Consulting Group
RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: GRIT
PROJECT NO: 1284-069-00
COMPUTATIONS BY: es
DATE: 9/21/2016
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: 0.50 40
Heavy Soil (Flat, <2%) : 0.20 0
SUBBASIN TOTAL TOTAL ROOF PAVED GRAVEL 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)
Existing
Lot 1.18 51,345 0 7,896 0 0 3,225 0.16 15
Proposed
Lot 1.18 51,345 7,756 12,079 0 2,565 7,975 0.45 42
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
9-21-16 FC FLOW-GRIT.xls
Interwest Consulting Group
RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: GRIT
PROJECT NO: 1284-069-00
COMPUTATIONS BY: es
DATE: 9/21/2016
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 GRAVEL CONCRETE 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 0.27 11,553 0 5,643 0 565 5,345 0.60 54 NORTH PORTION OF LOT
B 0.43 18,822 7,756 6,436 0 2,000 2,630 0.85 81 BUILDING AND PARKING
C 0.48 20,970 0 0 0 0 20,970 0.20 0 SOUTH PORTION OF LOT (RAIN GARDEN)
TOTAL 1.18 51,345 7,756 12,079 - 2,565 7,975 0.45 42
B+C 0.91 39,792 7,756 6,436 - 2,000 23,600 0.51 39 Treated in Rain Garden
Equations Total Impervious A 6,208
Total Impervious B & C 16,192
- Calculated C coefficients & % Impervious are area weighted Total Impervious Site 22,400
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
9-21-16 FC FLOW-GRIT.xls
Interwest Consulting Group
STANDARD FORM SF-2
TIME OF CONCENTRATION - 2 and 10 YR
LOCATION: GRIT
PROJECT NO: 1284-069-00
COMPUTATIONS BY: es
DATE: 9/21/2016
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 0.27 0.60 20 2.0 3.3 140 1.0 0.016 2.0 1.2 4.5 160 10.9 5.0
b B 0.43 0.85 20 2.0 1.7 155 1.0 0.016 2.0 1.3 3.0 175 11.0 5.0
c C 0.48 0.20 20 2.0 6.0 185 1.0 0.03 1.1 2.9 8.9 205 11.1 8.9
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
9-21-16 FC FLOW-GRIT.xls
Interwest Consulting Group
STANDARD FORM SF-2
TIME OF CONCENTRATION - 100 YR
LOCATION: GRIT
PROJECT NO: 1284-069-00
COMPUTATIONS BY: es
DATE: 9/21/2016
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 0.27 0.60 0.75 20 2.0 2.3 140 1.0 0.016 2.0 1.2 3.5 160 10.9 5.0
b B 0.43 0.85 1.00 20 2.0 0.7 155 1.0 0.016 2.0 1.3 1.9 175 11.0 5.0
c C 0.48 0.20 0.25 20 2.0 5.6 185 1.0 0.03 1.1 2.9 8.5 205 11.1 8.5
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
9-21-16 FC FLOW-GRIT.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 2-Yr Storm)
LOCATION: GRIT
PROJECT NO: 1284-069-00
COMPUTATIONS BY: es
DATE: 9/21/2016
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 0.27 0.60 5.0 2.85 0.5 0.5
b B 0.43 0.85 5.0 2.85 1.0 1.0
c C 0.48 0.20 8.9 2.33 0.2 0.2
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
9-21-16 FC FLOW-GRIT.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 10-Yr Storm)
LOCATION: GRIT
PROJECT NO: 1284-069-00
COMPUTATIONS BY: es
DATE: 9/21/2016
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 0.27 0.60 5.0 4.87 0.8 0.8
b B 0.43 0.85 5.0 4.87 1.8 1.8
c C 0.48 0.20 8.9 3.99 0.4 0.4
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
9-21-16 FC FLOW-GRIT.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 100-Yr Storm)
LOCATION: GRIT
PROJECT NO: 1284-069-00
COMPUTATIONS BY: es
DATE: 9/21/2016
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 0.27 0.75 5.0 9.95 2.0 2.0
b B 0.43 1.00 5.0 9.95 4.3 4.3
c C 0.48 0.25 8.5 8.26 1.0 1.0
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
9-21-16 FC FLOW-GRIT.xls
C
APPENDIX C
HYDRAULIC CALCULATIONS
(PROVIDED AT FINAL)
D
APPENDIX D
WATER QUALITY
AND
LID CALCULATIONS
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 90.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.900
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.32 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 39,792 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 1,065 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 = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 710 sq ft
D) Actual Flat Surface Area AActual = 749 sq ft
E) Area at Design Depth (Top Surface Area) ATop = 1382 sq ft
F) Rain Garden Total Volume VT= 1,066 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 = 1.8 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 = 1,065 cu ft
iii) Orifice Diameter, 3/8" Minimum DO = 0.77 in
Design Procedure Form: Rain Garden (RG)
ES
INTERWEST
September 21, 2016
GRIT
RAIN GARDEN (BASIN B AND C)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
9-21-16 RG-GRIT.xlsm, RG 9/15/2016, 12:19 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
ES
INTERWEST
September 21, 2016
GRIT
RAIN GARDEN (BASIN B AND C)
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
9-21-16 RG-GRIT.xlsm, RG 9/15/2016, 12:19 PM
RAIN GARDEN SUMMARY
Project Name: GRIT Wrestling
Project Number: 1284-069-00
Company: INTERWEST CONSULTING GROUP
Designer: ES
Date: 7/20/2016
BASIN
RAIN
GARDEN
AREA REQD
RAIN
GARDEN
VOLUME
REQD
RAIN
GARDEN
BOTTOM
AREA
PROVIDED
RAIN
GARDEN TOP
AREA
PROVIDED
RAIN
GARDEN
DEPTH
RAIN
GARDEN
VOLUME
PROVIDED
BOTTOM
OK?
VOLUME
OK?
SF CF SF SF INCH CF
B & C 710 1065 749 1382 12 1066 OK OK
RAIN GARDEN SUMMARY
Total Area of the Site 51,345 sq. ft.
Total Area of Basin A 11553 sq. ft.
Total Area of Basin B & C 39792 sq. ft.
Existing Impervious Area Untreated 7,896 sq. ft.
Proposed Area Impervious (Total) 22,400 sq. ft.
Basin A
Proposed Area Impervious (Untreated- Basin A) 6,208 sq. ft.
Impervious Area Untreated 28 %
Total Site Untreated (Basin A) 23 %
Basin B & C
Impervious Area Treated 16,737 acre/sq. ft.
Impervious Area Treated by LID 16,737 acre/sq. ft.
% Impervious Area Treated 75 %
% Impervious Area Treated by LID 75 %
Project Area (B & C) Treated by LID 77 %
Summary of Areas
LID Table
E
APPENDIX E
BOX ELDER INFORMATION
(SWMM MODEL)
8100 South Akron Street, Suite 300, Englewood, CO 80112
Phone (303) 221-0802 / Fax (303) 221-4019
ICON
ENGINEERING, INC.
WWW.ICONENG.COM
✆ ✂✁ ☎ ✄ ✝
✠ ✌☞ ✍✞☛ ✡✝✞☛ ✟✞
✎ ✌ ✂ ✏✝✞ ✑✟
✌✒ ✍✓
✔ ☎ ✄ ✕✑✞
✆ ✂✁ ☎ ✄ ✝
✠ ✌☞ ✍☛ ✡✝✞☛ ✟✞
✎ ✌ ✂ ✏✝✞ ✑✟ ✞
✌✒ ✍✓
✔ ✞
☎ ✄ ✕✑
✂✁ ☎ ✄
✆ ✠ ✌☞ ✡✝✞☛ ✟✞✝ ✍
✎ ✌ ✂ ✏✝✞ ✑✟ ✞☛
✌✒ ✍✓
✔
☎ ✄ ✕✑✞
✂✁ ☎ ✄
✆ ✠ ✌☞ ✡✝✞☛ ✟✞✝ ✍
✎ ✌ ✂ ✏✝✞ ✑✟ ✞☛
✌✒ ✓✍
✔
☎ ✄ ✕✑✞
✆✖ ✗✖ ✘ ✄ ✙
✘✚✖✘✚✖✘
✗✖ ✘ ✄
✖ ✗✖ ✘ ✄
✆ ✚✖✘✚✖✘ ✙
✘ ✗✖ ✘ ✄
✗✖ ✘ ✄
✆✖ ✖✘✚✖✘ ✙
✘✚ ✗✖ ✘ ✄
✗✖ ✘ ✄
✆✖ ✖✘✚✖✘ ✙
✘✚ ✗✖ ✘ ✄
✛✣✣✢✛✜✛
✣✤✜ ✣✣✛✦ ✥ ✥
✣★★✧
★✣✜✦✢✣★
✢✤✜✣ ✢ ✥
✜★ ✜✩ ✥
✣✣✣
✣✣✤✛✜✪✣✜
✣✩✛✪✣✜ ✧ ✥
✦✪✜ ✤ ✥
✣✜✣✜
✣✣✣✩★✪✜
✪ ★✤✜★✪✜ ✥
✤✦✜ ✢ ✥
✣✣✧
✦✣✛✣✦✦✦
✜★✜ ✣✜✪✤ ✥ ✥
SB86.1
SB86.2
SB87
286
533L
534L
535L
536L
542L
615D
615L
617D
617L
618D
618L
533
534
535
536 541
542
564
617
618
INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0
SWMM 5 Page 1
[TITLE]
INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version
0.0.2.0
Title/Notes:
[OPTIONS]
FLOW_UNITS CFS
INFILTRATION HORTON
FLOW_ROUTING KINWAVE
START_DATE 01/28/2013
START_TIME 00:00:00
REPORT_START_DATE 01/28/2013
REPORT_START_TIME 00:00:00
END_DATE 01/30/2013
END_TIME 06:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 00:01:00
WET_STEP 00:01:00
DRY_STEP 01:00:00
ROUTING_STEP 0:00:30
ALLOW_PONDING NO
INERTIAL_DAMPING PARTIAL
VARIABLE_STEP 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 0
NORMAL_FLOW_LIMITED BOTH
SKIP_STEADY_STATE NO
FORCE_MAIN_EQUATION D-W
LINK_OFFSETS DEPTH
MIN_SLOPE 0
[EVAPORATION]
;;Type Parameters
;;---------- ----------
CONSTANT 0
DRY_ONLY NO
[RAINGAGES]
;; Rain Time Snow Data
;;Name Type Intrvl Catch Source
;;-------------- --------- ------ ------ ----------
1 INTENSITY 0:05 1 TIMESERIES 1
2 INTENSITY 0:05 1 TIMESERIES 2
3 INTENSITY 0:05 1 TIMESERIES 3
[SUBCATCHMENTS]
;; Total Pcnt.
