HomeMy WebLinkAboutSPIRIT AT THE RIVER (FORMERLY LINCOLN CORRIDOR HOTEL) - FDP - FDP180015 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTSPIRIT AT THE RIVER HOTEL
FINAL DRAINAGE REPORT
PREPARED FOR
Spirit at the River Hotel
Fort Collins, Colorado
PREPARED BY
Olsson Associates
1880 Fall River Drive, Suite 200
Loveland, CO 80538
970.461.7733
Contact: Mike Maurer, PE
June, 2017
Olsson Project No. 017-0150
i
Table of Contents
1.0 General Location and Description ...................................................................................... 1
1.1 Location ................................................................................................................... 1
1.2 Description of Property ............................................................................................. 1
1.3 Floodplain ................................................................................................................. 1
2.0 Drainage Basin and Sub-Basins ........................................................................................ 1
2.1 Major Basin Description ............................................................................................ 1
2.2 Sub-Basin Description .............................................................................................. 1
3.0 Drainage basin criteria ....................................................................................................... 2
3.1 Development Criteria Reference and Constraints ..................................................... 2
3.2 Hydrological Criteria ................................................................................................. 2
3.3 Hydraulic Criteria ...................................................................................................... 2
3.4 Floodplain Regulations Compliance ......................................................................... 2
3.5 Modifications of Criteria ............................................................................................ 3
4.0 Drainage Facility Design .................................................................................................... 3
4.1 General Concept ...................................................................................................... 3
4.2 Specific Details ......................................................................................................... 3
1. Low Impact Design ............................................................................................... 3
2. Minimum Required Storage Volume ..................................................................... 4
3. Outlet Structure and Spillway ................................................................................ 4
5.0 Conclusions ....................................................................................................................... 4
5.1 Compliance with Standards .................................................................................. 5
5.2 Drainage Concept ................................................................................................. 5
6.0 References ............................................................................................................... 5
List of Tables
Table 1: Proposed Basins.………………………………………………………………………………2
Table 2: Rain Garden Parameters..…….………………………………………………………………3
Table 3: Detention Pond Parmaters…………………………………………………………………….4
ii
List of Appendices
Appendix A Hydrologic Calculations
A.1 Imperviousness, Time of Concentration, Runoff Calculation
Appendix B Hydraulic Calculations
B.1 Detention Volume by the Modified FAA Method
B.2 Pond Stage Storage
Appendix C Referenced Information
C.1 Vicinity Map
C.2 NRCS Web Soil Survey
C.3 FEMA Firm Map
C.4 Fort Collins Floodplain map
C.5 City of Fort Collins Rainfall Intensity-Duration-Frequency Curves
C.6 Urban Drainage Imperviousness Values
C.7 Drainage Basin Map
1.0 GENERAL LOCATION AND DESCRIPTION
1.1 Location
The proposed project is located in the southeast quarter of section 12, township 7 north, range
69 west of the 6th P.M. City of Fort Collins, County of Larimer, State of Colorado. The proposed
site is bordered on the north by Lincoln Avenue and on the south by the Cache La Poudre
River. The proposed site property address is 301 Lincoln Avenue.
1.2 Description of Property
Currently the site consists of an office building, some storage sheds, a workshop, a paved
parking lot, and a gravel storage area to the south. The project will require the demolition of the
existing structures, the paved parking lot and the gravel storage area. The proposed site is 4.37
acres and will consist of the construction of a hotel building, new parking lot, and detention
ponds.
Based on the NRCS soil survey the soil present on the site is classified as hydrologic group C.
The site currently slopes to the south with an average slope of 1% to the Cache La Poudre
River.
Changes to the site grading are proposed to ensure proper drainage around the proposed
building, and include the construction of connected detention ponds along the south edge of the
property.
1.3 Floodplain
Portions of the property are located within the FEMA-regulatory, Poudre River floodplain and must
conform to the safety regulations of Chapter 10 of City Municipal Code. Any development in the
floodplain must be preceded by an approved floodplain use permit. FEMA Approved LOMR
Effective November 24, 2017, by Case no. 17-08-0075P revising FIRM Panel 08069C0979H
Date: May 2, 2012
2.0 DRAINAGE BASIN AND SUB-BASINS
2.1 Major Basin Description
Historically, the site drains to the south into the Cache La Poudre River by overland flow. The
site historically discharges at a rate of 0.53 cfs and 5.47 cfs for the 10-year and 100-year storm
events respectively.
