HomeMy WebLinkAboutDrainage Reports - 08/26/2016A�UNITED CIVIL
Design Group
City of Ft..Collin pro . d Plans
Approved'By
Date B -116 -A
Final Drainage Addendum
Angie Lee
Periodontics
Fort Collins, CO
Prepared for:
Aspen Summit, LLC
1223 Red Oak Court
Fort Collins, CO 80525
August 1, 2016
1 1501 Academy Ct. Ste. 203 Fort Collins, Colorado 80524 (970) 530-4044
' UNITED CIVIL Drainage Addendum
n Desi Group Angie Lee Periodontics
' g p Fort Collins, CO
August 1, 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.
1 U15013-Drainagesummary-Final.doc
f�UNITED CIVIL Drainage Addendum
Design Group uc Angie Lee Periodontics
' Fort Collins, CO
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
t 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
F1
U 15013-Drainagesummary-Final.doc
' UNITED CIVIL Drainage Addendum
A Design Group c Angle Lee Periodontics
' Fort Collins, CO
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 AS-
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 Miramont
Basins 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 Revised
Basin A 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
3 U15013-DrainageSummary•Final.doc
UNITED CIVIL Drainage Addendum
Design Group uc Angie lee Periodontics
' Fort Collins, CO
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
t 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.
4 U35013-DrainageSummary-Final.doc
As� UNITED CIVIL
Design Group
Drainage Addendum
Angie Lee Periodontics
Fort Collins, CO
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)
t 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.
' 5 U15013-DmfnageSummary-Final.doc
AUNITED CIVIL
Design Group ,u
Drainage Addendum
Angie Lee Periodontics
Fort Collins, CO
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.
6 U15013-Dreinagesummary-Flnal.doc
UNITED CIVIL
Design Group uc
Drainage Addendum
Angie Lee Periodontics
Fort Collins, CO
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
7 U15013-Drainage5ummary-Final.doc
APPENDIX A
Hydrology Calculations
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APPENDIX B
LID Calculations
N
'
Design Procedure Form: Rain Garden (RG)
Sheet 1 of 2
I'
Designer:
KRB
Company:
United Civil Design Group
Date:
June 17, 2016
Project:
Angle Lee Periodontics
'
Location:
Fort Collins
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area. I,
I, =
82.0
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (I - I,/100)
0,820
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
0.27
watershed inches
(WQCV= 0.8' (0.91" 1'- 1.19' i'+ 0,78' i)
D) Contributing Watershed Area (including rain garden area)
Area =
13,719
sq ft
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocv =
312
cu It
Vol = (WQCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
da =
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
VWOCO OTHER
cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
VWOCV u6ER =
cu 1t
(Only R a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
DwOOV =
9
in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)
Z =
4.00
If / It
(Use "0" 8 ram garden has vertical walls)
C) Mlmimum Flat Surface Area
AM,,, =
208
sq If
D) Actual Flat Surface Area
A , -
300
sq ft
E) Area at Design Depth (Top Surface Area)
ATw -
700
sq It
F) Rain Garden Total Volume
VT=
375
cu It
(Vfi((AT.-A .)/2)'Depth)
3. Growing Media
Choow Ohe
n 18" Rain
Garden Growing Media
(D Other (Explain):
4. Underdraln System
- ChaTs« (Me
YES
A) Are underdrdins provided?
Q NO
6) Underdraln system oMice diameter for 12 hour dram time
i) Distance From Lowest Elevation o1 the Storage
y =
ft
Volume to the Center of the Onfice
ii) Volume to Drain in 12 Hours
Vol,, -
N/A
cu ft
III) Orifice Diameter, 3/8" Minimum
DO =
N/A
In
IUD-BMP v3,03.xlsm, RG 6117/2016, 9.18 AM
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: KRIS
Company: United Civil Design Group
Date: June 11, 2016
Project: Angle Lee Periodontics
Location: Fort Collins
5. Impermeable Geomembrane Liner and Geolextile Separator Fabric
— Choose 71,0 —
YES
A) Is an impermeable liner provided due to proximity
Q NO
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC LINER WITH COOT CLASS B
GEOTEXTILE ABOVE IT. USE THE SAME GEOTEXTILE BELOW
THE LINER IF THE SUBGRADE IS ANGULAR
6. Inlet / Outlet Control-
Choose One
.�.. Sheet Flow- No Energy Dissipation Required
A) Inlet Control
Concentrated Flow- Energy Dimpation Provided
7. Vegetation
C Seed (Plan for frequent weed oontrol)
00 Plantings
Q Sand Grown or Other High Infiltration Sod
8. Imgation
choose One ---- _I
O YES
A) VVill the rain garden be irrigated?
