HomeMy WebLinkAboutRIVER MODERN - PDP - PDP150005 - REPORTS - DRAINAGE REPORT (3)PRELIMINARY DRAINAGE REPORT
River Modern Subdivision
900 E. Stuart Street
Prepared for:
BHA Design
1603 Oakridge Drive
Fort Collins, CO 80524
970-223-7577
Prepared by:
Interwest Consulting Group
1218 West Ash, Suite C
Windsor, Colorado 80550
(970) 460-8488
April 20, 2015
Job Number 1223-131-00
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 .................................................................................................... 6
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,
FLOODPLAIN PLAN AND GRADING PLAN
APPENDIX B HYDROLOGIC COMPUTATIONS
APPENDIX C HYDRAULIC COMPUTATIONS
APPENDIX D WATER QUALITY AND LID CALCULATIONS
APPENDIX E SPRING CREEK 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 north of Stuart Street between Stover Street and Lemay
Avenue, Fort Collins, Colorado. More specifically it is known as the west 264 feet of
Tract 7 of East Acres, being a portion of the W1/4 of the NW1/4 of Section 24, 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.
The project is located north of E. Stuart Street and south of Spring Creek. Shadowbrook
PUD is located to the west of the project and the Springmeadows Condos property and
Replat of Stuart Hill PUD are located to the east.
1.2 Description of Property
The property is approximately 4.4 acres in size and will consist of 30 single family paired
homes along with the conversion of an existing residential structure into a Child Care
Center. The site will be served by three undersized private drives which account for the
majority of the proposed pavement area.
The land currently slopes to the north at about 6%. The majority of the land is currently
vacant with an existing house, garage and shed located in the southeast corner of the
property. The majority of the ground cover is pasture. There are small offsite flows onto
the property from the east.
The existing soil type on-site consists of Kim loam (48%), Altvan Satanta loams (21%),
Stoneham loam (13%) and Satanta loam (4%) which are classified as Type B by the
Natural Resources Conservation Service. The remaining soil type is Nunn clay loam
(14%) which is classified as Type C and is located in the area of Spring Creek. Soil
information is located in Appendix G.
Spring Creek is located in the north portion of the property. The property is located
within a FEMA 100-year floodplain (FEMA FIRM Panels 08069C0983H and
08069C0979H, effective 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 Spring Creek Master Drainage Basin.
2.2 Sub-basin Description
The existing site drains to the north and discharges directly into Spring 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 the majority of the site will be routed through porous pavers before entering a
water quality pond thereby reducing runoff from impervious surfaces over permeable
areas to slow runoff and increase the time of concentration and promote infiltration.
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Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow
Release
The porous pavers help reduce total runoff by allowing the water to infiltrate. The water
quality pond located north 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 water quality pond, bank stabilization is unnecessary with this
project. No changes to the main Spring Creek channel floodway are proposed.
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 a fully sized water
quality pond and porous pavers.
Runoff reduction practices (LID techniques) are also required. No less than fifty percent
of any newly added impervious area must be treated using one or a combination of LID
techniques. The project adds 84,292 sf of new impervious area. Using the porous paver
LID technique, 57,580 sf of new impervious area (68%) will be treated which exceeds the
50% requirement. The City has dictated that a 3:1 area ratio flowing to pavers is the
maximum allowed for this 50% requirement. With this ratio, the total treatment of new
impervious allowed is only 20,121 sf. Paver suppliers have stated that more than 3:1 is
justifiable. The current design does not meet the 3:1 standard and requires an Alternative
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Compliance/Variance Application; however, full water quality is being provided in the
water quality pond to offset this deficiency.
No less than twenty five percent of any newly added pavement areas must be treated
using a permeable pavement technology. The project adds 32,280 sf of new pavement
area. This project will incorporate 6,707 sf of porous pavers which is 21% of the newly
added pavement. This is less than the required 25% and requires an Alternative
Compliance/Variance Application. The shortfall is due to the proposed utility mains in
the drives and City’s desire not to put pavers over these areas of City owned water and
sewer. There are very few locations on this site that are appropriate for paver
technologies. The design as proposed maximizes the use of the pavers without putting
them in locations where they will not be effective (i.e. the high side of the site). In order
to offset this shortcoming, full water quality is being provided in the water quality pond.
Please refer to Appendix D for LID calculations and exhibit and the Alternative
Compliance/Variance Applications.