The existing drainage patterns for the land surrounding the property will not be impacted and
there will be no drainage routed through the site from the surrounding properties.
2.2 Sub-Basin Description
Historically, the site drains to the south into the Cache La Poudre River by overland flow.
Due to the proposed site grading, the site was divided up into 10 drainage basins.
Basins A through A6 include the proposed hotel building, the detention pond, rain garden, and
the majority of the site. These basins drain to the detention pond located in the south portion of
the site.
Basin B is located in the north portion of the site, and runoff from this basin does not flow to the
rain garden or detention pond due to grade ties with Lincoln Avenue. This basin drains north
onto Lincoln Avenue before the runoff is collected in an existing curb inlet.
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Basin C is located in the south portion of the site and runoff from this basin does not flow to the
rain garden or detention pond. This basin drains south towards the Cache La Poudre River.
Basin D is located in the south portion of the site and includes the detention pond and rain
garden. Runoff from this basin is collected in the detention pond.
Basin Q10 (cfs) Q100 (cfs)
A 4.75 10.78
A1 0.51 1.12
A2 0.77 1.69
A3 0.47 1.03
A4 0.57 1.25
A5 0.26 0.57
A6 0.53 1.16
B 0.50 1.41
C 0.19 1.30
D 0.29 1.74
Table 1. Proposed Basin Runoff
3.0 DRAINAGE BASIN CRITERIA
3.1 Development Criteria Reference and Constraints
The design of the proposed drainage system was completed in accordance with the criteria set
forth in Colorado Urban Drainage and Flood Control District Manual and the amendments that
pertain to Fort Collins.
3.2 Hydrological Criteria
Hydrologic calculations have been prepared in accordance with criteria set forth in Colorado
Urban Drainage and Flood Control District Manual and the amendments that pertain to Fort
Collins.
3.3 Hydraulic Criteria
Hydraulic calculations have been prepared in accordance with the criteria set forth in Colorado
Urban Drainage and Flood Control District Manual and the amendments that pertain to Fort
Collins.
The Colorado Urban Drainage and Flood Control District Stormwater Best Management
Practice Design Workbook Rain Garden spreadsheet was used to size the rain garden that is
providing the water quality treatment for the site. The City of Fort Collins Modified FAA Method
spreadsheet was used to size the detention pond.
3.4 Floodplain Regulations Compliance
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Portions of the property are located within the FEMA-regulatory, Poudre River floodplain and must
conform to the safety regulations of Chapter 10 of City Municipal Code. Any development in the
floodplain must be preceded by an approved floodplain use permit. FEMA Approved LOMR
Effective November 24, 2017, by Case no. 17-08-0075P revising FIRM Panel 08069C0979H
Date: May 2, 2012.
3.5 Modifications of Criteria
There are no modifications to the criteria for this project.
4.0 DRAINAGE FACILITY DESIGN
4.1 General Concept
In the proposed developed condition, the majority of runoff generated on site will flow to the
detention pond located in the south portion of the site. The water will reach the ponds by a
combination of sheet flow, curb and gutter flow, and pipes to convey the runoff under the berm
to the rain garden.
The site is 4.37 acres and contains a proposed parking lot, the proposed building, and
landscaped areas. Runoff will flow to the south portion of the parking lot where there is no curb,
then proceed to flow south via 3 culverts installed through a berm into the rain garden and then
into the proposed detention pond. Detained stormwater will discharge into the existing storm
sewer manhole located west of the pond, and eventually into the Cache La Poudre River.
4.2 Specific Details
1. Low Impact Design
The City of Fort Collins requires Low Impact Design (LID) for new projects. For this project it has
been determined that a rain garden will be used to treat 100% of the impervious area excluding
the undetained flow at the access drives. The rain garden was sized using the Colorado Urban
Drainage and Flood Control District Stormwater Best Management Practice Design Workbook
Rain Garden spreadsheet. The rain garden was designed to drain the WQCV in 12 hours. This
is accomplished by installing an underdrain pipe with an orifice to control the release rate of the
treated stormwater. See Appendix B for the rain garden spreadsheet.
