HomeMy WebLinkAboutANGIE LEE PERIODONTICS - FDP - FDP160028 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT1501 Academy Ct. Ste. 203 Fort Collins, Colorado 80524 (970) 530-4044
Final Drainage Addendum
Angie Lee
Periodontics
Fort Collins, CO
Prepared for:
Aspen Summit, LLC
1223 Red Oak Court
Fort Collins, CO 80525
June 22, 2016
Drainage Addendum
Angie Lee Periodontics
Fort Collins, CO
1 U15013-DrainageSummary-Final.doc
June 22, 2016
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
RE: Angie Lee Periodontics
Fort Collins, Colorado
Project Number: U15013
Dear Staff:
United Civil Design Group, LLC. is pleased to submit this Final Drainage Addendum for the Angie
Lee Periodontics site in Fort Collins, Colorado. In general, this summary serves to document
the stormwater impacts associated with the proposed project and to verify that the project
does conform to the intent and requirements set forth in the approved final drainage report
entitled, “Miramont Self Storage”, prepared by John H. King III Development Consultant and
dated November 1, 1997.
Site Location and Project Description
The Angie Lee Periodontics development site (referred herein as ”the site”) is located at 4803
East Boardwalk Drive in the northeast quarter of Section 1, Township 6 North, Range 69 West
of the Sixth P.M., City of Fort Collins, Larimer County, Colorado. The site has a platted area of
0.53 acres and is bounded by Boardwalk Drive on the east, a private drive to the north, and
existing commercial properties to the south and west. See the attached Drainage Plan for
additional information.
The planned development for the site will consist of the following:
• The construction of single-story, office building with a proposed full-buildout footprint
of approximately 7,400 sf (including approximately 3,260 sf of future office).
• The construction of private drive lane, parking area and sidewalks in support of the
building construction.
• The construction of utilities to support the proposed building including sanitary, water
and storm drainage.
Drainage Addendum
Angie Lee Periodontics
Fort Collins, CO
2 U15013-DrainageSummary-Final.doc
Existing Conditions
Hydrology
The site, which is located within the McClellands Basin, is approximately 0.53 acres in
size and is currently undeveloped with an existing percent-imperviousness of
approximately 2%. Storm runoff from the site currently drains towards the southeast
corner of the site where it exits the site and is intercepted by an existing 18” culvert
which conveys the runoff to the existing Miramont Self-Storage detention and
waterquality pond.
Floodplain
The site is not located within a FEMA or City-regulatory floodway or floodplain.
Detention
The regional detention pond constructed for the Miramont Self Storage development
and located south of the site provides both detention and water quality for the site and
is not being modified with this project.
Developed Conditions
In part, the intent of this Drainage Addendum is to verify that the Angie Lee Periodontics
project conforms to the intent and requirements set forth in the previous drainage report for
this site. As such, the following sections of this Addendum compare the proposed design to
that shown in the aforementioned report.
Hydrology
Basins A and B as shown in the attached Drainage Plan contains the majority of the site
which will be collected via curb and gutter, swales and roof drains and routed to the
south property line and ultimately to the regional pond built with the Miramont Self
Storage project south of the site, matching the drainage patterns set forth in the
Miramont Self Storage report.
Basin OS1 contains a small area north and east of the proposed building that will drain
either directly to the private drive north of the site or to Boardwalk Avenue to the east.
This area was originally designed to be collected via a swale and conveyed to the south
property line. However, with the construction within this basin of the pond outlet and
sidewalk chase for the development to the north, the previously planned swale would
be intercepted by the sidewalk chase and conveyed to Boardwalk Avenue. Therefore,
the area has been designed to drain directly to the adjacent roadways. This basin
contains a small area (2,800 sf) and will contribute a small flowrate (0.2 cfs) to
Boardwalk Avenue in the 100-year event. The additional flow to Boardwalk Avenue is
not anticipated to negatively impact the street capacity of Boardwalk Avenue as the
Drainage Addendum
Angie Lee Periodontics
Fort Collins, CO
3 U15013-DrainageSummary-Final.doc
existing roadway has a grade of approximately 3.6% adjacent to the site and an
approximate 100-year capacity of 150 cfs.
Basins OS2 and OS3 contain small areas west and south of the paving on the site that
are collected via a shared swale along the west and south property lines and conveyed
to the existing storm sewer south of the site, and ultimately to the Miramont regional
pond to the south. This matches the drainage patterns set forth in the Miramont Self
Storage report.