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. Full water quality is provided because of the shortfalls in LID and
pervious paver percentage discussed above.
Interwest has studied the impact of the proposed project on the peak flow in Spring
Creek. This work has verified that the project area, even with an increased
imperviousness does not impact the overall peak flow in Spring Creek, and therefore the
site does not need detention (required in the Master Plan to keep the Spring Creek peak
5
flow at or below existing conditions). Three models were used to show that our site does
not increase the peak flow of Spring Creek:
1. Existing Conditions City Model: File name: SCAB100
2. Current Conditions City Model with SWMM Basin 226 split into two basins (226
and 999) where Basin 999 is the project site with current impervious conditions
modeled: File name: SCAB100EX
3. Proposed Conditions City Model with SWMM Basin 226 split into two basins
(226 and 999) where Basin 999 is the project site with proposed impervious
conditions modeled: File name: SCAB100PROP
The results of the SWMM model show that the existing peak flow of Spring Creek in this
area (SWMM conveyance ID 425) is 2,438.2 cfs at a time of 46 minutes. By splitting
Basin 226 and adding the new imperviousness of the site into the model, the 100-year
flow of Spring Creek is 2,437.9 cfs at 46 minutes. Therefore, the proposed condition
does not increase the peak of Spring Creek (because of the time of concentration of the
site versus the sub-basin and the 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 Spring 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 City of Fort Collins floodway and FEMA special flood hazard area
(Panels 08069C0983H and 08069C0979H). Therefore, 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.
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The discharge pipe for the water quality pond will extend into the Spring Creek’s
floodway and daylight at the invert of the channel. Also, a trail will extend through the
floodway on the south side of Spring Creek. All existing ground within the floodway will
be returned to same condition and elevation once the pipe and trail are in place; and
therefore, no fill or cut will occur in the floodway. A Floodplain Use Permit Application
for any work (outlet pipe and trail) performed in the Spring Creek floodplain will be
required. A City “No Rise Certification” will be required for work in the floodway and
will be provided during final design.
The four northern most structures are located outside of the floodplain boundary. The
closest building to the floodplain is 6.8’ south of and outside of the floodplain. Survey
will be required prior to construction proving that the buildings are located outside of the
floodplain.
3.7 Modifications of Criteria
We are requesting modifications to criteria at this time for the proposed development. A
variance from the 25% porous paver requirement and the 50% LID treatment requirement
(refer to Section 3.3) and from the Master Plan detention requirement (refer to Section
3.4).
4. DRAINAGE FACILITY DESIGN
4.1 General Concept
The majority of the proposed development will be collected and conveyed to the
proposed water quality pond on the northern most portion of the site where it will be
treated before being released. The pond outfall will discharge to a 18-inch storm pipe and
into Spring Creek. This system discharges into Spring Creek. An emergency overflow
spillway will be constructed and will be designed to pass the 100-year flow.
4.2 Specific Flow Routing
A summary of the drainage patterns within each basin is provided in the following
paragraphs.
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Basin A is 2.58 acres and includes the majority of the site. Runoff from this basin will
sheet to the drive aisle and then flow via curb and gutter to design point A where a 10’
Type R sump inlet will collect it. The inlet and storm system will convey flow to the
water quality pond located to the north.
Basin B is 0.74 acres and includes the four north duplexes. This basin sheet flows north
to the water quality pond. This basin includes the water quality pond.
Basin C is 0.26 acres and includes the southern most portion of the site adjacent to East
Stuart Street. This basin includes the north half of East Stuart along the frontage of the
property. Runoff from this basin will continue to follow existing conditions and sheet
south to East Stuart Street where it will then flow west to existing inlets located in East
Stuart Street.
Basin D is 0.79 acres and includes the northern most portion of the lot. Runoff from this
basin will sheet north to Spring Creek.
Water will be treated for water quality in the water quality pond located south of Spring
Creek in the flood fringe. Water will be released to the north to Spring Creek. Please
refer to Appendix D for water quality capture volume calculations and pond volume
table.
4.3 Drainage Summary
Drainage facilities located outside of the right of way (including, water quality pond,
proposed storm drain system, pavers, and the pond outlet) 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 inlet protection, sediment
control logs in swales, sediment basins 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.
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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.