Parameter Value
Bottom of Rain Garden Elevation 4943.50
Top of Rain Garden Elevation 4944.50
Required Volume of Rain Garden 1,096.8 cubic feet
Provided Volume of Rain Garden 1,099.0 cubic feet
Required Flat Surface Area 834 square feet
Provided Flat Surface Area 838 square feet
Table 2. Rain Garden Parameters
Refer to the landscape plans for the planted vegetation within the rain garden.
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Design points were calculated with the sum of the 5 and 100-year runoff rates of the basins that
contributed to those points. Design points can be found on the Drainage Basin Map located in
Appendix C.
2. Minimum Required Storage Volume
The minimum required storage volume was determined using The City of Fort Collins Modified
FAA method spreadsheet. See Appendix B.1. The WQCV for the site was determined to be
1,444 cubic feet based on The Colorado Urban Drainage and Flood Control District Stormwater
Best Management Practice Design Workbook Rain Garden spreadsheet. The WQCV will be
treated using the rain garden.
Parameter Value
2 yr Required Volume 2,376 cubic feet
100 yr Required Volume 31,968 cubic feet
Bottom of Pond 4940.00
2 yr Provided Volume 4,091 cubic feet
2 yr WSEL 4941.25
100 yr Provided Volume 34,506 cubic feet
100 yr WSEL 4944.50
Outlet Structure Invert 4939.70
100 yr Allowable
Release Rate
1.47 cfs
Spillway Elevation 4944.50
Top of Pond 4945.50
Table 3. Detention Pond Parameters
3. Outlet Structure and Spillway
The Outlet structure is designed to release the 100-year volume at the site’s historic 2-year
runoff rate of 1.49 cfs.
The bike trail to the south of the ponds will serve as the emergency spillway where excess
volume will overtop the trail and discharge directly into the Cache La Poudre River. The
overflow weir will be designed to be wide enough to minimize the velocities so that rip-rap
protection will not be necessary.
5.0 CONCLUSIONS
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5.1 Compliance with Standards
This report has been prepared in accordance with common engineering practices, the criteria
set forth in Colorado Urban Drainage and Flood Control District Manual and the amendments
that pertain to Fort Collins.
5.2 Drainage Concept
Developed runoff generated on the proposed site will be directed to the rain garden and
detention pond located in the south portion of the site. The rain garden is designed to treat 100
percent of the site WQCV, and the pond outlet structure is designed to release the 100-year
volume at the site’s 2-year historic runoff rate of 1.49 cfs. The raingarden outfall is designed to
release the 100-year volume from the rain garden into the detention basin at 19.34 cfs.
Raingarden outfall calculations can be found in Appendix A.
6.0 References
Drainage Criteria Manual, Volumes 1, 2, & 3, Urban Drainage and Flood Control District,
Volumes 1 & 2 – Originally Published September 1969, updated January 2016; Volume 3 –
Originally Published September 1992, updated November 2010
Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual
dated December 2011
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APPENDIX A
HYDROLOGIC CALCULATIONS
1880 Fall River Drive
Suite 200
Loveland, CO 80538
TEL 970.461.7733
Spirit at the River Hotel Hydrologic Calcs
COMPOSITE PERCENT IMPERVIOUSNESS
Paved Building Brick Pavers Landscape
90% 90% 22% 2% C 5 C 10 C 100
(acres) (acres) (acres) (acres)
A Parking C 1.24 - 0.04 0.10 1.38 82%
B Undetained North B 0.13 - - 0.09 0.22 53%
C Undetained South C - - - 0.41 0.41 2%
A1 Roof C - 0.13 - - 0.13 90%
A2 Roof C - 0.20 - - 0.20 90%
A3 Roof C - 0.12 - - 0.12 90%
A4 Roof C - 0.15 - - 0.15 90%
A5 Roof C - 0.07 - - 0.07 90%
A6 Roof C - 0.14 - - 0.14 90%
D Detention Pond & Rain Garden C 0.02 - - 0.58 0.60 5%
Total Site Total Site C 1.39 0.80 0.04 1.17 3.41 66%
0.80
0.80
0.74
0.48
0.15
0.08
0.80
0.80
0.80
0.80
0.85
0.85
0.85
0.85
0.77
Basin
Name
Basin Description
0.77
0.77
0.77
0.77
Soil
Type
0.71
0.45
0.05
Total Area
(ac)
0.82
Percent
Impervio
usness
0.77
0.67
0.49
0.85
0.85
0.17 0.50
TIME OF CONCENTRATION CALCULATIONS
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Jun 12 2018
Rain Garden Outfall - Design Point 4
Circular
Diameter (ft) = 2.00
Invert Elev (ft) = 4941.34
Slope (%) = 1.04
N-Value = 0.013
Calculations
Compute by: Q vs Depth
No. Increments = 10
Highlighted
Depth (ft) = 1.40
Q (cfs) = 19.36
Area (sqft) = 2.35
Velocity (ft/s) = 8.22
Wetted Perim (ft) = 3.97
Crit Depth, Yc (ft) = 1.59
Top Width (ft) = 1.83
EGL (ft) = 2.45
0 1 2 3 4
Elev (ft) Depth (ft)
Section
4940.50 -0.84
4941.00 -0.34
4941.50 0.16
4942.00 0.66
4942.50 1.16
4943.00 1.66
4943.50 2.16
4944.00 2.66
Reach (ft)
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APPENDIX B
HYDRAULIC CALCULATIONS
100 Year
This is to convert % imp. to a C value
100-year (must insert % imp. and C pervious).