The following table compares the characteristics of proposed onsite basins (basins A1-
A3, B1 and OS1- OS2) to the same area as shown in the drainage report for Miramont
Self Storage:
Onsite Basin Comparison Summary Table
Proposed
Onsite
Basins
Miramont
Report
Overall Area (acres) 0.53 0.53
Imperviousness Area (sf) 16,000 13,500
Area Draining to Boardwalk (sf) 2,800 0.00
Area Draining to Miramont
Regional Pond (acres) 0.47 0.53
As shown in the above table, the site is proposing additional impervious area for the
basin within the property limits. Per the Miramont Self Storage report, the site is
located within a larger basin (designated as Basin A) that contains 4.68 acres and drains
to the regional pond within said basin. To determine the potential effects the
additional impervious area has on the overall basin, the Miramont Basin has been
analyzed. The following table compares the Miramont Basin A per the original report
with the same basin with the added impervious area:
Miramont Basin A Comparison Summary Table
Original
Basin A
Revised
Basin A
Overall Area (acres) 4.68 4.68
Added Imperviousness Area (sf) N/A 2,500
100-Year Composite C-Value 0.94 0.94
Composite Imperviousness (%) 68.3 69.2
Drainage Addendum
Angie Lee Periodontics
Fort Collins, CO
4 U15013-DrainageSummary-Final.doc
As shown in the above table, the additional impervious area raises the 100-year runoff
coefficient less than 0.01 and raises the percent impervious by 0.9%. Based upon this
analysis, it is anticipated that additional impervious area will have a negligible impact to
the regional pond or downstream properties and/or right-of-way. In addition, when
accounting for area onsite no longer draining to the pond but modifying the c-value, the
required pond volume raises less 150 cf. The regional pond was designed (per the
Miramont report) with a volume in excess of the required 100-year volume by
approximately 3,800 cf. Therefore, the site does meet the requirements set forth in the
Miramont Self Storage drainage report and the minor alterations being made to the site
from are not anticipated to negatively impact the previously constructed drainage
improvements.
Storm Sewer
The proposed improvements do not require any public storm sewer. The site will only
require small storm sewer and roof drains to collect and convey the flows from the
building roof and bioretention pond to the south property line.
Detention and Water Quality Requirements
Both detention and water quality are provided for the site in the pond constructed with
the Miramont Self Storage development. No additional detention or water quality is
required; however, the City encourages additional water quality onsite. The
development is proposing to provide additional water quality measures in the form of a
bioretention pond to meet the Low Impact Development requirements discussed in the
next section.
Low Impact Development (LID) Requirements
In December of 2015, City Council adopted the revised LID policy and criteria. The
proposed development is required to meet the newly adopted criteria. Per the criteria,
the site must:
• Treat no less than 75% of any newly added impervious area using one or a
combination of LID techniques.
• Treat no less than 50% of any newly added impervious area using one or a
combination of LID techniques when at least 25% of any newly added pavement
is provided with permeable pavement.
The following measures are being implemented with this proposed development:
Bioretention Pond
Basins A1-A3 (with 11,771 sf of impervious area) will be routed through a
bioretention pond located south of the proposed building. The bioretention
pond will have a maximum depth of 9.6-inches with an overall volume of 332
cubic feet which exceeds the minimum design requirements for the area. Refer
to the Appendix for additional calculations.
Drainage Addendum
Angie Lee Periodontics
Fort Collins, CO
5 U15013-DrainageSummary-Final.doc
Permeable Pavers
As the development intends to treat approximately 75% of the proposed
impervious area with the Bioretention pond, no permeable pavers are being
proposed with this project.
In total, the development is proposing to collect and treat 11,771 sf (73%) of the
overall 16,094 sf of impervious area developed with this project. In addition, the
site is also being designed with other various open landscaped areas and
vegetated swales to provide additional water quality in addition to the areas
being treated with bioretention. Per discussions with City staff, as the site is a
retrofit project from a previously designed site and since waterquality for the
entire site is provided in the regional Miramont pond, treating slightly less than
the required 75% of the impervious area will meet the intent of the LID
requirements and is anticipated, based on City statements, to be acceptable to
the City.