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
DRAINAGE AND EROSION CONTROL PLAN,
FLOODPLAIN PLAN
GRADING 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 2.58 0.69 0.86 5.0 5.0 8.6 22.1 10' Type R Inlet
b B 0.74 0.42 0.53 5.0 5.0 1.5 3.9 WQ Pond
c C 0.26 0.76 0.95 5.0 5.0 0.9 2.4 Stuart Street
d D 0.79 0.16 0.20 11.0 10.9 0.5 1.2 Spring Creek
1 OS-1 0.41 0.41 0.52 13.4 13.4 0.6 1.5 Off-site through pond spillway to Spring Creek
Page 8
Interwest Consulting Group
RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: 900 E. Stuart
PROJECT NO: 1223-131-00
COMPUTATIONS BY: es
DATE: 4/15/2015
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 B Soils Runoff %
coefficient Impervious
C
Streets, parking lots (asphalt): 0.95 100
Sidewalks (concrete): 0.95 96
Roofs: 0.95 90
Pavers: 0.50 40
Landscape Areas (Average, Sandy) : 0.15 0
Landscape Areas (Steep, Sandy) : 0.20 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)
Existing
Lot 4.36 190,082 4,318 6,673 0 4,119 174,972 0.21 8
Proposed
Lot 4.36 190,082 36,284 36,072 4,756 22,290 90,680 0.56 48
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
4-15-15 FC FLOW.xls
Interwest Consulting Group
RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: 900 E. Stuart
PROJECT NO: 1223-131-00
COMPUTATIONS BY: es
DATE: 2/19/2015
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 B 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, Sandy) : 0.15 0
Landscape Areas (Steep, Sandy) : 0.20 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 2.58 112,292 27,436 27,448 6,707 17,807 32,894 0.69 64
B 0.74 32,260 8,848 0 0 2,163 21,249 0.42 31
C 0.26 11,130 0 6,673 0 1,831 2,626 0.76 76
A-C 3.57 155,682 36,284 34,121 6,707 21,801 56,769 0.64 58
D 0.79 34,400 0 0 0 489 33,911 0.16 1
Total Lot 4.36 190,082 36,284 34,121 6,707 22,290 90,681 0.55 48
GRAVEL AREA (SF)
OS-1 0.41 17,944 1,169 1,546 6,763 239 8,227 0.41 31
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
4-15-15 FC FLOW.xls
Interwest Consulting Group
STANDARD FORM SF-2
TIME OF CONCENTRATION - 2 and 10 YR
LOCATION: 900 E. Stuart
PROJECT NO: 1223-131-00
COMPUTATIONS BY: es
DATE: 2/19/2015
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 2.58 0.69 20 2.0 2.7 400 5.0 0.016 4.5 1.5 4.2 420 12.3 5.0
b B 0.74 0.42 17 25.0 1.8 125 4.0 0.030 2.1 1.0 2.8 142 10.8 5.0
c C 0.26 0.76 5 2.0 1.1 267 1.3 0.016 2.3 1.9 3.0 272 11.5 5.0
d D 0.79 0.16 15 25.0 2.3 250 0.2 0.030 0.5 8.7 11.0 265 11.5 11.0
1 OS-1 0.41 0.41 95 1.0 12.5 515 4.6 0.030 2.3 3.7 16.2 610 13.4 13.4
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
4-15-15 FC FLOW.xls
Interwest Consulting Group
STANDARD FORM SF-2
TIME OF CONCENTRATION - 100 YR
LOCATION: 900 E. Stuart
PROJECT NO: 1223-131-00
COMPUTATIONS BY: es
DATE: 2/19/2015
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 2.58 0.69 0.86 20 2.0 1.6 400 5.0 0.016 4.5 1.5 3.1 420 12.3 5.0
B B 0.74 0.42 0.53 17 25.0 1.5 125 4.0 0.03 2.1 1.0 2.5 142 10.8 5.0
C C 0.26 0.76 0.95 5 2.0 0.5 267 1.3 0.016 2.3 1.9 2.4 272 11.5 5.0
D D 0.79 0.16 0.20 15 25.0 2.2 250 0.2 0.03 0.5 8.7 10.9 265 11.5 10.9
1 OS-1 0.41 0.41 0.52 95 1.0 10.6 515 4.6 0.03 2.3 3.7 14.4 610 13.4 13.4
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
4-15-15 FC FLOW.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 2-Yr Storm)
LOCATION: 900 E. Stuart
PROJECT NO: 1223-131-00
COMPUTATIONS BY: es
DATE: 2/19/2015
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 2.58 0.69 5.0 2.85 5.1 5.1
B B 0.74 0.42 5.0 2.85 0.9 0.9