Pcnt. Curb Snow
;;Name Raingage Outlet Area Imperv
Width Slope Length Pack
;;-------------- ---------------- ---------------- -------- --------
-------- -------- -------- --------
SB8 1 808 36.9 53
8040 9.1 0
SB80 1 80 34.9 5
4350 0.3 0
SB81 1 934 139.2 5
6060 0.5 0
SB83 1 83 32.7 5
2370 0.8 0
SB84 1 563 26 5
1130 0.5 0
SB85 1 785 98 5
4270 0.3 0
SB86.1 1 564 90.3 8
3930 0.6 0
;Sunflower Development
SB86.2 1 486.2 36 80
10450 0.6 0
;Clydesdale Development
SB86.3 1 486.3 120.2 45
17440 0.6 0
SB87 1 617 46.1828 73
6710 0.5 0
SB88 1 930 133.3 90
29000 0.6 0
SB89 1 933 171.324 46
38158 1.1 0
SB9 1 809 22.1 23
1930 0.7 0
SB90 1 790 174.621 32
15180 0.7 0
SB91 1 943 43.5 5
1900 0.1 0
SB92 1 92 68.5 5
3300 4 0
SB93 1 565 104.901 5
5100 0.9 0
SB94 1 539 149.624 5
6500 0.8 0
SB95 1 795 372.4 5
16220 2.5 0
SB96 1 918 63.0725 5
2750 2.1 0
SB97 1 544 109.786 5
4780 1.4 0
SB98 1 98 25.7 5
1870 1.7 0
SB99 1 799 108.1 5
4700 1.1 0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero
RouteTo PctRouted
;;-------------- ---------- ---------- ---------- ---------- ----------
---------- ----------
Maximum Maximum Lateral Total Flow
Lateral Total Day of Hour of Inflow Inflow Balance
Inflow Inflow Maximum Maximum Volume Volume Error
Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent
617 DIVIDER 365.46 1351.70 0 12:41 4.01 144 0.000
618 DIVIDER 0.00 547.22 0 12:41 0 28 0.000
62 JUNCTION 64.43 64.43 0 06:40 0.806 0.806 0.000
630 DIVIDER 0.00 43.77 0 06:41 0 0.469 0.000
631 DIVIDER 0.00 42.19 0 06:41 0 0.41 0.000
632 DIVIDER 0.00 57.19 0 06:41 0 0.623 0.000
633 DIVIDER 24.13 32.33 0 06:40 0.251 0.344 0.000
634 DIVIDER 0.00 27.62 0 06:41 0 0.351 0.000
64 JUNCTION 46.00 46.00 0 06:40 0.467 0.467 0.000
65 JUNCTION 43.12 43.12 0 06:40 0.408 0.408 0.000
66 JUNCTION 53.45 53.45 0 06:40 0.583 0.583 0.000
67 JUNCTION 109.69 109.69 0 06:40 1.24 1.24 0.000
68 JUNCTION 59.44 59.44 0 06:40 0.707 0.707 0.000
70 JUNCTION 268.16 280.23 0 06:40 3.47 3.59 0.000
704 JUNCTION 214.77 306.41 0 06:40 2.24 154 0.000
707 JUNCTION 212.62 225.68 0 07:10 6.08 10.3 0.000
71 JUNCTION 29.87 29.87 0 06:40 0.35 0.35 0.000
INP file created on 12/26/2013 2:17:35 PM by tmartin with inpPINS version 0.0.2.0
SWMM 5 Page 13
SB86.1
SB86.2
SB87 SB87(GRIT)
286
533L
534L
535L
536L
542L
615D
615L
617D
617L
618D
618L
533
534
535
536 541
542
564
615
617
618
486.2
Box_Elder_100(CE).INP file created on 9/13/2016 by eschneider with ICG
SWMM 5 Page 1
[TITLE]
;;Project Title/Notes
Box_Elder_100(CE).INP file created on 9/13/2016 by eschneider with ICG
SWMM version 5.1.010
Lot 13 the Amended Plat of Lots 13 and 14, Interchange Business Park
(GRIT)
[OPTIONS]
;;Option Value
FLOW_UNITS CFS
INFILTRATION HORTON
FLOW_ROUTING KINWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING NO
SKIP_STEADY_STATE NO
START_DATE 01/28/2013
START_TIME 00:00:00
REPORT_START_DATE 01/28/2013
REPORT_START_TIME 00:00:00
END_DATE 01/30/2013
END_TIME 06:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 00:01:00
WET_STEP 00:01:00
DRY_STEP 01:00:00
ROUTING_STEP 0:00:30
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION D-W
VARIABLE_STEP 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 0
MAX_TRIALS 0
HEAD_TOLERANCE 0
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5
MINIMUM_STEP 0.5
THREADS 1
[EVAPORATION]
;;Data Source Parameters
;;-------------- ----------------
CONSTANT 0
DRY_ONLY NO
[RAINGAGES]
;;Name Format Interval SCF Source
;;-------------- --------- ------ ------ ----------
1 INTENSITY 0:05 1 TIMESERIES 1
SB76 2 477 2163 24
94220 3 0
SB77 2 475 1180 25
51400 6 0
SB78 2 768 1470 5
64030 1.9 0
SB79 2 79 1401.5 5
61051 1.3 0
;non-tributary area
SB8 1 808 36.9 53 8040
9.1 0
SB80 1 80 34.9 5 4350
0.3 0
SB81 1 934 139.2 5 6060
0.5 0
SB83 1 83 32.7 5 2370
0.8 0
SB84 1 563 26 5 1130
0.5 0
SB85 1 785 98 5 4270
0.3 0
SB86.1 1 564 90.3 8 3930
0.6 0
;Sunflower Development
SB86.2 1 486.2 36 80
10450 0.6 0
;Clydesdale Development
SB86.3 1 486.3 120.2 45
17440 0.6 0
SB87 1 617 45.0028 73 6710
0.5 0
SB88 1 930 133.3 90
29000 0.6 0
SB89 1 933 171.324 46
38158 1.1 0
SB9 1 809 22.1 23 1930
0.7 0
SB90 1 790 174.621 32
15180 0.7 0
SB91 1 943 43.5 5 1900
0.1 0
SB92 1 92 68.5 5 3300
4 0
SB93 1 565 104.901 5 5100
0.9 0
SB94 1 539 149.624 5 6500
0.8 0
SB95 1 795 372.4 5
16220 2.5 0
SB96 1 918 63.0725 5 2750
2.1 0
SB97 1 544 109.786 5 4780
1.4 0
SB98 1 98 25.7 5 1870
1.7 0
SB99 1 799 108.1 5 4700
1.1 0
SB87(GRIT) 1 617 1.18 15
162.15 1.16 0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero
RouteTo PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- -
--------- ----------
SB10 0.016 0.25 0.1 0.3 1
OUTLET
SB100 0.016 0.25 0.1 0.3 1
OUTLET
SB101 0.016 0.25 0.1 0.3 1
OUTLET
SB102 0.016 0.25 0.1 0.3 1
OUTLET
SB103 0.016 0.25 0.1 0.3 1
OUTLET
SB104 0.016 0.25 0.1 0.3 1
OUTLET
SB105 0.016 0.25 0.1 0.3 1
OUTLET
SB106 0.016 0.25 0.1 0.3 1
OUTLET
SB107 0.016 0.25 0.1 0.3 1
OUTLET
SB108 0.016 0.25 0.1 0.3 1
OUTLET
SB109 0.016 0.25 0.1 0.3 1
OUTLET
SB11 0.016 0.25 0.1 0.3 1
OUTLET
SB110 0.016 0.25 0.1 0.3 1
OUTLET
SB111 0.016 0.25 0.1 0.3 1
OUTLET
SB112 0.016 0.25 0.1 0.3 1
OUTLET
SB113 0.016 0.25 0.1 0.3 1
OUTLET
SB114 0.016 0.25 0.1 0.3 1
OUTLET
SB115 0.016 0.25 0.1 0.3 1
OUTLET
SB116 0.016 0.25 0.1 0.3 1
OUTLET
SB119 0.016 0.25 0.1 0.3 1
OUTLET
SB12 0.016 0.25 0.1 0.3 1
OUTLET
Maximum Maximum Lateral Total Flow
Lateral Total Day of Hour of Inflow Inflow Balance
Inflow Inflow Maximum Maximum Volume Volume Error
Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent
617 DIVIDER 362.11 1351.69 0 12:41 3.98 144 0.000
618 DIVIDER 0.00 547.22 0 12:41 0 28 0.000
62 JUNCTION 64.43 64.43 0 06:40 0.806 0.806 0.000
630 DIVIDER 0.00 43.77 0 06:41 0 0.469 0.000
631 DIVIDER 0.00 42.19 0 06:41 0 0.41 0.000
632 DIVIDER 0.00 57.19 0 06:41 0 0.623 0.000
633 DIVIDER 24.13 32.33 0 06:40 0.251 0.344 0.000
634 DIVIDER 0.00 27.62 0 06:41 0 0.351 0.000
64 JUNCTION 46.00 46.00 0 06:40 0.467 0.467 0.000