Four Step Process
With the adoption of the USDCM, the City has also adopted the “Four Step Process”
that is recommended in Volume 3 of the USDCM in selecting structural BMPs for the
redeveloping urban areas. The following portions of this summary describe each step
and how it has been utilized for this project:
Step 1 – Employ Runoff Reduction Practices
The objective of this step is to reduce runoff peaks and volumes and to employ the
technique of “minimizing directly connected impervious areas” (MDCIA). This project
accomplishes this by:
• Routing the roof and pavement flows through a biroretention pond and through
vegetated swales to increase time of concentration, promote infiltration and
provide water quality.
Step 2 – Provide Water Quality Capture Volume (WQCV)
The objective of providing WQCV is to reduce the sediment load and other pollutants
that exit the site. For this project WQCV is provided within a regional waterquality
pond, so no additional WQCV is required. However, the development is providing a
small bioretention pond to meet the LID requirements, and therefore, additional
WQCV.
Step 3 – Stabilize Drainageways
The site is not adjacent or near a major drainageway; however, this project will pay
stormwater development and stormwater utility fees which the City uses, in part, to
maintain the stability of the City drainageway systems.
Drainage Addendum
Angie Lee Periodontics
Fort Collins, CO
6 U15013-DrainageSummary-Final.doc
Step 4 – Consider Need for Industrial and Commercial BMPs
This step is generally considered for industrial and commercial sites. As this
development is proposing a small office building, no specialized BMPs have been
considered for this project.
Standard Operating Procedures (SOPs)
In order for physical stormwater Best Management Practices (BMPs) to be effective,
proper maintenance is essential. Maintenance includes both routinely scheduled
activities, as well as non-routine repairs that may be required after large storms, or as a
result of other unforeseen problems. Standard Operating Procedures should clearly
identify BMP maintenance responsibility. BMP maintenance is typically the
responsibility of the entity owning the BMP.
Identifying who is responsible for maintenance of BMPs and ensuring that an adequate
budget is allocated for maintenance is critical to the long-term success of BMPs.
Maintenance responsibility may be assigned either publicly or privately. For this
project, the privately owned BMPs including vegetative swales and bioretention pond
are to be maintained by the property owner, homeowner’s association (HOA), or
property manager.
Erosion Control
Erosion control, both temporary and permanent, is a vital part of any development project.
For this project, the site disturbance will be over 10,000 sf; therefore, a comprehensive Erosion
Control Report has been completed under a separate cover. See the Erosion Control Report
for more information.
Drainage Addendum
Angie Lee Periodontics
Fort Collins, CO
7 U15013-DrainageSummary-Final.doc
Conclusions
In conclusion, the drainage system proposed within this Drainage Summary provides adequate
conveyance of the developed stormwater runoff from the proposed development to existing
discharge locations and drainage systems. It should also be noted that with this summary and
the corresponding design, every attempt has been made to minimize any negative impacts on
the downstream receiving waters. With the incorporation of the LID techniques, the site will
discharge a lower sediment load and less runoff.
We understand that review by the City of Fort Collins is to assure general compliance with
standardized criteria contained in the Fort Collins Stormwater Criteria Manual (FCSCM). This
addendum was prepared in compliance with technical criteria set forth in both the Urban
Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual and the
FCSCM.
If you should have any questions or comments as you review this drainage summary, please
feel free to contact us at your convenience.