ft3
acre-ft.
'C' value 0.59 31968.6 0.734
'C' * 1.25 0.7375
Area 4.37 acres Modified Modified
Release Rate 1.49 M. FATER D. JUDISH C. LI
May-95 Nov-97 Nov-98
DETENTION POND SIZING
TIME TIME INTENSITY Q 100 Runoff Release Required Required
cum 100 year Volume Cum total Detention Detention
(mins) (secs) (in/hr) (cfs) (ft^3) (ft^3) (ft^3) (ac-ft)
0 0 0 0.00 0 0.0 0.0 0.0000
5 300 9.950 32.07 9620.282 447.0 9173.3 0.2106
10 600 7.720 24.88 14928.36 894.0 14034.4 0.3222
15 900 6.520 21.01 18911.83 1341.0 17570.8 0.4034
20 1200 5.600 18.05 21657.72 1788.0 19869.7 0.4561
25 1500 4.980 16.05 24074.88 2235.0 21839.9 0.5014
30 1800 4.520 14.57 26221.31 2682.0 23539.3 0.5404
35 2100 4.080 13.15 27613.59 3129.0 24484.6 0.5621
40 2400 3.740 12.05 28928.53 3576.0 25352.5 0.5820
45 2700 3.460 11.15 30108.1 4023.0 26085.1 0.5988
50 3000 3.230 10.41 31229.66 4470.0 26759.7 0.6143
55 3300 3.030 9.77 32225.53 4917.0 27308.5 0.6269
60 3600 2.860 9.22 33182.72 5364.0 27818.7 0.6386
65 3900 2.720 8.77 34188.26 5811.0 28377.3 0.6515
70 4200 2.590 8.35 35058.43 6258.0 28800.4 0.6612
75 4500 2.480 7.99 35967.29 6705.0 29262.3 0.6718
80 4800 2.380 7.67 36818.12 7152.0 29666.1 0.6810
85 5100 2.290 7.38 37639.96 7599.0 30041.0 0.6896
90 5400 2.210 7.12 38461.79 8046.0 30415.8 0.6983
95 5700 2.130 6.86 39128.93 8493.0 30635.9 0.7033
100 6000 2.060 6.64 39834.74 8940.0 30894.7 0.7092
105 6300 2.000 6.45 40608.23 9387.0 31221.2 0.7167
110 6600 1.940 6.25 41265.69 9834.0 31431.7 0.7216
115 6900 1.890 6.09 42029.51 10281.0 31748.5 0.7288
120 7200 1.840 5.93 42696.65 10728.0 31968.6 0.7339
125 7500 1.790 5.77 43267.1 11175.0 32092.1 0.7367
130 7800 1.750 5.64 43992.24 11622.0 32370.2 0.7431
135 8100 1.710 5.51 44640.04 12069.0 32571.0 0.7477
140 8400 1.670 5.38 45210.49 12516.0 32694.5 0.7506
145 8700 1.630 5.25 45703.59 12963.0 32740.6 0.7516
150 9000 1.600 5.16 46409.4 13410.0 32999.4 0.7576
155 9300 1.570 5.06 47057.2 13857.0 33200.2 0.7622
160 9600 1.540 4.96 47646.98 14304.0 33343.0 0.7654
165 9900 1.510 4.87 48178.76 14751.0 33427.8 0.7674
170 10200 1.480 4.77 48652.52 15198.0 33454.5 0.7680
175 10500 1.450 4.67 49068.27 15645.0 33423.3 0.7673
180 10800 1.420 4.58 49426.01 16092.0 33334.0 0.7652
Required detention
Page 1
Project:
Basin ID:
X
1
#1 Vertical #2 Vertical
Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Orifice Orifice
Water Surface Elevation at Design Depth Elev: WS = 4,944.50 feet
Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 4,941.00 feet
Required Peak Flow through Orifice at Design Depth Q = 14.37 cfs
Pipe/Vertical Orifice Diameter (inches) Dia = 18.0 inches
Orifice Coefficient Co
= 0.65
Full-flow Capacity (Calculated)
Full-flow area Af = 1.77 sq ft
Half Central Angle in Radians Theta = 3.14 rad
Full-flow capacity Qf = 15.3 cfs
Percent of Design Flow = 106%
Calculation of Orifice Flow Condition
Half Central Angle (0<Theta<3.1416) Theta = 2.41 rad
Flow area Ao
= 1.63 sq ft
Top width of Orifice (inches) To
= 12.09 inches
Height from Invert of Orifice to Bottom of Plate (feet) Yo
= 1.31 feet
Elevation of Bottom of Plate Elev Plate Bottom Edge = 4,942.31 feet