65 JUNCTION 43.12 43.12 0 06:40 0.408 0.408 0.000
66 JUNCTION 53.45 53.45 0 06:40 0.583 0.583 0.000
67 JUNCTION 109.69 109.69 0 06:40 1.24 1.24 0.000
68 JUNCTION 59.44 59.44 0 06:40 0.707 0.707 0.000
70 JUNCTION 268.16 280.23 0 06:40 3.47 3.59 0.000
704 JUNCTION 214.77 306.41 0 06:40 2.24 154 0.000
707 JUNCTION 212.62 225.68 0 07:10 6.08 10.3 0.000
71 JUNCTION 29.87 29.87 0 06:40 0.35 0.35 0.000
Box_Elder_100(CE).INP file created on 9/13/2016 by eschneider with ICG
SWMM 5 Page 13
SB86.1
SB86.2
SB86.3
SB87 SB87(GRIT)
286
533L
534L
535L
536L
542L
615D
615L
617D
617L
618D
618L
533
534
535
536 541
542
564
615
617
618
01/28/2013 00:01:00
Box_Elder_100(PROP).INP file created on 9/13/2016 by eschneider with ICG
SWMM 5 Page 1
[TITLE]
;;Project Title/Notes
Box_Elder_100(PROP).INP file created on 9/13/2016 by eschneider with ICG
SWMM version 5.1.010
Lot 13 the Amended Plat of Lots 13 and 14, Interchange Business Park
(GRIT)
[OPTIONS]
;;Option Value
FLOW_UNITS CFS
INFILTRATION HORTON
FLOW_ROUTING KINWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING NO
SKIP_STEADY_STATE NO
START_DATE 01/28/2013
START_TIME 00:00:00
REPORT_START_DATE 01/28/2013
REPORT_START_TIME 00:00:00
END_DATE 01/30/2013
END_TIME 06:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 00:01:00
WET_STEP 00:01:00
DRY_STEP 01:00:00
ROUTING_STEP 0:00:30
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION D-W
VARIABLE_STEP 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 0
MAX_TRIALS 0
HEAD_TOLERANCE 0
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5
MINIMUM_STEP 0.5
THREADS 1
[EVAPORATION]
;;Data Source Parameters
;;-------------- ----------------
CONSTANT 0
DRY_ONLY NO
[RAINGAGES]
;;Name Format Interval SCF Source
;;-------------- --------- ------ ------ ----------
1 INTENSITY 0:05 1 TIMESERIES 1
SB76 2 477 2163 24
94220 3 0
SB77 2 475 1180 25
51400 6 0
SB78 2 768 1470 5
64030 1.9 0
SB79 2 79 1401.5 5
61051 1.3 0
;non-tributary area
SB8 1 808 36.9 53 8040
9.1 0
SB80 1 80 34.9 5 4350
0.3 0
SB81 1 934 139.2 5 6060
0.5 0
SB83 1 83 32.7 5 2370
0.8 0
SB84 1 563 26 5 1130
0.5 0
SB85 1 785 98 5 4270
0.3 0
SB86.1 1 564 90.3 8 3930
0.6 0
;Sunflower Development
SB86.2 1 486.2 36 80
10450 0.6 0
;Clydesdale Development
SB86.3 1 486.3 120.2 45
17440 0.6 0
SB87 1 617 45.0028 73 6710
0.5 0
SB88 1 930 133.3 90
29000 0.6 0
SB89 1 933 171.324 46
38158 1.1 0
SB9 1 809 22.1 23 1930
0.7 0
SB90 1 790 174.621 32
15180 0.7 0
SB91 1 943 43.5 5 1900
0.1 0
SB92 1 92 68.5 5 3300
4 0
SB93 1 565 104.901 5 5100
0.9 0
SB94 1 539 149.624 5 6500
0.8 0
SB95 1 795 372.4 5
16220 2.5 0
SB96 1 918 63.0725 5 2750
2.1 0
SB97 1 544 109.786 5 4780
1.4 0
SB98 1 98 25.7 5 1870
1.7 0
SB99 1 799 108.1 5 4700
1.1 0
SB87(GRIT) 1 617 1.18 90
162.15 1.16 0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero
RouteTo PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- -
--------- ----------
SB10 0.016 0.25 0.1 0.3 1
OUTLET
SB100 0.016 0.25 0.1 0.3 1
OUTLET
SB101 0.016 0.25 0.1 0.3 1
OUTLET
SB102 0.016 0.25 0.1 0.3 1
OUTLET
SB103 0.016 0.25 0.1 0.3 1
OUTLET
SB104 0.016 0.25 0.1 0.3 1
OUTLET
SB105 0.016 0.25 0.1 0.3 1
OUTLET
SB106 0.016 0.25 0.1 0.3 1
OUTLET
SB107 0.016 0.25 0.1 0.3 1
OUTLET
SB108 0.016 0.25 0.1 0.3 1
OUTLET
SB109 0.016 0.25 0.1 0.3 1
OUTLET
SB11 0.016 0.25 0.1 0.3 1
OUTLET
SB110 0.016 0.25 0.1 0.3 1
OUTLET
SB111 0.016 0.25 0.1 0.3 1
OUTLET
SB112 0.016 0.25 0.1 0.3 1
OUTLET
SB113 0.016 0.25 0.1 0.3 1
OUTLET
SB114 0.016 0.25 0.1 0.3 1
OUTLET
SB115 0.016 0.25 0.1 0.3 1
OUTLET
SB116 0.016 0.25 0.1 0.3 1
OUTLET
SB119 0.016 0.25 0.1 0.3 1
OUTLET
SB12 0.016 0.25 0.1 0.3 1
OUTLET
Maximum Maximum Lateral Total Flow
Lateral Total Day of Hour of Inflow Inflow Balance
Inflow Inflow Maximum Maximum Volume Volume Error
Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent
617 DIVIDER 368.89 1351.70 0 12:41 4.02 144 0.000
618 DIVIDER 0.00 547.22 0 12:41 0 28 0.000
62 JUNCTION 64.43 64.43 0 06:40 0.806 0.806 0.000
630 DIVIDER 0.00 43.77 0 06:41 0 0.469 0.000
631 DIVIDER 0.00 42.19 0 06:41 0 0.41 0.000
632 DIVIDER 0.00 57.19 0 06:41 0 0.623 0.000
633 DIVIDER 24.13 32.33 0 06:40 0.251 0.344 0.000
634 DIVIDER 0.00 27.62 0 06:41 0 0.351 0.000
64 JUNCTION 46.00 46.00 0 06:40 0.467 0.467 0.000
65 JUNCTION 43.12 43.12 0 06:40 0.408 0.408 0.000
66 JUNCTION 53.45 53.45 0 06:40 0.583 0.583 0.000
67 JUNCTION 109.69 109.69 0 06:40 1.24 1.24 0.000
68 JUNCTION 59.44 59.44 0 06:40 0.707 0.707 0.000
70 JUNCTION 268.16 280.23 0 06:40 3.47 3.59 0.000
704 JUNCTION 214.77 306.41 0 06:40 2.24 154 0.000
707 JUNCTION 212.62 225.68 0 07:10 6.08 10.3 0.000
71 JUNCTION 29.87 29.87 0 06:40 0.35 0.35 0.000
Box_Elder_100(PROP).INP file created on 9/13/2016 by eschneider with ICG
SWMM 5 Page 13
F
APPENDIX F
FLOODPLAIN INFORMATION
AND
CITY OF FORT COLLINS FLOODPLAIN REVIEW CHECKLIST FOR 50%
SUBMITTALS
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4927ft NAVD88
4928ft NAVD88
4926ft NAVD88
4929ft NAVD88
4924ft NAVD88
4928ft NAVD88
4928ft NAVD88
XS#:14564 4927.5ft NAVD88
XS#:15107 4927.8ft NAVD88
XS#:14127 4925.4ft NAVD88
SE FRONTAGE RD
OFF RAMP
DENROSE CT
SUNCHASE DR
. Printed: 07/13/2016
All are floodplain approximate. boundaries
This Agency information (FEMA) Flood is based Insurance on the Federal Rate Map Emergency (FIRM) and Management the City of
Fort that the Collins referenced Master property Drainageway will or Plans. will not This be free letter from does flooding not imply or
damage. City Designated A property Floodplain not in the may Special be damaged Flood Hazard by a flood Area greater or in a
than not shown that predicted on the map. on the This map map or from does a not local create drainage liability problem on the
part that results of the City, from or reliance any officer on this or employee information. thereof, for any damage
FEMA Flood Risk Map
Moderate Risk
May - Areas include:of FEMA 500-year floodplain (FEMA Zone X-shaded).