C C 0.26 0.76 5.0 2.85 0.6 0.6
D D 0.79 0.16 11.0 2.14 0.3 0.3
1 OS-1 0.41 0.41 13.4 1.97 0.3 0.3
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
4-15-15 FC FLOW.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 10-Yr Storm)
LOCATION: 900 E. Stuart
PROJECT NO: 1223-131-00
COMPUTATIONS BY: es
DATE: 2/19/2015
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 2.58 0.69 5.0 4.87 8.6 8.6
B B 0.74 0.42 5.0 4.87 1.5 1.5
C C 0.26 0.76 5.0 4.87 0.9 0.9
D D 0.79 0.16 11.0 3.65 0.5 0.5
1 OS-1 0.41 0.41 13.4 3.36 0.6 0.6
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
4-15-15 FC FLOW.xls
Interwest Consulting Group
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 100-Yr Storm)
LOCATION: 900 E. Stuart
PROJECT NO: 1223-131-00
COMPUTATIONS BY: es
DATE: 2/19/2015
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 2.58 0.86 5.0 9.95 22.1 22.1
B B 0.74 0.53 5.0 9.95 3.9 3.9
C C 0.26 0.95 5.0 9.95 2.4 2.4
D D 0.79 0.20 10.9 7.49 1.2 1.2
1 OS-1 0.41 0.52 13.4 6.85 1.5 1.5
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
4-15-15 FC FLOW.xls
C
APPENDIX C
HYDRAULIC CALCULATIONS
D
APPENDIX D
WATER QUALITY
AND
LID CALCULATIONS
Stormwater
Alternative Compliance/Variance Application
City of Fort Collins Water Utilities Engineering
Section A: Engineer/Owner Information
Engineer Name____________________________________________Phone___________________________
Street Address_____________________________________________________________________________
City__________________________________________State________________________Zip_____________
Owner Name______________________________________________Phone___________________________
Street Address_____________________________________________________________________________
City__________________________________________State________________________Zip_____________
Project Name______________________________________________________________________________
Project/Application Number from Development Review (i.e. FDP123456)__________________________
Legal description and/or address of property
Description of Project
Existing Use (check one): ☐ residential ☐ non-residential ☐ mixed-use ☐ vacant ground
Proposed Use (check one): ☐ residential ☐ non-residential ☐ mixed-use ☐ other____________________
If non-residential or mixed use, describe in detail
__________________________________________________________________________________________
Section C: Alternative Compliance/Variance Information
Section B: Proposed Project Information
What is the alternative compliance/variance request? (please include applicable Drainage Criteria Manual
volume, chapter and section, as well as reference to locations in plan set, drainage report, etc.)
What circumstances justify this request?
page 2
The owner agrees to comply with the provisions of the zoning ordinance, building code and all other
applicable sections of the City Code, Land Use Code, City Plan and all other laws and ordinances
affecting the construction and occupancy of the proposed building that are not directly approved by
this variance. The owner understands that if this variance is approved, the structure and its occupants
may be more susceptible to fl ood or runoff damage as well as other adverse drainage issues.
Signature of owner:_____________________________________________Date:_______________________
The engineer hereby certifi es that the above information, along with the reference plans and project
descriptions is correct.