Resultant Peak Flow Through Orifice at Design Depth Qo
= 14.4 cfs
Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 1.24 feet
Spirit at the River
RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
UD-Detention_v2.34, Restrictor Plate 6/5/2018, 11:51 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.010 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length-to-Width Ratio = 2.00 L:W 0.00 20.99 0.00 0.08
Watershed Area = 0.19 acres 0.10 100.90 0.10 0.08
Watershed Imperviousness = 90.0% percent 0.20 288.44 0.20 0.08
Percentage Hydrologic Soil Group A = 0.0% percent 0.30 571.15 0.30 0.08
Percentage Hydrologic Soil Group B = 0.0% percent 0.40 691.89 0.40 0.08
Percentage Hydrologic Soil Groups C/D = 100.0% percent 0.50 837.53 0.50 0.08
0.60 1002.00 0.60 0.08
0.70 1153.86 0.70 0.08
0.80 1301.74 0.80 0.08
0.90 1373.59 0.90 0.08
User Input: Detention Basin Characteristics 1.00 1447.65 1.00 0.08
WQCV Design Drain Time = 12.00 hours 1.10 1528.25 1.10 0.08
1.20 1615.41 1.20 0.08
1.30 1713.88 1.30 0.08
1.40 1795.53 1.40 0.08
1.50 1878.28 1.50 0.08
1.60 1962.11 1.60 0.08
1.70 2047.03 1.70 0.08
1.80 2155.64 1.80 0.08
1.90 2250.65 1.90 0.08
2.00 2349.67 2.00 0.08
2.10 2452.72 2.10 0.08
2.20 2559.79 2.20 0.08
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif,
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period = WQCV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year
Two-Hour Rainfall Depth = 0.53 0.98 1.36 1.71 2.31 2.91 3.67 in
Calculated Runoff Volume = 0.005 0.014 0.020 0.026 0.036 0.046 0.059 acre-ft
OPTIONAL Override Runoff Volume = 0.01 0.04 0.05 acre-ft
Inflow Hydrograph Volume = 0.005 0.009 0.019 0.035 0.035 0.046 0.052 acre-ft
Time to Drain 97% of Inflow Volume = 1 2 3 5 5 7 8 hours
Time to Drain 99% of Inflow Volume = 1 2 3 5 5 7 8 hours
Maximum Ponding Depth = 0.14 0.35 0.75 1.17 1.17 1.42 1.57 ft
Maximum Ponded Area = 0.004 0.014 0.028 0.036 0.036 0.042 0.044 acres
Maximum Volume Stored = 0.000 0.002 0.011 0.024 0.024 0.034 0.040 acre-ft
Stormwater Detention and Infiltration Design Data Sheet
OSLC Detention Pond
Fort Collins, CO
Workbook Protected Worksheet Protected
SDI_Design_Data_FC_Rainfall.xlsm, Design Data 12/12/2017, 10:13 AM
Doing_Clear_Formatting Yes =
CountA= 1
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 0 Check Data Set 1
Stormwater Detention and Infiltration Design Data Sheet
Area
Discharge
0
0.2
0.4
0.6
0.8
1
1.2
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
25YR IN
25YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
0.1 1 10 100
PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
25YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_FC_Rainfall.xlsm, Design Data 12/12/2017, 10:13 AM
Project:
Basin ID:
Design Information (Input):
Width of Basin Bottom, W = ft Right Triangle OR…
Length of Basin Bottom, L = ft Isosceles Triangle OR…
Dam Side-slope (H:V), Zd = ft/ft Rectangle OR…
Circle / Ellipse OR…
Irregular X (Use Overide values in cells G32:G52)
MINOR MAJOR
Storage Requirement from Sheet 'Modified FAA': 0.09 0.38 acre-ft.
Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft.
Storage Requirement from Sheet 'Full-Spectrum': acre-ft.
Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes
for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor,
& Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage
Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes
(input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek)
4939.75 (input) 0.21 0.000 0.000
4940.00 0.00 0.00 544.49 68 0.012 0.002
4940.25 0.00 0.00 1,703.96 349 0.039 0.008
4940.50 0.00 0.00 3,513.39 1,001 0.081 0.023
4940.75 0.00 0.00 4,655.75 2,022 0.107 0.046
4941.00 0.00 0.00 5,299.32 3,267 0.122 0.075
4941.25 0.00 0.00 5,795.98 4,654 0.133 0.107
4941.50 0.00 0.00 6,309.99 6,167 0.145 0.142
4941.75 0.00 0.00 6,833.05 7,810 0.157 0.179
4942.00 0.00 0.00 7,364.96 9,585 0.169 0.220
4942.25 0.00 0.00 7,905.71 11,493 0.181 0.264
4942.50 0.00 0.00 8,455.32 13,539 0.194 0.311
4942.75 0.00 0.00 9,013.76 15,722 0.207 0.361
4943.00 0.00 0.00 9,581.06 18,047 0.220 0.414
4943.25 0.00 0.00 10,157.20 20,514 0.233 0.471
4943.50 0.00 0.00 10,742.19 23,126 0.247 0.531
4943.75 0.00 0.00 11,336.03 25,886 0.260 0.594
4944.00 0.00 0.00 11,938.71 28,795 0.274 0.661
4944.25 0.00 0.00 12,550.24 31,857 0.288 0.731
4944.50 0.00 0.00 13,170.62 35,072 0.302 0.805
4945.00 0.00 0.00 14,616.84 42,018 0.336 0.965
4945.50 0.00 0.00 16,045.56 49,684 0.368 1.141
STAGE-STORAGE SIZING FOR DETENTION BASINS
Spirit at the River
Check Basin Shape
UD-Detention_v2.34.xls, Basin 5/23/2018, 1:28 PM
100 YR
2 YR
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 59.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.590
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.19 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 70,656 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.43 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 1,096.8 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 10.5 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 = 834 sq ft
D) Actual Flat Surface Area AActual = 838 sq ft
E) Area at Design Depth (Top Surface Area) ATop = 1675 sq ft
F) Rain Garden Total Volume VT= 1,099 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y = 1.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 = 1,097 cu ft
iii) Orifice Diameter, 3/8" Minimum DO = 7/8 in
Design Procedure Form: Rain Garden (RG)
Ian Swensson
Olsson Assocaites
June 6, 2018
Spirit at the River Hotel (017-0150)
Fort Collins, CO
UD-BMP (Version 3.06, November 2016)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
Rain Garden Calcs, RG 6/6/2018, 2:54 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Ian Swensson
Olsson Assocaites
June 6, 2018
Spirit at the River Hotel (017-0150)
Fort Collins, CO
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
Rain Garden Calcs, RG 6/6/2018, 2:54 PM
8 | P a g e
APPENDIX C
REFERENCED INFORMATION
TEL 970.431.7733
Loveland, CO 80538
Suite 160
5285 McWhinney Boulevard
R
1880 Fall River Drive
Vicinity Map Lincoln Ave Suite 200
Site
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ZZZQUFVXVGDJRY,QWHUQHW)6(B'2&80(176QUFVSB SGI
&XVWRP6RLO5HVRXUFH5HSRUW
4,514
752.3
FCMaps
This map is a user generated static output from the City of Fort Collins FCMaps
Internet mapping site and is for reference only. Data layers that appear on this
map may or may not be accurate, current, or otherwise reliable.