- Areas average of depths FEMA or of City less 100-than year 1 foot. floodplain (sheet flow) with
Low Risk - Areas protected by levees from the 100-year flood.
Areas floodplains. outside Local of FEMA drainage and problems City mapped may 100-still year exist. and 500-year
FEMA - Areas Flood of FEMA Fringe 100-- May year Include:floodplain (FEMA Zones A, AE, AO, and AH)
- Areas flow areas of City with 100-average year floodplain depths of including 1-3 feet. ponding areas and sheet
There is a 1% annual chance that these areas will be flooded.
High Risk
FEMA fastest Floodway velocities. - Area of 100-year floodplain with greatest depths and
0 50 100 200 300 400
Feet
City of Fort Collins Floodplain Review Checklist
50% Development Review Submittals
Instructions: Complete this checklist by marking all boxes that have been adequately
completed. Put an “NA” next to any items that are not applicable to this particular
submittal. Any boxes that are left blank and do not have an “NA” marked next to them
are considered incomplete.
Date of Review:_____________ Reviewer’s Name:____________________________
Plat Map
The following required items are on the plat:
100-year floodplain boundary
City
FEMA
Floodway boundary
City
FEMA
The benchmark number and elevation of benchmark
These items match the FIRM. (FEMA Basin)
These items match the Master Plan. (City Basin)
The benchmark number and elevation match with those published in the City of Fort
Collins benchmark system.
Site Plan
The following required items are on the site plan:
100-year floodplain boundary- FEMA and City
500-year floodplain boundary (if proposed structure is a “critical facility”
and a 500-year floodplain is mapped)
Floodway boundary
Erosion buffer zones
Restriction related to use (i.e. critical facility or no residential use of lower
floor if floodproofed mixed-use structure)
Drainage and/or Grading Plan (or a separate Floodplain Sheet if it is too cluttered on
Drainage and Grading Plan)
The following required items are on the drainage and/or grading plan:
100-year floodplain boundary- FEMA and City
500-year floodplain boundary (if proposed structure is a “critical facility”
and a 500-year floodplain is mapped)
Floodway boundary
Erosion buffer zones
Cross-section locations
BFE lines
Regulatory Flood Protection Elevation for individual lots or groups of lots
if structures are to be built in the floodplain.
The floodplain and floodway boundaries are in the correct location and labeled
properly.
The cross-section and BFE lines are in the correct location and labeled properly.
Elevations are referred to the appropriate datum:
FEMA basins – list in both NGVD 29 and NAVD 88
City basins – list only in NGVD 29
Floodway regulations have been met.
No fill in the floodway unless a hydraulic analysis shows “no-rise”.
No manufactured homes, except in an existing park, can be placed in the
floodway.
No changing a nonconforming non-residential or mixed use structure to a
residential structure.
Landscaping meets requirements for no encroachment in the floodway
without a hydraulic analysis to show “no-rise”.
No storage of materials or equipment.
Critical facilities regulations have been met:
100 year – No life safety, emergency response, or hazardous material
critical facilities
500 year Poudre – No life safety or emergency response critical facilities
Any items in the floodway that can float (Example: picnic tables, bike racks, etc.) are
noted as being anchored.
Erosion Buffer Zone requirements have been met:
Design of any allowed development minimizes disturbance to channel bed
and banks.
No structures allowed.
No additions to existing structures allowed.
Any fencing is split-rail design and break-away, but cabled. Must be
oriented parallel to general flow direction.
No detention or water quality ponds.
No bike or pedestrian paths or trails except as required to cross streams or
waterways.
Road, bicycle and pedestrian bridges must span erosion buffer zone.
No fill.
No outdoor storage of non-residential materials or equipment.
No driveways or parking areas.
No irrigated vegetation and non-native trees, grasses, or shrubs.
No utilities except as necessary to cross streams or waterways.
No grading or excavation except as required for permitted activities in
erosion buffer zone.
No construction traffic except as required for permitted activities in
erosion buffer zone.
Any construction in the erosion buffer zone shows that it will not impact
the channel stability.
Any necessary floodplain modeling has been submitted and approved. All modeling
must follow the City’s floodplain modeling guidelines.
Special Poudre River Regulations
Poudre River Floodway Regulations have been met.
No construction of new residential, non-residential or mixed-use
structures.
No redevelopment of residential, non-residential or mixed-use structures.
No additions to residential, non-residential or mixed-use structures.
No fill unless hydraulic analysis shows “no-rise”.
Poudre River floodplain regulations have been met
No construction of new residential or mixed-use structures
No additions to residential structures
No additions to mixed-use structures if there is an expansion in the
residential-use area of the structure.
No floatable materials on non-residential sites
Information Related to Structures in the Floodplain
The regulatory flood protection elevation shown on the plans is at least 2 ft above the
BFE for the Poudre River and at least 18” above the BFE for new development and
redevelopment, 6” above the BFE for additions, substantial improvement and
accessory structures for all other floodplains.
A note is on the plans that the lowest floor (including basement or crawl space) and
HVAC will be required to be elevated above the regulatory flood protection
elevation. Non-residential structures can be floodproofed instead of elevated to the
regulatory flood protection elevation.
A typical drawing detail is included for each foundation type proposed (slab-on-
grade, basement, crawl space) showing the elevation of the HVAC and lowest floor
elevation (which includes bottom of the basement or crawl space) relative to the BFE.
If garages are not going to be elevated to the regulatory flood protection elevation,
then a note is included stating the following requirements:
There shall be 1 square inch of venting for every 1 square foot of enclosed
area.
The bottom of the venting shall not be higher than 1 foot above grade.
The venting shall be on at least two sides, preferably on upstream and
downstream sides. (Does not have to be divided equally).
For manufactured homes, a note is included stating that all submittal requirements on
separate sheet titled “Installation of a Mobile Home Located in a Floodplain:
Submittal Requirements” shall be met.
A note is on the plans stating that a floodplain use permit will be required for each
structure and each site construction element (detention ponds, bike paths, parking
lots, utilities, etc.) in the floodplain.
A note is on the plans stating that a FEMA elevation or floodproofing certificate will
be completed and approved before the CO is issued for any structures in the
floodplain. This is required even if property is only in a City floodplain.
Drainage Report
The site is described as being in the floodplain. Floodplain name and if the floodplain
is a FEMA or City-designated is described. Any floodway or erosion buffer zones on
the site are described.
The FEMA FIRM panel # and date and/or the Master Plan information is cited.
A copy of the FIRM panel with the site location marked is included in the report.
If a floodplain modeling report has been submitted, that report is referenced. The
reason for the floodplain modeling report is described.
If a FEMA CLOMR or LOMR is going to be needed, the reason for the CLOMR or
LOMR is described.
If a FEMA LOMR is required after construction, this is stated in the report.
The location of the structures relative to the floodplain is described. If there is both a
FEMA and a City floodplain on the site, the location of the structures relative to both
is described.
The use of the structures is described. This is to determine if the structure is
residential, non-residential, or mixed-use. Also, structures in all 100- year and Poudre
River 500-year floodplains cannot be used as a critical facility. (See Chapter 10 of
City Code for definitions.)
The report describes how the development will be in compliance with the applicable
floodplain regulations (Chapter 10 of City Code). (Examples: elevation of lowest
floor above regulatory flood protection elevation, floodproofing, floodway
regulations, erosion buffer zone regulations, no-rise, etc.)
The type of foundation construction for the structures (i.e. slab-on-grade, crawl space,
basement, etc.) is discussed in the report.
The type of foundation matches with the details shown on the grading plan.
The report states that the lowest floor (including basement or crawl space) and HVAC
will be required to be elevated above the regulatory flood protection elevation. Non-
residential structures can be floodproofed instead of elevated to the regulatory flood
protection elevation.
If garages are not going to be elevated to the regulatory flood protection elevation,
then a note is included stating the following requirements:
There shall be 1 square inch of venting for every 1 square foot of enclosed
area.
There bottom of the venting shall not be higher than 1 foot above grade.
The venting shall be on at least two sides, preferably on upstream and
downstream sides. (Does not have to be divided equally).
If a non-residential structure is to be floodproofed, then a note is included stating that
all requirements on separate sheet titled “Floodproofing Guidelines” shall be met.