Sincerely,
United Civil Design Group, LLC
Kevin Brazelton, PE
Engineering Manager
APPENDICES
APPENDIX A - Hydrology Calculations
APPENDIX B - LID Calculations
APPENDIX C - Hydraulic Calculations
APPENDIX D – Referenced Material
APPENDIX E - Drainage Plan
APPENDIX A
Hydrology Calculations
Runoff Summary
Angie Lee Periodontics
Fort Collins
Area Q2 Q
100
(acre) (cfs) (cfs)
A1 A1 0.04 12% 0.333 0.416 0.04 0.16
A2 A2 0.20 93% 0.915 1.000 0.52 2.00
A3 A3 0.07 90% 0.950 1.000 0.20 0.74
B1 B1 0.10 90% 0.950 1.000 0.26 0.95
OS1 OS1 0.06 8% 0.295 0.368 0.05 0.20
OS2 OS2 0.06 2% 0.250 0.313 0.03 0.15
OS3 OS3 0.07 54% 0.665 0.831 0.14 0.60
Proposed Basins
C C100
Basin Design Point %I 2
Calculations by: KRB
Date: 6/17/2016 P:\U15013 - 4803 Boardwalk Office\Reports\Drainage\Calculations\U15013_Hydrology_Standard-Final.xlsm
Angie Lee Periodontics Runoff Coefficients and % Impervious
Fort Collins
Roof
(1) Asphalt Walks
(1)
Gravel
(1)
Lawns
(1)
%I = 90% %I = 100% %I = 90% %I =40% %I=2%
acres sf sf sf sf sf sf C2
C100
A1 A1 0.04 1711 203 1508 12.4% C/D 0.33 0.42
A2 A2 0.20 8750 6242 2068 440 92.7% C/D 0.91 1.00
A3 A3 0.07 3258 3258 0 90.0% C/D 0.95 1.00
B1 B1 0.10 4143 4143 0 90.0% C/D 0.95 1.00
OS1 OS1 0.06 2814 180 2634 7.6% C/D 0.29 0.37
OS2 OS2 0.06 2412 2412 2.0% C/D 0.25 0.31
OS3 OS3 0.07 3157 1870 1287 54.1% C/D 0.66 0.83
Basin A (Miramont Report) 6 (Miramont Report) 4.68 203861 70050 75000 58810.8 68.3% C/D 0.75 0.94
Revised Basin A (Miramont Report) 6 (Miramont Report) 4.68 203861 72480 74760 56620.8 69.2% C/D 0.76 0.94
Onsite Basin A Total 0.31 13719 3258 6242 2271 0 1948 82% 0.85 1.00
Onsite Total
(3) 0.53 23088 7401 6242 2451 0 6994 66% 0.74 0.92
Notes:
(1) Recommended % Imperviousness Values from USDCM Vol 1 - Ch 5 - Table RO-3. Increased Lawns from 0% to 2% Impervious.
(2) Runoff C is based on composite C value (City equation RO-8), and City correction factors in Table RO-12.
(3) Excludes Basin OS3.
Proposed Basins
Basin
Areas
Composite
Imperviousness
(%I)
Design Pt. Total Total
Composite Runoff
Coefficients
NRCS Soil (2)
Type
Calculations by: KRB
Date: 6/17/2016 P:\U15013 - 4803 Boardwalk Office\Reports\Drainage\Calculations\U15013_Hydrology_Standard-Final.xlsm
Angie Lee Periodontics Time of Concentration
Fort Collins
Area Length Slope ti
(2) Length Slope Velocity (3) tt
(4) Check tc? Total
Length tc
(5)
acres ft % min ft % fps min min Urban? ft min min
A1 A1 0.0 Lawn 0.09 26 11.5 4.1 55 1.55 7 0.9 1.1 5.2 Yes 81 10 5
A2 A2 0.2 Paved 0.90 39 3 1.6 100 3.8 20 3.9 0.4 2.0 Yes 139 11 5
A3 A3 0.1 Roof 0.73 20 2 2.4 65 2 20 2.8 0.4 2.8 Yes 85 10 5
B1 B1 0.1 Roof 0.73 20 2 2.4 50 2 20 2.8 0.3 2.7 Yes 70 10 5
OS1 OS1 0.1 Lawn 0.09 50 4 8.1 20 2 7 1.0 0.3 8.5 Yes 70 10 8
OS2 OS2 0.1 Lawn 0.09 19 18 3.1 265 1.4 7 0.8 5.3 8.4 Yes 284 12 8
OS3 OS3 0.1 Roof 0.73 20 5 1.8 162 1.25 7 0.8 3.4 5.2 Yes 182 11 5
Notes:
(1)
C5 based initial ground type and Table RO-5
(4)
tt=L/(V*60 sec/min)
(2)
ti = [1.87(1.1-CxCf)L1/2]/S1/3, S= slope in %, L=length of overland flow (400' max) (5)
tc check (for urban or developed areas only) = total length/180 + 10
(3)
V=CvS
0.5
, S=watercourse slope in ft/ft, UDFCD Equation RO-4
(6)
min tc = 5 min
Proposed Basins
Initial
Ground
Type
C(1) Cv
ti+tt Final tc
(6)
tc Check for Urbanized
Basin
Initial Overland Flow Time (ti) Travel/Channelized Time of Flow (tt)
Design Pt.