City of Fort Collins - GIS
572.0
1:
WGS_1984_Web_Mercator_Auxiliary_Sphere
0 286.00 572.0 Feet
Notes
Legend
3,430
FEMA Floodplain
FEMA High Risk - Floodway
FEMA High Risk - 100 Year
FEMA Moderate Risk - 100 / 500 Year
FEMA Map Panel
City Floodplains
City High Risk - Floodway
City High Risk - 100 Year
City Moderate Risk - 100 Year
City Limits
Project Site
RAINFALL INTENSITY-DURATION-FREQUENCY CURVE
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00
STORM DURATION (minutes)
RAINFALL INTENSITY (inches/hour)
2-Year Storm 10-Year Storm 100-Year Storm
Figure RA-16 City of Fort Collins Rainfall Intensity-Duration-Frequency Curves
Runoff Chapter 6
6-8 Urban Drainage and Flood Control District January 2016
Urban Storm Drainage Criteria Manual Volume 1
Table 6-3. Recommended percentage imperviousness values
Land Use or Percentage Imperviousness
Surface Characteristics (%)
Business:
Downtown Areas 95
Suburban Areas 75
Residential:
Single-family
2.5 acres or larger 12
0.75 – 2.5 acres 20
0.25 – 0.75 acres 30
0.25 acres or less 45
Apartments 75
Industrial:
Light areas 80
Heavy areas 90
Parks, cemeteries 10
Playgrounds 25
Schools 55
Railroad yard areas 50
Undeveloped Areas:
Historic flow analysis 2
Greenbelts, agricultural 2
Off-site flow analysis (when land use not
defined) 45
Streets:
Paved 100
Gravel (packed) 40
Drive and walks 90
Roofs 90
Lawns, sandy soil 2
Lawns, clayey soil 2
0.22
BASIN B
0.61
0.76
0.15
BASIN A4
0.95
1.19
0.13
BASIN A1
0.95
1.19
0.20
BASIN A2
0.95
1.19
0.12
BASIN A3
0.95
1.19
0.07
BASIN A5
0.95
1.19
0.14
BASIN A6
0.95
1.19
1.38
BASIN A
0.87
1.08
0.41
BASIN C
0.15
0.19
0.60
BASIN D
0.18
0.22
0.88
3.94
0.92
1.24 4.18
5.63
4.82
19.34
LEGEND
EXISTING PROPOSED
PROPERTY LINE
FLOWLINE
BACK OF CURB
EASEMENT
SETBACK LINE
MAJOR CONTOURS
MINOR CONTOURS
STORM SEWER
SPOT ELEVATION
FLOW ARROW
FINISH FLOOR ELEVATION
HIGH POINT
LOW POINT
GRADE BREAK
FFE
HP
LP
ROADWAY CENTERLINE
SIDEWALK SW
FLOWLINE FL
STORM MANHOLE
GRATE INLET
WATER LINE
SANITARY SEWER
MATCH EXISTING GRADE MEG
BOTTOM OF WALL BOW
TOP OF POND TOP
BENCHMARK
BASIS OF BEARING
BASIN PARAMETERS
REVISIONS
NO.
REV.
DATE REVISIONS DESCRIPTION
project no.:
approved by:
checked by:
drawn by:
drawing no.:
QA/QC by:
date:
SHEET
TEL 970.461.7733 www.olssonassociates.com
5285 McWhinney Boulevard, Suite 160
Loveland, CO 80538
OLSSON ASSOCIATES ASSUMES
NO RESPONSIBILITY FOR
EXISTING UTILITY LOCATIONS
(HORIZONTAL OR VERTICAL). THE
EXISTING UTILITIES SHOWN ON
THIS DRAWING HAVE BEEN
PLOTTED FROM THE BEST
AVAILABLE INFORMATION. IT IS
HOWEVER THE RESPONSIBILITY
OF THE CONTRACTOR TO FIELD
VERIFY THE LOCATION OF ALL
UTILITIES PRIOR TO THE
COMMENCEMENT OF ANY
CONSTRUCTION ACTIVITIES.