(Floodproofing guidelines can be obtained at http://fcgov.com/stormwater/pdf/fp-
floodproofing.pdf)
For manufactured homes, a note is included stating that all submittal requirements on
separate sheet titled “Installation of a Mobile Home Located in a Floodplain:
Submittal Requirements” shall be met. (Mobile Home guidelines can be obtained at
http://fcgov.com/stormwater/pdf/fp-mobilhome.pdf)
The report states that a floodplain use permit will be required for each structure and
each site construction element (detention ponds, bike paths, parking lots, utilities,
etc.) in the floodplain.
A note is in the report stating that a FEMA elevation or floodproofing certificate will
be completed and approved before the CO is issued.
In the compliance section, Chapter 10 of City Code is listed.
FEMA CLOMR Approval
If a FEMA CLOMR is required, the necessary modeling has been submitted and
approved by the City.
Additional Comments:
________________________________________________________________________
________________________________________________________________________
________________________________________________________________________
________________________________________________________________________
________________________________________________________________________
Updated 11/29/2007
Terms to Note
Lowest Floor Elevation – Elevation of the lowest floor of the lowest enclosed area
(including bottom of basement or crawlspace). This is not the same as finished floor. The
lowest floor should be distinguished from finished floor on plans and reports.
Regulatory Flood Protection Elevation – For all floodplains except the Poudre River, the
regulatory flood protection elevation is eighteen (18) inches above the base flood
elevation. For the Poudre River floodplain, the regulatory flood protection elevation is
twenty-four (24) inches above the base flood elevation. If there is both a FEMA and a
City BFE, the higher BFE should be used to determine the regulatory flood protection
elevation.
Additional floodplain terminology is defined in Chapter 10 of City Code.
NOTE: Issues specific to individual sites may arise that result in additional
requirements. These will be discussed during initial meetings with the applicant.
G
APPENDIX G
SOILS INFORMATION, FIGURES, TABLES
AND
EXCERPTS FROM REPORTS
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✫ ✺ ✯ ✵ ✵ ✹ ✝ ✲ ✟ ✢ ✜ ✓ ✻ ✎ ✼ ☎ ✽ ✏ ✾ ✵ ✿ ❀ ✄ ❁ ✟ ☎ ❂ ✓ ❃ ❄ ✛ ❅ ✟ ✄ ✆ ✠ ✢ ☎ ✗ ✖ ✆ ✖ ✒ ✟ ✗ ✖ ✱ ✶ ✎ ✆ ✓ ✠ ✄ ☎ ✟ ✕ ☎ ✕ ✖ ✏ ✆ ☎ ✒ ✠ ☎ ☛ ✌ ✓ ✏ ✟ ✏ ✏ ✶ ✓ ☎ ✢ ✒ ✄ ✠ ✟ ✣ ✠ ✓ ✄ ✌ ✟ ✟ ✎ ✷
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✗ ✌ ✓ ✡ ✆ ✟ ☎ ✒ ✝ ✠ ✄ ✖ ✆ ✎ ✟ ✔ ❊ ✄ ✆ ✝ ✝ ✟ ✡ ✟ ✎ ✎ ✎ ✠ ✟ ✟ ✠ ✝ 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 ✿ ✸ ✻ ✵ ✽ ✻ ✶ ● ✾ ✶ ✵ ✶ ✷ ✳ ✿ ✳ ✸ ✾ ✿ ✶ ❊ ✼ ❇ ✲ ✶ ✻ ✻ ❇ ✳ ❇ ❇ ✷ ✷ ✾ ✴ ✵ P P ❖ ✺ ✲ ✲ ✲ ✵ ❁ ✳ ✶ ✳ ✸ ✲ ✲ ✿ ✳ ✼ ❇ ❇ ❍ ❍ ✷ ✺ ✵ ✵ ✾ ❇ ✾ ✿ ✿ ✵ ✺ ✴ ✵ ✸ ✶ ✲ ✻ ✿ ❇ ✳ ✶ ✴ ✏ ❘ ◗ ◗ ❉