Calculations by: KRB
Date: 6/17/2016 P:\U15013 - 4803 Boardwalk Office\Reports\Drainage\Calculations\U15013_Hydrology_Standard-Final.xlsm
Rational Method Peak Runoff
Angie Lee Periodontics
Fort Collins
Final
tc
(6) I2 I100 Q2 Q100
acre min in/hr in/hr cfs cfs
A1 A1 0.04 5 0.333 0.416 2.85 9.95 0.04 0.16
A2 A2 0.20 5 0.915 1.000 2.85 9.95 0.52 2.00
A3 A3 0.07 5 0.950 1.000 2.85 9.95 0.20 0.74
B1 B1 0.10 5 0.950 1.000 2.85 9.95 0.26 0.95
OS1 OS1 0.06 8 0.295 0.368 2.40 8.38 0.05 0.20
OS2 OS2 0.06 8 0.250 0.313 2.40 8.38 0.03 0.15
OS3 OS3 0.07 5 0.665 0.831 2.85 9.95 0.14 0.60
1.24 4.80
Design Pt. Area
Basin
C100
Runoff Coefficients Rainfall Intensity
C2
Totals
Peak Discharge
Proposed Basins
Calculations by: KRB
Date: 6/17/2016 P:\U15013 - 4803 Boardwalk Office\Reports\Drainage\Calculations\U15013_Hydrology_Standard-Final.xlsm
APPENDIX B
LID Calculations
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 82.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.820
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.27 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 13,719 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 312 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, VWQCVOTHER = cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCVUSER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 9 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 = 208 sq ft
D) Actual Flat Surface Area AActual = 300 sq ft
E) Area at Design Depth (Top Surface Area) ATop = 700 sq ft
F) Rain Garden Total Volume VT= 375 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 = ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 = N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO = N/A in
Design Procedure Form: Rain Garden (RG)
KRB
United Civil Design Group
June 17, 2016
Angie Lee Periodontics
Fort Collins
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
UD-BMP_v3.03.xlsm, RG 6/17/2016, 9:18 AM
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?
PROVIDE A 30 MIL (MIN) PVC LINER WITH CDOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW
THE LINER IF THE SUBGRADE IS ANGULAR
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)
KRB
United Civil Design Group
June 17, 2016
Angie Lee Periodontics
Fort Collins
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
UD-BMP_v3.03.xlsm, RG 6/17/2016, 9:18 AM
Angie Lee Periodontics Low Impact Development Summary
Fort Collins
Proposed
Impervious
Area
(sf)
Individual Basins
Basin A1 203 Bioretention Pond 203 1%
Basin A2 8,310 Bioretention Pond 8,310 52%
Basin A3 3,258 Bioretention Pond 3,258 20%
Basin B1 4,143 None 0 0%
Basin OS1 180 None 0 0%
Basin OS2 0 None 0 0%
Total Site 16,094 11,771 73%
Low Impact Development (LID) Treatment Areas
Basin LID Treatment
Area
Treated (sf)
% of Site
Treated
Calculations by: KRB
Date: 6/17/2016 P:\U15013 - 4803 Boardwalk Office\Reports\Drainage\Calculations\U15013_Hydrology_Standard-Final.xlsm
APPENDIX C
Hydraulic Calculations
Angie Lee Periodontics
Fort Collins, CO Area Inlet Capacity
INLET ID: Bioretention Pond Overflow Structure
Governing Equations:
Inlet capacity equation at low flows (weir calculation):
Where:
P = 2(L + W)
H = depth of water above the flowline
Inlet capacity equation at higher flows (orifice calculation):
Where:
A = open area of the inlet grate
H = depth of water above the centroid of the cross-sectional area (A)
Input Parameters:
Grate: Type C
Wier Perimeter: 12.29
Open Area of Grate (ft
2
): 4.09 Q2 = N/A
Flowline Elevation (ft): 5127.62 Q100 = 2.90cfs
Allowable Capacity: 80%
Depth vs. Flow:
Depth Above Inlet
(ft)
Elevation
(ft)
Shallow
Weir Flow
(cfs)
Orifice
Flow
(cfs)
Actual
Flow
(cfs)
0.00 5127.62 0.00 0.00 0.00
0.10 5127.72 0.93 5.56 0.93
0.20 5127.82 2.64 7.86 2.64
0.21 5127.83 2.90 8.12 2.90 Q100
0.25 5127.87 3.69 8.79 3.69 Top of Pond
0.30 5127.92 4.85 9.63 4.85
0.40 5128.02 7.46 11.12 7.46
0.50 5128.12 10.43 12.43 10.43
0.60 5128.22 13.71 13.62 13.62
0.70 5128.32 17.27 14.71 14.71
0.80 5128.42 21.11 15.73 15.73
Q = 3 . 0 P H 1 . 5
Q = 0 .67A ( 2 gH ) 0 . 5
Calculations by: KRB
Date: 6/17/2016 P:\U15013 - 4803 Boardwalk Office\Reports\Drainage\Calculations\Inlets\Area Inlets.xlsx
APPENDIX D
Referenced Material
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Larimer County
Area, Colorado
Angie Lee Periodontics
Natural
Resources
Conservation
Service
March 22, 2016
8