Q NO
Notes_
UD-BMP v3.03.xlsrn, RG 6117/2016, 9:18 AM
Angie Lee Periodontics Low Impact Development Summary UNITED CIVIL
Fort Collins Design Group
Low Impact Development (LID) Treatment Areas
Basin
Proposed
Impervious
Area
(sf)
LID Treatment
Area
Treated (sf)
% of Site
Treated
Individual Basins
Basin Al
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
00
Total Site
16,094
1
11,771
73%
Calculations by: KRB
Date:6/17/2016 P:`U15013-4803Boardwalk Office IReports Wrainage�CalculationslU15013_Hydrology_Standard-Final.xlsm
STAGE STORAGE TABLE
ELEV
AREA
(sq. ft.)
DEPT
H
(ft)
AVG END
INC. VOL.
(cu. ft.)
AVG END
TOTAL VOL.
(cu. ft.)
CONIC
INC. VOL.
(cu. ft.)
CONIC
TOTAL VOL.
(cu. ft.)
4,996.400
20.69
N/A
N/A
0.00
N/A
0.00
4,996.450
74.45
0.050
2.38
2.38
2.24
2.24
4,996.500
135.74
0.050
5.25
7.63
5.18
7.42
4.996.550
204.52
0.050
8.51
16.14
8.45
15.87
4,996.600
280.96
0.050
12.14
28.28
12.09
27.95
4,996.650
364.30
0.050
16.13
44.41
16.09
44.04
4,996.700
423.26
0.050
19.69
64.10
19.67
63.71
4,996.750
464.39
0.050
22.19
86.29
22.18
85.89
4.996.800
501.16
0.050
24.14
110.43
24.13
110.03
4.996.850
537.59
0.050
25.97
136.40
25.96
135.99
4.996.900
574.63
0.050
27.81
164.20
27.80
163.79
4.996.950
612.31
0.050
29.67
193.88
29.67
193.46
4.997.000
650.67
0.050
31.57
225.45
31.57
225.03
4,997.050
689.82
0.050
33.51
258.96
1 33.51
1 258.54
4.997.100
729.86
1 0.050
35.49
294.45
35.49
294.02
4,997.150
777.71 1
0.050
37.69
332.14
37.68
331.71
-VOLUME - 332 CF AT 4997.16
(312 CF REQUIRED)
APPENDIX C
Hydraulic Calculations
Angie Lee Periodontics UNITEDCIVILDesign Group
Fort Collins, CO Area Inlet Capacity
'INLET ID: Bioretention Pond Overflow Structure
Governing Equations:
Inlet capacity equation at low flows (weir calculation): Q = 3.0 P H
Where.
P=2(L+1M
H = depth of water above the flowGne
Inlet capacity equation at higher flows (onfice calculation): Q = 0.61 A (2 gH) o.s
Where.
A = open area of the inlet grate
H = depth of water above the cenhoid of the cross -sectional area (A)
Input Parameters:
Grate:
Type C
Wier Perimeter.
12.29
Open Area of Grate (ft):
4.08 02 = N/A
Flowline Elevation (ft):
5127.62 Oloo = 2.90cfs
Allowable Capacity:
80%
Depth vs. Flow:
Shallow
Orifice
Actual
Depth Above Inlet
Elevation
Weir Flow
Flow
Flow
(ft)
(ft)
We)
(cfs)
We)
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 0100
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
Calculations by: KRB
' Date:611712016 R:1115013-4803Boardwalk OfficelReportsIDrainagelCakulationsltnlets)Arealnlets.x/sx
APPENDIX D
Referenced Material
I
USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
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
March 22, 2016
4 31' 16' N
40' 31ErN
Custom Soil Resource Report
b Soil Map
b
494350 494380 494410 494440 494470 494500
494350 494380 494410 494440 494470
3
b
^ Map Sole: 1:1,2201f prtReC on A poiat (8.5' X 11") SheEC.
LS M N ess
15 30 60 90
A0 50 100 200 300
Map PtJecton: Web Mercator Coma oxydrlates: VVGS84 Edge p6: JiM ZDM 13N WCS84
8
494500
b
F
I�
494530
O_ 40' 31' 16" N
I
R
40° 31'8'N
494530
3
b
F
!S
' Custom Soil Resource Report
' 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
t 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)
12
Custom Soil Resource Report
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: 2ting
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 transacts 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
Stk - 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)
1 13
' Custom Soil Resource Report
' 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)
tMinor 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)
1
' 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 transacts of the mapunit.