✹ ✾ ✸ ❀ ✆ ✶ ✲ ✸ ✶ ✲ ❄ ✾ ✵ ❄ ✶ ✶ ❆ ✴ ❇ ☞ ❃ ✲ ✼ ◆ ✶ ✴ ✏ ✎ ❘ ❑ ❑ ❑
✁ ☛ ☛ ✲ ✲ ✸ ✷ ✿ P P ✷ ❄ ✶ ✻ ✳ ✳ ✵ ✵ ✵ ✲ ❖ ❖ ✳ ✵ ✼ ✴ ✲ ❇ ✲ ✳ P ❍ ✴ ✶ ✲ ❍ ❍ ❇ ◆ ✵ ✵ ✵ ✷ ✷ ✿ ✿ ❇ ❇ ❈ ❈ ❑ ❑ ❑ ❑
■ ✹ ✶ ✶ ✒ ✿ ❁ ✺ ✸ ✶ ✵ ✁ ✑ ● ❙ ✾ ✽ ✸ ✷ ✺ ❁ ✽ ✁ ✑ ● ❉ ✻ ✷ ✸ ❃ ✶ ✸ ✼ ✶ ✳ ✾ ✲ ❁ ✶ ✿ ❂ ❃ ✶ ✸ ❄ ✿ ✷ ✺ ✵ ✳ ✶ ✵ ✵ ✍
❴ ❵ ❫ ❵ ❚ ❱ ❳ ❚ ❪ ❭ ❚ ❱ ❩ ❩ ❪ ❬ ❚ ❱ ❚ ❳ ❨ ❪ ❲ ❱ ❚ ❯ ✻ ✷ ✸ ❴ ❛ t ❲ ❖ ✷ ✾ ✽ ✶ ✸ P ✿ ✵ ✶ ❴ ❛ ❜ ❲ ☞ ✁ ✑ ● ❏ ✏
♥ ♦ ♣ ♠ ♦ ♣ ❝ ❡ ❣ ✐ ❣ ❧ ❦ ❝ ❡ ❢ ❣ ❤ ❧ ❥ ❝ ❡ ❢ ❢ ❞ ❧ ❝ ❡ ❝ ❞ ☞ ✁ ✑ ● ▲ ✏
◗ ✉ ❑ ✈ ✇ ❑ ① ▲ ② ● ③ ❑ ✈ ① ✎ ④ ♥ ② ① t ⑤ ⑥ ① ② ⑦ r ⑧ s ⑨ ⑩ ⑩ ⑦ ❶ ♥ ⑩ ♦ ② ♣ ❷ ✈ ⑩ ⑨ ③ q ④ ❸ ❷ ✈ ④ ❹ ❷ ✁ ✑ ● ❈
Hydrologic Soil Group—Larimer County Area, Colorado
(GRIT)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/13/2016
Page 1 of 4
4491820 4491840 4491860 4491880 4491900 4491920 4491940 4491960 4491980 4492000
4491820 4491840 4491860 4491880 4491900 4491920 4491940 4491960 4491980 4492000
500030 500050 500070 500090 500110 500130 500150 500170
500030 500050 500070 500090 500110 500130 500150 500170
40° 34' 43'' N
104° 59' 58'' W
40° 34' 43'' N
104° 59' 52'' W
40° 34' 37'' N
104° 59' 58'' W
40° 34' 37'' N
104° 59' 52'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 45 90 180 270
Feet
0 10 20 40 60
Meters
Map Scale: 1:960 if printed on A portrait (8.5" x 11") sheet.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
34 Fort Collins loam, 0 to 1
percent slopes
B 0.0 0.0%
62 Larimer-Stoneham
complex, 3 to 10
percent slopes
B 0.6 36.5%
73 Nunn clay loam, 0 to 1
percent slopes
C 1.0 59.7%
81 Paoli fine sandy loam, 0
to 1 percent slopes
A 0.1 3.8%
Totals for Area of Interest 1.8 100.0%
Hydrologic Soil Group—Larimer County Area, Colorado GRIT
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/13/2016
Page 3 of 4
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Larimer County Area, Colorado GRIT
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/13/2016
Page 4 of 4
Survey Area Data: Version 10, Sep 22, 2015
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Apr 22, 2011—Apr 28,
2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Hydrologic Soil Group—Larimer County Area, Colorado
(GRIT)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/13/2016
Page 2 of 4
❜ ✇ 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
✣✣✛★
★✣✢✤✜✜✜★
✢✤✛✜ ✧ ✥
✪★ ✜✤ ✥
✣✣✣
✣✦✜✪✛★✣✜
✦★★★✣✜ ✩ ✥
✦★ ✜✜ ✥
✣✣✣
✣✤✛✣✛✤✪✜
★✤✪✤✧★ ✛ ✥
✣★ ✜✢ ✥
✣✣✣
✣✢✣★✤✧✪
✩✛✪ ✣✪✧ ✥
✜ ✣★✜✦ ✥
✢✣✤✛✣✜✛★
★✦✛✛★ ✤ ✥
✦✦✜ ✛ ✥
✣✣✣✜
✣✣✣★✜✤✣✜
✪✪✦✣✤★ ✩ ✥
✣★ ✜✤ ✥
✣✣✣
✣✜✦✧✢✪✜
✣✩✜✢✪✜ ✧ ✥
✛★ ✜✢ ✥
✣✣✣
✜✧✣✧✦✧✜★
✢✪✜✦ ★★✢ ✥
✣ ✣★✦✢ ✥
✢✣✩✛✢✦★
✣★✜✦★ ✢ ✥
✛★ ✣ ✥
✣✣✩
✣✜✛✣✛✢✣✜
✦✤✪★✣★ ✩ ✥
✣★ ✜✩ ✥
✣✣✣
✣✤✪✩✧✪✜
✢✜✛✧✪✜✢ ✛ ✥
✜★ ✜★ ✥
✣✣✣
✜✧✣✛✜✤✤
✦✤✪ ✤✛ ✥
✜ ✣★✪✧ ✥
★✣✜✦✛✜✪★
✛✧✛✪ ✤ ✥
✛✤ ✜✤ ✥
✣✣✣
✣✪✦✧✧✣✜
✜✩✜✧✣✜ ★ ✥
✦★ ✜✩ ✥
✣✣✣
✣✦✛✧✜✩✪✜
✧✜✪✩✪✜✢ ★ ✥
✣★ ✜✩ ✥
✣✣✣
✣✢✣✢✛✤✢
✤✦✜✢ ✣✜✢ ✥
✣ ✣★✩✤ ✥
✢✣✣✣✣✦★★
✧✧✤★★ ✤ ✥
✜★ ✜✧ ✥
✣✣✣
✣✪✩✧✩✣✜
✪ ★✣✛✩✣✜ ✥
★✜✜ ✣ ✥
✣✣✣✜
✣✪✧✛✪✣★✜
✧✧✤✣★✜ ✪ ✥
✧★ ✣ ✥
✣✣✢
✣✧✣✪✣✧✧
✤✦✧ ✦★✩ ✥
✩ ✣✣✛✜ ✥
✪✣✧✩✜✛✤★
✦✣✪✤★ ✢ ✥
✛✪✛ ✧ ✥
✣✣✧