Signature of engineer:___________________________________________Date:_______________________
PE STAMP
If you have questions or need assistance fi lling out forms, contact Fort Collins Utilities at:
Phone: 970-221-6700 · TDD 970-224-6003
Web: fcgov.com/stormwater · Email: WaterUtilitiesEng@fcgov.com
Utilities
Office use only
Date complete application submitted:_____________
Date of approval/denial:__________________________ Variance: ☐ approved ☐ denied
Staff justification/notes/conditions:
Approved by:__________________________________
Entered in UtilityFile Database? ☐ yes ☐ no
E
APPENDIX E
SPRING CREEK INFORMATION (SWMM MODEL)
F
APPENDIX F
FLOODPLAIN INFORMATION
AND
CITY OF FORT COLLINS FLOODPLAIN REVIEW CHECKLIST FOR 50%
SUBMITTALS
G
APPENDIX G
SOILS INFORMATION, FIGURES, TABLES
AND
EXCERPTS FROM REPORTS
Hydrologic Soil Group—Larimer County Area, Colorado
(900 E. Stuart)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/18/2015
Page 1 of 4
4490290 4490320 4490350 4490380 4490410 4490440 4490470 4490500 4490530 4490560
4490290 4490320 4490350 4490380 4490410 4490440 4490470 4490500 4490530 4490560
494640 494670 494700 494730 494760 494790 494820
494640 494670 494700 494730 494760 494790 494820
40° 33' 56'' N
105° 3' 48'' W
40° 33' 56'' N
105° 3' 39'' W
40° 33' 47'' N
105° 3' 48'' W
40° 33' 47'' N
105° 3' 39'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 50 100 200 300
Feet
0 20 40 80 120
Meters
Map Scale: 1:1,350 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
4 Altvan-Satanta loams, 3
to 9 percent slopes
B 0.9 21.1%
55 Kim loam, 5 to 9 percent
slopes
B 2.1 48.4%
76 Nunn clay loam, wet, 1 to
3 percent slopes
C 0.6 13.9%
95 Satanta loam, 1 to 3
percent slopes
B 0.2 3.9%
101 Stoneham loam, 1 to 3
percent slopes