Custom Soil Resource Report
Soil Map
4485370 4485400 4485430 4485460 4485490 4485520 4485550 4485580 4485610
4485370 4485400 4485430 4485460 4485490 4485520 4485550 4485580 4485610
494350 494380 494410 494440 494470 494500 494530
494350 494380 494410 494440 494470 494500 494530
40° 31' 16'' N
105° 4' 0'' W
40° 31' 16'' N
105° 3' 52'' W
40° 31' 8'' N
105° 4' 0'' W
40° 31' 8'' N
105° 3' 52'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 50 100 200 300
Feet
0 15 30 60 90
Meters
Map Scale: 1:1,220 if printed on A portrait (8.5" x 11") sheet.
Larimer County Area, Colorado
36—Fort Collins loam, 3 to 5 percent slopes
Map Unit Setting
National map unit symbol: jpw9
Elevation: 4,800 to 5,500 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Fort collins and similar soils: 90 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fort Collins
Setting
Landform: Terraces, fans
Landform position (three-dimensional): Base slope, riser
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Alluvium
Typical profile
H1 - 0 to 9 inches: loam
H2 - 9 to 20 inches: loam, clay loam
H2 - 9 to 20 inches: loam, silt loam, fine sandy loam
H3 - 20 to 60 inches:
H3 - 20 to 60 inches:
H3 - 20 to 60 inches:
Properties and qualities
Slope: 3 to 5 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 15 percent
Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water storage in profile: Very high (about 25.5 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: Loamy Plains (R067XY002CO)
Custom Soil Resource Report
12
Minor Components
Ascalon
Percent of map unit: 5 percent
Kim
Percent of map unit: 3 percent
Stoneham
Percent of map unit: 2 percent
73—Nunn clay loam, 0 to 1 percent slopes
Map Unit Setting
National map unit symbol: 2tlng
Elevation: 4,100 to 5,700 feet
Mean annual precipitation: 14 to 15 inches
Mean annual air temperature: 48 to 52 degrees F
Frost-free period: 135 to 152 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Nunn and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Nunn
Setting
Landform: Terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Pleistocene aged alluvium derived from igneous, metamorphic and
sedimentary rock and/or eolian deposits
Typical profile
Ap - 0 to 6 inches: clay loam
Bt1 - 6 to 10 inches: clay loam
Bt2 - 10 to 26 inches: clay loam
Btk - 26 to 31 inches: clay loam
Bk1 - 31 to 47 inches: loam
Bk2 - 47 to 80 inches: loam
Properties and qualities
Slope: 0 to 1 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Custom Soil Resource Report
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Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 7 percent
Salinity, maximum in profile: Nonsaline (0.1 to 1.0 mmhos/cm)
Sodium adsorption ratio, maximum in profile: 0.5
Available water storage in profile: High (about 9.1 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: C
Ecological site: Clayey Plains (R067BY042CO)
Minor Components
Heldt
Percent of map unit: 10 percent
Landform: Terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: Clayey Plains (R067BY042CO)
Wages
Percent of map unit: 5 percent
Landform: Terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: Loamy Plains (R067BY002CO)
74—Nunn clay loam, 1 to 3 percent slopes
Map Unit Setting
National map unit symbol: jpxn
Elevation: 4,800 to 5,600 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Nunn and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Nunn
Setting
Landform: Terraces, fans
Custom Soil Resource Report
14
Landform position (three-dimensional): Base slope, tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Alluvium
Typical profile
H1 - 0 to 10 inches: clay loam
H2 - 10 to 60 inches: clay loam, clay
H2 - 10 to 60 inches:
Properties and qualities
Slope: 1 to 3 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 15 percent
Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water storage in profile: Very high (about 18.9 inches)
Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Minor Components
Ulm
Percent of map unit: 10 percent
Satanta
Percent of map unit: 5 percent
Custom Soil Resource Report
15
This unofficial copy was downloaded on Jul-29-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Jul-29-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
APPENDIX E
Drainage Plan
EXISTING BUILDING EXISTING BUILDING
EAST BOARDWALK DRIVE
OAKRIDGE DRIVE
DS
DS
DS
DS
PRIVATE DRIVE
PROPERTY BOUNDARY
(TYP.)