✣✣✜✪★✣✜✜
✜✪✛✜✧✤★
✣★ ✜✢ ✥
✣✣✣
✣✩✢✧✜✜★✜
✜✦✪✜★✜✢ ✪ ✥
✦★ ✜★ ✥
✣✣✣
✣✧✣✦✩✜✩
✛✛✩ ✦✛✜ ✥
✣ ✣✣★✢ ✥
✪✣✦✣★✩✢★
★✪✢✜✢★
✪✤✦ ★ ✥
✣✣✧
✣✪✢✜✛✜✜✜
✩✩✪✜✜✜✢ ✜ ✥
✛★ ✜✧ ✥
✣✣✣
✣★✣✤✛✛★✜
✢✩★✛★✜ ✩ ✥
✜★ ✜✦ ✥
✣✣✣
✜✣✧✪✪✣✜
✢✧✣ ★✦ ✥
✜ ✣★✧★ ✥
✪✣✤✢✧✧★
✣✦✜✧★ ✢ ✥
✪✦✦ ✦ ✥
✣★✤
✣✣✦✜✜✛✜✜
✢✣✛✛✢★ ✦ ✥
★★ ✦ ✥
✣✣✧
✜✛✪✪✪★✜
✜✣✜✧✧★ ★ ✥
✣★ ✜✤ ✥
✣✣✣
✧✣✛✪✤✜✜
✢✪✜✜✜ ✤✦ ✥
✜ ✣✣✣✜✜ ✥
✪✣✣✪✣✜✩★
✧✦✛✩★ ✢ ✥
✜★ ✜✤ ✥
✣✣✣
✣✣✤✪✦✦✜✜
✤✢✪✦✜✜ ✤ ✥
✪★ ✜ ✥
✣✣✤
✣✩✩✦★★✜
✜✩★★✜ ★ ✥
✛★ ✜★ ✥
✣✣✣
✜✣✤✩✦✛✛✜
✢✛✛ ✣✩★ ✥
✣ ✣★✩ ✥
✛✣✣✪✣✛✣✤
✪ ✧✤✪✣✤ ✥
✦★ ✜✦ ✥
✣✣✣
✣★★✤✪✜✜
✣✛✜✪✜✜ ✜ ✥
✛★ ★ ✥
✣✣✧
✣★✢✦✤★✜
✣✤✤★✜ ✦ ✥
✪★ ✣ ✥
✣✣✢
✢✣✩★✧✦✜
✢✩✜✦✜ ✧✜ ✥
✣ ✣✣✣✜✧ ✥
✤✣✪✧✦✜✤
✦✛✛✜
✛✣ ✛✣ ✥
✣★
✣★✤✢✜★✜✜
★✣✪✜✤★ ✜ ✥
✦★ ✜★ ✥
✣✣✣
✣★✤✦✦✢★✜
✜✧✤✢★✜✢ ✛✢✣ ✥
✦★ ✪ ✥
✣✧✧
★✜ ✜✣✜✤✜ ✥
★ ✛✜✛ ✣✦✦ ✥ ✥
✜ ✣✧✧✦ ✥
✤✣✩✣✛✛✤
✛✛✜✛
✛✛ ✛★ ✥
✣★
✣★✤★✜✤✜✜
✩★✦✤✜✜ ✜ ✥
✣★ ✜✢ ✥
✣✣✣
✣★✪★✪✧★✜
✦✪✣✜✧★✜
✣★ ✜✢ ✥
✣✣✣
★✜ ✜✣✢✩✛ ✥
★ ✦✛ ✪✜✢ ✥ ✥ ✥
✣✜ ✢✜✧ ✥
✣
✪✣✣✪✛✦✤
✪✜✜✢
✪✪✛ ★ ✥
✣★✛
✣✤✤✢✪✩✜✜
✪✩✣✜✩✜✜
✛★ ✜✧ ✥
✣✣✣
✣✣✦✧✛✩★✜
✩✪✤✩★✜✢
✣★ ✜✧ ✥
✣✣✣
★✜ ✪✣✤✣✪✦ ✥
✢✛★✜ ✪✪✩ ★ ✥ ✥
✛ ✣✣✦✛ ✥
✤✣✢★✜✪✤
✤✪ ✦✦ ✥
✛✢ ✜★ ✥
✣✢
✣✣✛✛✜✣✛✜
✪✛✛★✢★ ✢ ✥
✛✢ ✜ ✥
✣✣✧
✣✦✧✤✣✤✜
✤★✜✣✤✜ ✢ ✥
✜★ ✜✣ ✥
✣✣✣
★✜ ✪✣✤✪✢✪ ✥
★✜ ✛✤✪ ★✦✪ ✥ ✥ ✥
✜✧ ✤✦✜ ✥
✣
✤✣✢★✜★✤
★★ ★✜ ✥
✛✛ ✜✣ ✥
✣✪
✜✛✜ ✣✤✢✧✜ ✥
✜✣✛✜✛✜✢ ✛ ✥
✣★ ✜✧ ✥
✣✣✣
✤✜✛✧★✛✤✜
✤✦✦✜✛✤✜ ✤✪ ✥
✪★ ✜✢ ✥
✣✣✣
✪✣✣★✤✜
✜✜✤✜ ✢★ ✥
✜ ✣✣✣✜✤ ✥
✤✣★✦✜✤✤
✢✤ ✪✢ ✥
✛✦ ✛✣ ✥
✣★
✜✛✜ ✣✣★✜✛✜✛ ✥
✜✛✜✪ ✢✪✜✜✛ ✦ ✥ ✥
✣✛★ ✧ ✥
✣✣✦
✛✢✩✩✛✦✤✜
✧✧✤✦✤✜✢ ✤✢✣ ✥
✦★ ✜✪ ✥
✣✣✣
✪✣✪✜✪✢✜
✛★✢✜ ★✦ ✥
✦ ✣★★✩ ✥
✤✣✩✩✛✢✤
✦✢✜✢
✛✢ ✛✣ ✥
✣★
✜✛✜ ✜★✪✤✛✛ ✥
✧✪✜✜✛✜✢ ✜ ✥
✣★ ✜✧ ✥
✣✣✣
✣✢✣✛✪✤✜
✢✪✪✤✜ ★ ✥
✛★ ✜✢ ✥
✣✣✣
✜✣✤✪★✧✜
★✛✜✧ ★✦ ✥
✜ ✣✣✣✜✣ ✥
✤✣✤✢✜✧✤
✦✣✜✧
✛✜ ✛✣ ✥
✣★
✜✛✜ ✣✪★✣✜✦ ✥
✜✛✜✜✛✜✢
✣✩✜ ✧ ✥
✣✣★
✦✤✜★✜★✤✜
✧✪✦★✤✜✢ ✜✣✜ ✥
✜★ ✜✜ ✥
✣✣✣
✪✣✢★✦✩✜
★✛✧✩✜
✛ ✣✣✣✜★ ✥
✤✣✛✢✩✤
✦✦✦ ✦ ✥
✛✦✪ ✣ ✥
✣✣✛
✛✛✜ ✣✤✜✪✜✜ ✥
✢✩✛✛✜✢ ★ ✥
✣★✧ ✧ ✥
✣✣✦
✣★✣✦✜✤✤✜
✩✩✛✤✤✜✢ ✤ ✥
✜★ ✜✧ ✥
✣✣✣
✛✣✧✣✪✜✣✛
✜✤✜✣ ✣✛✤ ✥
✛ ✣✣★✣ ✥
✢✣✦✢✤✣✢
✦✣★✣
✛✣ ✦✣ ✥
✣✛
✛✛✜ ✣✢✦★✛ ✥
✛✛✜✪ ✢✦✛ ✥
✣★★ ✧ ✥
✣✣✦
✣✛✢✪✜✢✤✜
✧✦✦✢✤✜
✛★ ✜✤ ✥
✣✣✣
✪✣✩✜✛✜✛
✛✛✜✛ ★✤ ✥
✛ ✣★✪✩ ✥
✢✣✣✤✜✜✢
★✜ ✜★ ✥
✛✣ ✜✛ ✥
✣★
✦✛✜ ✣✤✜✣✛✜ ✥
✛✤✪✦✛✜✢ ✧ ✥
✣✤ ✜★ ✥
✣✣✣
✩✣★✪✜✧✤✜
✦✦✦✧✤✜ ✜✧✣ ✥
✦★ ✜✛ ✥
✣✣✣
✧✣★✜✜✛✛
✣✜✛✛ ★✤ ✥
✦ ✣✣✪✛ ✥
✧✣★✧✛✛✢
✤✜✜✤
✣★ ✢ ✥
✣✪✛
✦✛✜ ✣✣✜✤✜✛ ✥
✦✛✜✪ ✛✪✜✛ ✥
✣✜✪ ★ ✥
✣✣✦
✣✩✦✢✜✩✤✜
✩✩✦✩✤✜✢ ✦ ✥
✛★ ✜✣ ✥
✣✣✣
✢✣✣✢✜✦✛
✜✦✦✛ ★✦ ✥
✛ ✣✣✧✣ ✥
✪✣✪✩✜✤★✢
✛✛✪✜✤✢
✤✧✦ ✪ ✥
✣✣✣✜
✦✛✜ ✣✣✦★✜✛✛ ✥
✦✛✜✪ ★✣✜✛✛ ✪ ✥ ✥
✣✜✪ ★ ✥
✣✣✦
✣✢✩✤✣✢✜
✩★✜✣✢✜ ✩ ✥
★★ ✜✣ ✥
✣✣✣
✪✣✩✢✩✪✛
✦✦✪✛ ★✪✢ ✥
✦ ✣★✜✦ ✥
✪✣✛✛✪✩✤✢
✦✤✜✛✢✢
✦✪✛ ✣ ✥
✣✣✣✜
✦✛✜ ✣✩✛✪✦✛ ✥
✩✪✦✛✜✢ ✛ ✥
✣✜✪ ★ ✥
✣✣★
✣✢✤✩✜✜✢✜
✤✛✛✜✢✜ ✜ ✥
★★ ✣ ✥
✣✣★
✢✣✦✤★★✛
✩✛✜★✛ ★✜ ✥
✣ ✣✣✣✜✢ ✥
✪✣✣✪✜★✢✢
✣✧✜✜★✢
✤★✛ ✣ ✥
✣✣✣✜
✦✛✜ ✣✧✩✩✦ ✥
✪✜✜✦✛✜✢ ★ ✥
✣✧✜ ★ ✥
✣✣★
✣✣✦✢✜✛✢✜
✢✩✦✛✩★ ✦ ✥
✛★ ✜✢ ✥
✣✣✣
✢✤★✢✤✤✛
★★✜✤✛ ★✜ ✥
✛ ✣✣✣✜✣ ✥
✢✣✦✣✪✤✧✢
✣✢✪✜✧✤
✜★ ✜✩ ✥
✣✣✣
✦✛✜ ✣✢✢✜✛✪ ✥
✦✛✜✪ ✩✪✜✪ ✩ ✥ ✥
✣✧✛ ★ ✥
✣✣✦
✣★★✛✜✦✢✜
✧✧✛★✩★
✜★ ✜★ ✥
✣✣✣
✢✣✦✛✪✢✛
✛✢✢✛ ★✧ ✥
✛ ✣★✢✤ ✥
✢✜★✣✜✤✩✢
✜✣✪✜✩ ★ ✥
✜★ ✜✦ ✥
✣✣✣
✦✛✜ ✣✢✤✤✜★ ✥
✦✛✜✪ ✪✜✜★ ✧ ✥ ✥
✣✩✦ ★ ✥
✣✣✦
✛✧✢✤✜✪✢✜
★✧✦✪✢✜ ✩✤✛ ✥
✛★ ✜✤ ✥
✣✣✣
✛✣✧✪★✧✛
★✛✜✧ ✩✩ ✥
✦ ✣✣✣✜✜ ✥
✧✣★✦✪✣✧
✪✦✣ ✩ ✥
✣★ ✦ ✥
✣★✦
✪✛✜ ✣✩✤✧✜✜ ✥
✩✛✪✪✛✜
✜★ ✜★ ✥
✣✣✣
✣✜✛✛✜★✢✜
✣✧✛★✢✜✢ ✦ ✥
✜★ ✜★ ✥
✣✣✣
✢✣✩✛✜✛✩✛
✧✤✛✩✛ ✩✛✧ ✥
✣ ✣★★✤ ✥
✩✣✤✣✤✜✧
✩✦✜✪✦ ✛ ✥
✣★ ✜★ ✥
✣✣✣
✪✛✜ ✪✧★✢✛ ✥
✪✢✜✢✜✦✢ ✜ ✥
✜★ ✜★ ✥
✣✣✣
✣✣★✢✜✤✢✜
✜✣✪✤✢✜ ✧ ✥
✜★ ✜✣ ✥