NOTE
THIS DOCUMENT HAS BEEN
RELEASED BY OLSSON
ASSOCIATES ONLY FOR REVIEW
BY REGULATORY AGENCIES AND
OTHER PROFESSIONALS, AND IS
SUBJECT TO CHANGE. THIS
DOCUMENT IS NOT TO BE USED
FOR CONSTRUCTION.
CALL 811 SEVENTY-TWO HOURS
PRIOR TO DIGGING, GRADING OR
EXCAVATING FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES
DRAINAGE BASIN MAP R
FORT COLLINS, CO 2017
09-15-2017
017-0150
SPIRIT AT THE RIVER HOTEL
MM
C_DRN_70150.dwg
MM
CH
C7
PRELIMINARY DESIGN PLANS
CH
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L1 S1 Ti L2 V T2
(ft) (%) (min) (ft) (f/s) (min)
A 40.0 3.70% 0.71 2.95 393.0 2.2 3.0 5.94 15.12 5.94
B 60.0 4.00% 0.45 5.84 - 5.84 17.35 5.84
C 100.0 2.00% 0.05 15.24 - 15.24 26.93 15.24
A1 - 0.00% 0.77 - 20.0 1.6 0.2 0.21 10.89 5.00
A2 - 0.00% 0.77 - 20.0 1.6 0.2 0.21 10.89 5.00
A3 - 0.00% 0.77 - 20.0 1.6 0.2 0.21 10.89 5.00
A4 - 0.00% 0.77 - 25.0 1.6 0.3 0.26 10.94 5.00
A5 - 0.00% 0.77 - 25.0 1.6 0.3 0.26 10.94 5.00
A6 - 0.00% 0.77 - 20.0 1.6 0.2 0.21 10.89 5.00
D 177.0 1.96% 0.08 19.93 107.0 3.7 0.5 20.41 28.28 20.41
1 600.0 0.10% 0.10 96.19 - 96.19 55.67 55.67
BASIN
C5
Check Tc
Eq 6-5
Total Tc
(min)
Final Tc
(min)
OVERLAND FLOW GUTTER FLOW 1
STORM DRAINAGE CALCULATION
Storm Duration 60 minutes
C10
A Parking 1.38 0.71 0.74 0.82 5.9 0.00 4.66 9.53 - 4.75 10.78
B Undetained North 0.22 0.45 0.48 0.67 5.8 0.00 4.69 9.58 - 0.50 1.41
C Undetained South 0.41 0.05 0.15 0.49 15.2 0.00 3.17 6.49 - 0.19 1.30
A1 Roof 0.13 0.77 0.80 0.85 5.0 0.00 4.87 9.95 - 0.51 1.12
A2 Roof 0.20 0.77 0.80 0.85 5.0 0.00 4.87 9.95 - 0.77 1.69
A3 Roof 0.12 0.77 0.80 0.85 5.0 0.00 4.87 9.95 - 0.47 1.03
A4 Roof 0.15 0.77 0.80 0.85 5.0 0.00 4.87 9.95 - 0.57 1.25
A5 Roof 0.07 0.77 0.80 0.85 5.0 0.00 4.87 9.95 - 0.26 0.57
A6 Roof 0.14 0.77 0.80 0.85 5.0 0.00 4.87 9.95 - 0.53 1.16
D Detention Pond & Rain 0.60 Garden 0.08 0.17 0.50 20.4 0.00 2.83 5.80 - 0.29 1.74
Q 5- Q Q
5 yr 10 yr 100 yr
(cfs) (cfs) (cfs)
1 0.00 3.41 0.10 0.19 0.52 55.7 0.00 1.52 3.10 - 0.53 5.47
C5
C100
Basin Characteristics
AREA
(acres)
Description C5
Basin Characteristics Intensities
I
100-yr
(cfs)
Description
C10
C100
Sub-basin
AREA
(acres)
I
10-yr
(cfs)
I
5-yr (cfs)
Q
10-yr
(cfs)
I
10-yr
(cfs)
I
5-yr (cfs)
* If time of concentration was less than 5 minutes, 5 minutes was used.
BASIN NAME
I
100-yr
(cfs)
* If time of concentration was less than 5 minutes, 5 minutes was used.
Intensities Sub-basin
BASIN NAME
Tc*
(min)
Q
100-yr
(cfs)
Q 5-
yr (cfs)
Tc*
(min)