' Description of Nunn
Setting
' Landform: Terraces, fans
' 14
ICustom Soil Resource Report
' 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
t Hydrologic Soil Group: C
Minor Components
Ulm
Percent of map unit: 10 percent
Satanta
' Percent of map unit. 5 percent
15
OPT t F�nalA�,���,�,� port
FORT ITIMIS FUT"
FINAL DRAINAGE REPORT
IL
FOR
Miramont Self Storage
FORT COLLINS, COLORADO
I�III NOV 10 199T
PREPARED FOR:
SecurCare Self Storage, Inc.
6551 South Revere Parkway, Suite 225
Englewood, Colorado 80111
(303) 792-9952
PREPARED BY:
JOHN H. KING /it
DEVELOPMENT CONSULTANT
6551 South Revere Parkway, Suite 225
Englewood,. Colorado 80111
(303) 792-9952 Phone
FAX (303) 792-2166
April 22,1997
Revised June 22,1997
Revised September 11,1997
Revised November 1, 1997
m
his unofficial copy was downloaded on Jul-29-2015 from the City of Fort Collins Public Records Website: http://citydoes.fcgov.com
nr additional infnnnatinn nr an of pial ennv nlracn rnntaM t,iw of FnM ('nllinc I Itilitire 70n Wn d 8trw.t Fnrt rmun. rri A057d I KA
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bis unofficial copy was downloaded on Jul-29-2015 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
or additional information or an official cnnv. nlease contact City of Fnrt Collins I Itilities 700 Wnod Street Fort Collins. C0 90524 I ISA
RUNOFF TABLE
,7 - — --------
pt rr
DESIGNPT.
4
BASIN AREA (ACRES) 010(CFS) QIGo(CFS)
093 0 0.A
"0A "20
052 15: A, .
A 448 19,83 31 64
I
A '053 145 11.1
As 10, 7.17
0 9.42 0 5's all
SECTION 0.0
9
81 034 0 38 011
92 0 as all
10
c 017 a is
..... ...........................
...... .. . ..
.............
—'7 —
..... . ...... ...... ........
.... . ... .......... ......
z...... ............ �7 ------
All,
..........
7
All- J
LE=—AiF.; . .. ....
<
U)
LLJ
<
--------- —
v.
L
......... .
Al
FF
— ------ -----
Al' 1)\ \Ip
..........
O�
NOTE SEE SHEET 0 FOR EROSION CONTROL DETAILS. NOTCS AND SCHEDULE
LEGEND
----------- Ali - -----------
,<ISTINr. CONTOUR
PROPOSED STORM SEWER
07 PROPCSED CONTOUR
rrc-elcry 41VE
SECTION C-
14�
By SEAR BROWN GROUP FOR SNARED
PARK SEE PLANS FOR MIRAMONT OFF
ORNIEWAY
19
As
w I
. ... ..... .
I " F17
. . .......... ....
AA-0.
F
........... ....
REQUIRED VOLUME = 32 789 CU FT
PROVIDED VOLUME = 36 575 CU F T
""IMUM 100-YEAR WATER SURFACE - 910
100 YEAR RELEASE RATE - 2 34 CFS
FREEBOARD PROVIDED . 10 FT.
2-YEAR VOLUME PROVIDED = 9730 CU FT
MAXIMUM 2-YEAR WATER SURFACE = IN 52
2-YEAR RELEASE RATE = 0 56 CFS
OVER -EXCAVATE DETENTION POND By 500 C Y FOR TEMP SEDIMENT POND
-7 21
SECTION a -
HARMONY MARKET
PUD 1ST FIL!NG
OAKRIDGE DRIVE
NGIE LEE T-
T O
VI
4996 Or Lor 2 M C,,,,,, DIV9TvAv Al /AP AS
OAK HILL APARTMENTS PUL)
e905
4194
4122
4991 I SECTION E • E
co 0
'A
REGIONALe99' �' I [ it i
PONDP-0—N—D] SECTION A -A
DEVELOPMENT CONSULTANT
r9 v I=uPL'A?Iff SELF STCPA^r
[l
i
1
1
1
1
1
1
1
[1
Ll
1
1
1
i
1
1
1
APPENDIX E
Drainage Plan
11
No Text