✣✣✣
✪✣✢✧✪✣✦
✦✦✣✦ ✩✪★ ✥
✜ ✣✣✦★ ✥
✧✣✢✦✛✦✧
✛✦✦ ✢ ✥
✣★ ✧ ✥
✣✣✤
✪✛✜ ✣✧✦✛✦ ✥
✪★✢✜✦✢ ✤ ✥
✜★ ✜★ ✥
✣✣✣
✣✜✩✪✛✢✢✜
✜✢★✢✢✜ ✧ ✥
✛★ ✜✜ ✥
✣✣✣
✦✣✪✣✧✜✦
✪✧✜✜ ✢★ ✥
✛ ✣✣✣✜✜ ✥
★✣✦✜✜✪✧
✤✛✦✤
✣★ ✜★ ✥
✣✣✣
✣✣★✢✜★✛✜
✜✪✛★✛✜ ✢ ✥
★★ ✤ ✥
✣✣✤
✣✪★★✛✧✢✜
✤✧★✧✢✜ ✪ ✥
✜★ ✜✪ ✥
✣✣✣
✦✣✩✛✩✛✦
✦✜✛✛ ✤✦ ✥
✜ ✣✣✣✜✪ ✥
✢✣✢✛✪★✧
✧✩★✧
✣★ ✜✦ ✥
✣✣✣
✣✣✤✩✛✤✛✜
✩✢✤✤✛✜✢ ✤ ✥
✛★ ✜✛ ✥
✣✣✣
✣✩✢✩✪✩✢✜
✦✪✜✜✩✢✜✢
✛★ ✜✦ ✥
✣✣✣
✦✦ ✪✣✧✪✜✜ ✥
✦✦✦✦ ✧✩ ✥
✛ ✣✣✣✜✜ ✥
✤✧ ★✣✦✩✦✜ ✥
✣✩✪✤ ✦ ✥
✣✧ ✜✤ ✥
✣✣✣
✣✛✤✧✜✢✛✜
✢✛✪✢✛✜✢ ✦ ✥
✛✧ ✜✛ ✥
✣✣✣
✤✜✪✛✦✜✧✜
✪✪✢✩✩★ ✤✜ ✥
✛★ ✜✤ ✥
✣✣✣
✦✦ ✪✣✛★★✛ ✥
✧★✧✦✦✦
✛ ✣✣✦✜ ✥
✤✧ ✪✣★✪✣✜✛ ✥
✤✧ ✤✦✛ ✥
✣✣✧ ✤ ✥
✣★✜
✣★✤✩✜✧✛✜
✣✢✛✧✛✜ ✢ ✥
✤★ ✢ ✥
✣✣✤
✣✣✦★✛✛✧✜
✣✧★✛✧✜✢ ✧ ✥
✛★ ✜✜ ✥
✣✣✣
✦✦ ✪✣✣✛✛✜✦ ✥
✦★✪✧✦✦
✛ ✣✣✦✜ ✥
✤✧ ✪✣✪✪✢✜✦ ✥
✤✧ ✣✛✜✦ ✛ ✥ ✥
✣★✪ ✤ ✥
✣✣✦
✣★✧✤✪✩✛✜
✣✤✧✩✛✜✢ ✪ ✥
✪★ ✛ ✥
✣✣✧
★✣✦✛✪✦✧✜
✜✢✩✦✧✜ ✧✧✜ ✥
★★ ✜✦ ✥
✣✣✣
✦✦ ✪✣★✣✤✪ ✥
✜✪✦✦ ✦★✢ ✥
✛ ✣✣✦✜ ✥
✤✣✜✢✤✢✧
✤✪✢✜ ✛✧✜✧ ✥
✣✦✢ ★ ✥
✣✣✦
✣★✪✜✛✣✦✜
✛✩✪✧✢★ ✪ ✥
✣★ ✜✩ ✥
✣✣✣
✪✦✜✛✜✪✧✜
✧✢✛✪✧✜ ✤✤★ ✥
✛★ ✜★ ✥
✣✣✣
✧✣✛✛✤✪✦
✧✛✜✪✦ ✩★ ✥
✜ ✣✣✩✣ ✥
✩✣✣✣✩✛✧✧
✦✦✜✣✦ ✦ ✥
✣✣✩ ✤ ✥
✣✣✛
✜✦✜ ✣✜✧✜✜ ✥
✜✪✜✦✜✢ ★ ✥
✣★ ✜✢ ✥
✣✣✣
✛✤✤✦✤✧✜ ✢★ ✥
✪✧✤✧✜ ★✜ ✥
✪★ ✜✣ ✥
✣✣✣
✢✣✩✦✦✜★✦
✢✣✦★✦ ✤✦ ✥
✣ ✣✣✣✜✢ ✥
✩✧★✜✧✦✩✧
✜✢✜✦✦ ✪✛✦ ✥
✜✤✪ ✜ ✥
✣✣✛
✜✦✜ ✣✪✢✧✛ ✥
✣✤✜✦✜✢ ✛ ✥
✣✪✪ ✢ ✥
✣✣✦
✦✢✜✦✜✧✧✜
✛✣✦✧✧✜ ✪ ✥
✣★ ✜✤ ✥
✣✣✣
✦✣✪✧✦✜✤✦
✢✜✦✤ ✤✧ ✥
✜ ✣✣✣✜✣ ✥
✢✣✧✜★✜✣✩
✪✢✜✣✩ ✜✛✤ ✥
✣✛✦ ✢ ✥
✣✣★
✣✧★✢✦✛✦✜
✧★✛✛✦✜✢ ✧ ✥
✣★✪ ✢ ✥
✣✣✦
✣✤✣✦✪✣✩✜
✩✧✩✣✩✜
✛✜✛ ✪ ✥
✣✣✣✜
✦✣✢✢✦✢✦
✪✦✢ ✦✛✤ ✥
✜ ✣✣✪✧ ✥
✩✣✣✩✜✜✩
✦✪✦✪ ★ ✥
✣★ ✜✜ ✥
✣✣✣
✣✜✦✧✦✦✜
✪✪✜✦✦✜✢ ✢✪★ ✥
✛★ ✪ ✥
✣✤✢
✤★✤✦★✜✩✜
✜✦✛✜✜✩✜ ✢✢ ✥
✣✩✜ ✩ ✥
✣✣✣✜
✦✣✤✤✛✜✧✦
✣✩✛✧ ★✢ ✥
✛ ✣✣✣✜✧ ✥
✩✣✣✦✦✛✩
✧✤✛ ★ ✥
✪★ ✣ ✥
✣✣✩
✣✤✢✛✪✪✦✜
✦✦✧✪✦✜✢ ✜★✪ ✥
✦★ ✣ ✥
✣★✧
✣✛✦✜✤✛✩✜
✢✣✪✜✛✩✜
✜✩✜ ✜ ✥
✣✣✣✜
✧✣✧✪✛✩✦
✢✜✩✦ ★✜ ✥
✣✦ ✣✣✦✧ ✥
★✣✣✜★✦✩
✪✣✜★✤ ✜✣✩ ✥
✣★ ✩ ✥
✣✣✩
✣✣✢✜✜★✦✜
✧✤✛★✦✜ ✢ ✥
✜★ ✜✪ ✥
✣✣✣
✣✦✤✪✦✦✩✜
✧✩✦✦✩✪
✜✣✦ ✛ ✥
✣✣★
✪✣✢✣✤✜✣✪
✣✜✜✣✪ ✦★✢ ✥
✛ ✣✣✦✢ ✥
★✣✣★✤✪✩
✩✪✜✩✦ ✪✛✤ ✥
✣★ ✜✧ ✥
✣✣✣
✣✩✛✧✜✤✦✜
✩✜✪✤✦✜✢ ✧ ✥
✜★ ✜★ ✥
✣✣✣
✣✩★✧✜✪✩✜
✩✩✛✪✩✜
✛✜✜ ✣ ✥
✣✣✢
✪✣✜★✧✦✜✪
✛✦✜✜✪ ✩✛✤ ✥
✜ ✣★✜✢ ✥
✢✣✛✛✤✜★✩
✪ ✛✢✦★✩ ✥
✛★ ✜★ ✥
✣✣✣
✣✣✦✦✜✢✦✜
★✣✦✢✦✜✢ ★ ✥
✣★ ✜✩ ✥
✣✣✣
✣✪✛✣✦★✩✜
✪✩✤★✩✜
✣✜✜ ✩ ✥
✣✣✣✜
✪✣★✦✛✛✪
★✪★✛
✜ ✣✣✣✜✦ ✥
✩✣★✢✛✤✩
✦✤✧✜ ★✛✢✣ ✥
✛★ ✜✜ ✥
✣✣✣
✣✪✛✢✧✦✜
✤✤✜✧✦✜ ✜ ✥
✜★ ✜✪ ✥
✣✣✣
✢✢✣★✢✤✩✜
✦✛✢✜✤✩✜ ✛★ ✥
✜★ ✜✣ ✥
✣✣✣
✪✣✤✣✛✦✪
✢✦✦ ✣✪✧ ✥
✜ ✣✣✧✩ ✥
★✣✧✢✪✢✩
✩✣✜✪✪ ✤✧✢ ✥
✜★ ✜✪ ✥
✣✣✣
✣★✛✤✩✦✜
✦✪✜✩✦✜✢ ✪ ✥
✣★ ✜★ ✥
✣✣✣
✣✤✪✜✣✣✛
✦✦✤✛✧ ✤ ✥
✜★ ✜✤ ✥
✣✣✣
✢✣✢✦✦✪✪
✢✢✪✪ ✢✪ ✥
✜ ✣✣✣✜✪ ✥
✩✣✢✧✜✧✩
★✛✧ ✢ ✥
✜★ ✢ ✥
✣✣✤
✣✩✢✩✣✪✜
✢✤✣✪✜✢ ✪ ✥
★★ ✣ ✥
✣✣✦
✣✛✛✦✜✣✛
✪✜✢✦✪ ✧ ✥
✛★ ✣ ✥
✣✣✛
✪✣✢✦✛★✪
✪★★ ★✦ ✥
✜ ✣✣✣✜✣ ✥
✢✣✣✢✪✩✩
✧✣✜✩✩ ✜ ✥
✜★ ✜✜ ✥
✣✣✣
✜✪✜ ✣✪✛✪✜✜ ✥
✤✛✦✜✪✜ ✧ ✥
✣★ ✜✢ ✥
✣✣✣
✢✩✣✧✩✛✣✛
✛★✛✛✦✣✪
✤✤✦ ✣ ✥
✣✣✣✜
✪✣✛✩★✤✪
★✦✜✤ ✧✜✧ ✥
✦ ✣✣✣✜✤ ✥
✜✣✧✩✪✣✣✜
✢★✣✣ ✛ ✥
✜★✛ ✧ ✥
✣✣★
✜✪✜ ✣✤✢✩✜✛ ✥
✜✪✜✪ ✤✦✜✛ ✜ ✥ ✥
✣✛★ ✢ ✥
✣✣✦
✣✢✤✦✦✜✣✦
✦✢✢✜✣✦ ✦✪✤ ✥
✜★ ✜✣ ✥
✣✣✣
✢✣✧✛✦✜✢✪
✪✣✦✢✪ ✩✩ ✥
✣ ✣✣✣✜★ ✥
✢✣✢✧✤✜✣✜
✢★✜✜✣✜ ✧ ✥
✣★ ✜✧ ✥
✣✣✣
✣✣✧✤✪✛✪✜
✛★✢✛✪✜
✢★ ✜ ✥
✣✣✢
✜✢✣✪✛✛✣✦
✤✩★ ✛★★✛✣✦ ✥
✜★ ✜★ ✥
✣✣✣
✢✣✩✤✛✜✧✪
✜✩✛✧✪ ✤✦ ✥
✣ ✣✣✣✜★ ✥
✢✣✛✪✦✜✛✣✜
✧✣✦✛✣✜
✣★ ✜✤ ✥
✣✣✣
✣✣✢✢✦✦✪✜
★✤✧✛✧★ ✤ ✥
★★ ✜✣ ✥
✣✣✣
✪✣✣✤✩✩✪
✣✛✛✩ ★✦ ✥
✦ ✣✣✣✜✛ ✥
✜✣✣✛✣✦✦✣✜
✦✩✤✦✣ ✛ ✥
✜✤✜ ★ ✥
✣✣✣✜
✣✪✣✩✪✪✜
✢✣✛✪✪✜ ★ ✥
✛★ ✜★ ✥
✣✣✣
✎ ✌ ✄ ✄ ✫ ✞
Ͳ
✬ ✁ ✮✠ ✭✟ ✑
✎ ✌ ✄ ✄ ✫ ✞
✬ ✁ ✮✠ ✭✟ ✑
✎ ✌ ✄ ✄ ✫ ✞
✬ ✁ ✮✠ ✭✟ ✑
✬ ✁ ✮✠ ✭✟ ✑
✎ ✌ ✄ ✄ ✫ ✞