B 0.6 12.7%
Totals for Area of Interest 4.4 100.0%
Hydrologic Soil Group—Larimer County Area, Colorado 900 E. Stuart
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/18/2015
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 900 E. Stuart
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/18/2015
Page 4 of 4
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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 ✟ ✙ ✗ ✄ ✎ ✔ ✎ ✓ ✯ ✙ ✛ ✟ ✄ ✆ ✌ ✑ ✎ ✗ ☎ ✎ ☎ ✏ ✏ ✓ ✌ ✎ ✗ ✟ ✔ ✓ ✖ ✟ ✏ ✠ ✡ ✠ ✟ ✖ ✆ ✝ ✎ ✗ ✟ ✖ ✟ ✠ ✆ ✞ ✝ ✔ ✟ ✟ ✎ ☎ ✏ ✏ ✒ ✡ ✄ ✄ ✟ ✝ ✎
✁
✂ ✒ ☞ ☞ ✄ ✝ ✝ ✑ ☎ ☛ ☛ ✎ ✖ ✕ ✖ ✕ ✆ ✚ ✏ ✏ ✌ ☞ ✝ ✏ ✛ ✏ ✝ ✞ ☛ ✎ ✏ ✎ ✟ ✎ ✑ ✌ ☞ ✠ ✑ ✝ ☛ ✞ ✕ ✕ ✝ ✝ ✌ ✌ ✡ ✗ ✞ ✗ ☛ ☛ ☛ ✌ ☞ ✗ ✌ ✟ ✘ ☛ ☞ ✠ ✞ ✌ ✝ ✖ ✍ ✒ ✟ ✘ ✏ ✟ ✕ ✎ ✝ ✕ ✍ ☛ ✑ ✝ ✞ ✞ ☛ ✒ ✞ ☛ ✖ ✎ ✎
✆ ✑ ✝ ✌ ✏ ✏ ✕ ✎ ✌ ✌ ✕ ✙ ☛ ✟ ✘ ✚ ☞ ✍ ☛ ✝ ✠ ✑ ☛ ✍ ✕ ✟ ✝ ✕ ✎ ✕ ✏ ☞ ✍ ✑ ✏ ✟ ☛ ✒ ✎ ✎ ✄ ✖ ✌ ✓ ✑ ✑ ✏ ✒ ✓ ✌ ✞ ✌ ✟ ✕ ✟ ✟ ✍ ✙ ✔ ☞ ☛ ✞ ✄ ✒ ✑ ☛ ✚ ✎ ✝ ✖ ✜ ✕ ✏ ✕ ✕ ✗ ✕ ☛ ☛ ☞ ✞ ✝ ✞ ☛ ✒ ☛ ✎ ✕ ✎ ✌ ✕
✝ ✏ ✕ ☞ ✕ ✞ ✕ ✏ ✝ ☛ ☞ ✓ ✎ ✝ ✌ ☛ ✑ ✌ ✕ ✗ ✄ ✕ ✝ ✏ ✟ ☞ ✑ ✑ ✏ ☛ ☛ ☛ ✖ ✎ ✑ ✌ ✘ ✝ ✒ ☛ ✎ ☞ ✑ ☛ ✏ ✌ ✕ ✗ ✖ ✏ ☛ ☛ ✕ ✖ ✝ ✘ ✞ ✞ ✏ ✎ ✝ ✖ ✘ ☛ ✜ ✝ ✑ ✟ ✏ ✑ ✧ ✄ ☛ ✎ ✖ ✍ ☛ ✓ ✍ ✢ ✟ ✒ ✎ ✣ ✑ ✖ ✌ ✤ ✄ ✑ ✥
✒ ✦ ☛ ✞ ✔ ✄ ✕ ✜ ✟ ✟ ☞ ✑ ✟ ☛ ☛ ✄ ✖ ✍ ✌ ☛ ✙ ✝ ✘ ✢ ✎ ☛ ✣ ✑ ✌ ✗ ✤ ✓ ☛ ✥ ✒ ✟ ✥ ☞ ✑ ✍ ✌ ✌ ✏ ✒ ✑ ✄ ✟ ✌ ☛ ✑ ✍
7DEOH52
5DWLRQDO0HWKRG0LQRU6WRUP5XQRII&✾ ✸ ❀ ✸ ✹ ✹ ✹ ✹ ★ ❁ ✺ ❀ ✿ ✩ ❅ ✹ ✪ ❆ ❂ ✫ ❃ ✬ ✹ ❇ ✭ ✮ ✹ ✯ ❀ ✭ ✰ ✱ ✰ ✲ ✳ ✬ ✩ ✴ ✰ ✬ ✵ ✰ ✱ ✭ ✱ ✶ RHIILFLHQWVIRU=✷ ✰ ✩ ✻ ✲ ✻ ✻ ✻ ✲ ✼ RQLQJ&❄ ✼ ✼ ✼ ✭
✽ ✽ ❈ ✫ ❄ ✭ ✩ ✱ ✯ ODVVLILFDWLRQV
❆ ❁ ❉ ❋ ✹ ✹ ❇ ● ❁ ❇ ✸ ❍ ✹ ❃ ✹ ✹ ❉ ✹ ❆ ■ ❇ ▼ ● ✹ ✹ ❅ ● ❆ ✸ ❆ ❏ ❅ ❅ ✹ ❇ ❇ ❇ ✹ ✹ ✹ ❇ ❇ ❁ ❅ ✹ ✸ ❇ ❅ ✹ ❇ ❀ ✹ ❆ ❅ ❆ ✹ ❇ ❅ ❇ ✹ ❑ ✻ ✻ ✻ ✻ ✼ ✼ ✼ ❈ ▲ ▲ ✼ ❊ ❄ ❄ ❄
❂ ❃ ❖ ❋ ▼ ◆ ❇ ✿ ● ✹ ❅ ✹ P ❑ ❇ ◗ ❇ ❍ ❘ ❙ ❏ ✻ ✻ ✻ ✻ ✼ ✼ ✼ ✼ ▲ ▲ ▲ ❚ ❄ ❄ ❄ ❄
✺ ❱ ◗ ❭ ❋ ❍ ❖ ❘ ❃ ❪ ■ ◗ ■ ❭ ❘ ◗ ❖ ❍ ❃ ❭ ❫ ❱ ❃ ❍ ❃ ❭ ❖ ❍ ● P ◗ ❍ ❪ P ● ❘ ❃ ✾ ❖ ❃ ❪ ❖ ❙ ❂ ✸ ❩ ❘ ■ ✹ ● ✹ ❯ ❬ ❇ ● ■ ❍ ✹ ❅ ❴ ❙ ❀ ❱ ❍ ❳ ❪ ❲ ❘ ■ P ❖ ❍ ❱ ❏ ❃ ● ❱ ❴ ● ❋ ❪ ❵ ❖ ❍ ● P ◗ ❍ ❪ P ●