BIORETENTION POND
20' DRAINAGE
EASEMENT
PHASE 2 BUILDING
PROPOSED BUILDING
FFE=5001.50
EXISTING 12" RCP
STORM SEWER
PROPOSED ROOF DRAIN
PROPOSED POND
OUTLET STRUCTURE
6" UNDERDRAIN
EXISTING DOWNSPOUT (TYP.)
BIORETENTION SAND MEDIA
15' DRAINAGE &
UTILITY EASEMENT
A2
0.20
0.04
A1
0.07
B1
0.07
OS3
OS1
0.06
A3
0.10
OS2
0.06
ASPEN SUMMIT LLC 06/22/16
U15103
1" = 10'
VERTICAL: 1" = N/A
HORIZONTAL:
ANGIE LEE PERIODONTICS
NORTH
6/17/2016 9:54:00 AM
P:\U15013 - 4803 BOARDWALK OFFICE\CADD\CP\C5.00_DRAINAGE PLAN.DWG
C5.00_DRAINAGE PLAN
KRB SDR
C500
12
DRAINAGE PLAN
0 10' 20'
SCALE: 1" = 10'
5'
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
APPROVED:
LEGEND
NOTES
1. EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO
THE BEST INFORMATION AVAILABLE TO THE ENGINEER.
2. VEGETATIVE SWALES AND THE WATERQUALITY POND SHALL BE MAINTAINED BY THE PROPERTY OWNER AND FOLLOW
APPLICABLE STANDARD OPERATING PROCEDURES AS SHOWN IN DEVELOPMENT AGREEMENT.
LIMITS OF DISTURBANCE
EXISTING CURB & GUTTER
EXISTING CONCRETE
EXISTING BUILDING
EXISTING PROPERTY LINE
EXISTING LOT LINE
EXISTING FENCE
EXISTING GRAVEL
EXISTING PAVEMENT STRIPING
EXISTING WATER
EXISTING SANITARY
EXISTING OVERHEAD ELECTRIC
EXISTING CABLE TV
EXISTING ELECTRIC
EXISTING STORM SEWER
EXISTING GAS
BASIN DESIGNATION
BASIN AREA (ACRE)
2 - YR RUNOFF COEFF.
100 - YR RUNOFF COEFF.
BASIN BOUNDARY
DESIGN POINT
FLOW DIRECTION
EXISTING CONTOUR
PROPOSED CONTOUR
DRAINAGE SUMMARY
PREPARED FOR:
JOB NUMBER
SHEET NUMBER
OF SHEETS
DATE SUBMITTED:
The engineer preparing these plans will not be responsible
for, or liable for, unauthorized changes to or uses of these
plans. All changes to the plans must be in writing and
must be approved by the preparer of these plans.
NO. BY DATE
CAUTION
REVISIONS:
VERTICAL:
HORIZONTAL:
SCALE
PRELIMINARY
PLANS
NOT FOR CONSTRUCTION
1501 Academy Ct.
Ste. 203
Fort Collins, CO 80524
(970) 530-4044
www.unitedcivil.com
Civil Engineering &
Consulting
UNITED CIVIL
Design Group
PROJ. MGR:
DRAWING NAME:
PATH:
DATE: TIME: DESIGNER:
Basin Design Point Area %I C2 C100 Q2 Q100
(acre) (cfs) (cfs)
Proposed Basins
A1 A1 0.04 12% 0.333 0.416 0.04 0.16
A2 A2 0.20 93% 0.915 1.000 0.52 2.00
A3 A3 0.07 90% 0.950 1.000 0.20 0.74
B1 B1 0.10 90% 0.950 1.000 0.26 0.95
OS1 OS1 0.06 8% 0.295 0.368 0.05 0.20
OS2 OS2 0.06 2% 0.250 0.313 0.03 0.15
OS3 OS3 0.07 54% 0.665 0.831 0.14 0.60