❲ ❙ ■ ❘ ● ■ ◗ ■ ❴ ■ ◗ P ❱ ❛ ◗ P ❍ ❪ ✻ ✻ ❙ ✻ ■ ✼ ✼ ❨ ▲ ✼ ❨ ✺ ❄ ❄ ❱ ❋ ◗ ❱ ❴ P ❵ ■ ❇ ❍ P ❜ ❀ ❘ ❃ ❖ ✾ ● ■ ❇ ❱ ❖ ■ ❅ ❘ ● ❘ ❝ ■ ❃ ❖ ■ ❖ ✼
7DEOH52
5DWLRQDO0HWKRG5XQRII&❑ P ◗ ■ ❛ ❇ ✐ ■ ✷ ❱ P ● ◗ ❞ ● ❲ ❘ ❃ ❅ ✴ ❯ ❵ ❪ ❲ ✬ ■ ❘ ◗ ✴ ❘ ❙ ■ ❙ ✫ ◗ P P ❤ ■ ✯ ✩ ❍ ❃ ✬ ❭ ✰ ✲ ❙ ❱ ❡ P ❢ ● ❅ ✬ ✲ ❖ ✴ ◗ ❍ ✫ ❯ RHIILFLHQWVIRU&✩ ■ ● ❏ ❣ ❢ ✱ ✰ ✲
✲ RPSRVLWH$✻ ✻ ✷ ✻ ✼ ✼ ▲ ▲ ✼ ✰ ❄ ❄ ❄ ✩ ✲ ✲ ✭ ✫ ✭ ✩ ✱ QDO\✯ VLV
❀ ❘ ❥ ✸ ✸ ✺ ❛ ❃ ❙ ❱ ■ ❯ ❘ ● ❪ ❱ ■ P ❅ ❜ ◗ ❴ ❦ ● ❘ ● ❪ ❘ ❨ ❭ ❙ ❃ ■ ❧ ■ ❖ ❖ ❜ ❨ ❘ ● P ● ❱ ❲ ❱ ❍ ❵ ❊ ❙ ❘ ❏ ❧ ❙ P ✻ ✻ ✻ ✻ ✼ ✼ ▲ ♠ ✼ ✼ ♠ ❚ ❄ ❄
❀ ❘ ❥ ❑ ✺ ❛ ❑ ❃ P ❙ P ❯ ❘ ■ ■ ● ■ ■ P ■ ❅ ❲ ❲ ◗ ❦ ❵ ❘ ■ ❨ ❭ ♥ ♥ ❘ ❧ ■ ❊ ❊ ❯ ❧ ❧ ❜ ❨ P ● ❱ ❱ ❍ ❊ ❙ ❏ ❧ ✻ ✻ ✻ ✻ ✼ ✼ ❨ ✽ ✼ ✼ ❨ ❨ ❄ ❄
✂ ♦ ☎ ♣ ✎ ☛ q r s t ✉ ✈ ✇ ① ② ③ ④ ✏ ✑ ✟ ✖ ✖ ☛ ✖ ✔ ✌ ✝ ✞ ☛ ✟ ✖ ✟ ✑ ✕ ✝ ✍ ✍ ✝ q ✑ ⑤
✁
✂ ✄ ☎ ✆ ✝ ✄ ✞ ✞ ☎ ✆ ✟ ✠ ✆ ✡ ☎ ✟ ☛ ☞ ✌ ✍ ✂ ✄ ✟ ☎ ✎ ✆ ☞ ✝ ✂ ✠ ✏ ✍ ✠ ✆ ✑ ☛ ✑ ✍ ✂ ✒ ✠
✖ ✕ ✓ ✔ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✓
✙ ✘ ✗ ✔ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✓
✜ ✛ ✚ ✔ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✓
✕ ✓ ✢ ✔ ✔ ✓ ✓ ✓ ✓
✓ ✔ ✓ ✓ ✕ ✓ ✔ ✓ ✓ ✖ ✓ ✔ ✓ ✓ ✣ ✤ ✥ ✦ ✧ ★ ✩ ✦ ✗ ✪ ✓ ✤ ✔ ✓ ✫ ✓ ✥ ✬ ✭ ✮ ✯ ✰ ✱ ✲ ✳ ✴ ✵ ✘ ✓ ✔ ✓ ✓ ✙ ✓ ✔ ✓ ✓ ✚ ✓ ✔ ✓ ✓
✸✾✹✽✼✹✸✻✻✷✺✹✸✷✶
❁❀✿✼ ❄ ❄❇ ❋ ❃❂ ❆❅ ❊❉❈
✖ ● ❍ ■ ❏ ❑ ▲ ▼ ◆ ❑ ❖ ✕ ✓ ● ❍ ■ ❏ ❑ ▲ ▼ ◆ ❑ ❖ ✕ ✓ ✓ ● ❍ ■ ❏ ❑ ▲ ▼ ◆ ❑ ❖
)LJXUH5$±&LW\RI)RUW&ROOLQV
5DLQIDOO,QWHQVLW\±'XUDWLRQ±)UHTXHQF\&XUYHV
& ❴ ❴ ✈ ❵ ❛ ❛
❜ ✇ 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
Survey Area Data: Version 9, Sep 22, 2014
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—Nov 18,
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
(900 E. Stuart)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/18/2015
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