HomeMy WebLinkAboutODELL NORTH BEET TAILINGS GRADING - BDR210005 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORT
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE MEMO: Odell - North
FORT COLLINS | GREELEY 1 | 1
June 23rd, 2021
City of Fort Collins
Community Development and Neighborhood Services
281 North College Avenue
Fort Collins, CO 80522
RE: DRAINAGE MEMORANDUM FOR ODELL - NORTH PROJECT
FORT COLLINS, COLORADO
NE PROJECT #: 368-005
Dear Staff:
Northern Engineering Services is pleased to submit this Drainage Memorandum for the Odell North Project
application for your review. This Drainage Memorandum has been prepared in accordance with the Fort Collins
Stormwater Criteria Manual (FCSCM) and Mile High Flood District (MHFD) standards.
The site occupies the lot from the North side of Odell Brewing Company to Buckingham Street. The subject site
is located in the Northeast quarter of Section 12, Township 7 North, Range 69 of the 6th P.M. Fort Collins,
Larimer County, Colorado. The site is bounded to the west by 3rd Street, to the north by Buckingham Street, to
the east by Colorado Iron & Metal Inc., and to the south by the Odell Brewing Company.
The intent of this project is to remove the large quantities of beet waste currently occupying the lot at depths of
up to 15’ below grade (based on geotechnical investigation performed by CTL|Thompson, Inc.), then re-grade
the lot in a manner that directs the area’s runoff to existing stormwater infrastructure and limits outfall rates to
match downstream capacity of the current system through use of a temporary detention pond. This is expected
to be completed with minimal use of imported fill material in preparation for future expansion of the Odell
Brewery parking lot and affordable housing projects. The current topography is a flattened mound that tends to
drain Southeastward and channels into a temporary infiltration pond with an area inlet for drainage. A re-
grading of the lot will prioritize directing runoff to existing stormwater appurtenances in a more efficient and
direct manner, while retrofitting those appurtenances to accommodate an enlarged basin after development
without an increase in outfall rate downstream.
Current site conditions consist entirely of permeable ground surfaces, with a combination of gravel and native
vegetation, as well as the existing parking lot which will not be altered. Upon completion of the re-grading, the
disturbed areas will be reseeded with native vegetation. Please see the attached materials for further
information.
If you have any questions, please feel free to contact us at your earliest convenience.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
Sterling Hallauer, EI
Project Engineer
Danny Weber, PE
Project Manager
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Wednesday, Jun 16 2021
6-inch pipe full capacity
Circular
Diameter (ft) = 0.50
Invert Elev (ft) = 4945.19
Slope (%) = 0.50
N-Value = 0.012
Calculations
Compute by: Known Depth
Known Depth (ft) = 0.50
Highlighted
Depth (ft) = 0.50
Q (cfs) = 0.430
Area (sqft) = 0.20
Velocity (ft/s) = 2.19
Wetted Perim (ft) = 1.57
Crit Depth, Yc (ft) = 0.34
Top Width (ft) = 0.00
EGL (ft) = 0.57
0 1
Elev (ft)Section
4944.75
4945.00
4945.25
4945.50
4945.75
4946.00
Reach (ft)
Pond No :Temp
a-1
100-yr
0.28
14.23 min 39434 ft3
11.45 acres 0.91 ac-ft
Max Release Rate =0.42 cfs
Time (min)
Ft Collins
100-yr
Intensity
(in/hr)
Inflow
Volume
(ft3)
Outflow
Adjustment
Factor
Qav
(cfs)
Outflow Volume
(ft3)
Storage
Volume
(ft3)
5 9.950 9567 1.00 0.42 126 9441
10 7.720 14845 1.00 0.42 252 14593
15 6.520 18806 1.00 0.42 378 18428
20 5.600 21537 1.00 0.42 504 21033
25 4.980 23940 1.00 0.42 630 23310
30 4.520 26075 1.00 0.42 756 25319
35 4.080 27459 1.00 0.42 882 26577
40 3.740 28767 1.00 0.42 1008 27759
45 3.460 29940 1.00 0.42 1134 28806
50 3.230 31055 1.00 0.42 1260 29795
55 3.030 32046 1.00 0.42 1386 30660
60 2.860 32997 1.00 0.42 1512 31485
65 2.720 33997 1.00 0.42 1638 32359
70 2.590 34863 1.00 0.42 1764 33099
75 2.480 35766 1.00 0.42 1890 33876
80 2.380 36613 1.00 0.42 2016 34597
85 2.290 37430 1.00 0.42 2142 35288
90 2.210 38247 1.00 0.42 2268 35979
95 2.130 38910 1.00 0.42 2394 36516
100 2.060 39612 1.00 0.42 2520 37092
105 2.000 40381 1.00 0.42 2646 37735
110 1.940 41035 1.00 0.42 2772 38263
115 1.890 41795 1.00 0.42 2898 38897
120 1.840 42458 1.00 0.42 3024 39434
*Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2.
A =
Tc =
Project Location :
Design Point
C =
Design Storm
DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Input Variables Results
Required Detention Volume
Fort Collins, CO
368-005
Odell - North
Project Number :
Project Name :
Runoff
Coefficient1
Percent
Impervious1
0.95 100%
0.95 90%
0.50 40%
0.50 40%
0.20 2%
0.20 2%
Basin ID Basin Area
(sq.ft.)
Basin Area
(acres)
Asphalt,
Concrete (acres)Rooftop (acres) Gravel (acres) Pavers (acres)
Undeveloped:
Greenbelts,
Agriculture
(acres)
Lawns, Clayey
Soil, Flat Slope <
2% (acres)
Percent
Impervious
C2*Cf
Cf = 1.00
C5*Cf
Cf = 1.00
C10*Cf
Cf = 1.00
C100*Cf
Cf = 1.25
A-1 498,576 11.446 0.394 0.000 0.000 0.000 11.052 0.000 5%0.23 0.23 0.23 0.28
Total
Onsite 498,576 11.446 0.394 0.000 0.000 0.000 11.052 0.000 5% 0.23 0.23 0.23 0.28
DEVELOPED RUNOFF COEFFICIENT CALCULATIONS
Asphalt, Concrete
Rooftop
Gravel
Pavers
Odell - North
S. Hallauer
June 19, 2021
Project:
Calculations By:
Date:
Character of Surface
Streets, Parking Lots, Roofs, Alleys, and Drives:
Lawns and Landscaping:
Combined Basins
2) Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins
Stormwater Manual (FCSM).
Lawns, Clayey Soil, Flat Slope < 2%
USDA SOIL TYPE: C
Undeveloped: Greenbelts, Agriculture Composite Runoff Coefficient2
1) Runoff coefficients per Tables 3.2-1 & 3.2 of the FCSM. Percent impervious per Tables 4.1-2 & 4.1-3 of the FCSM.
Page 1 of 1
Tc2 Tc10 Tc100 C2 C10 C100
I2
(in/hr)
I10
(in/hr)
I100
(in/hr)
Q2
(cfs)
Q10
(cfs)
Q100
(cfs)
a-1 A-1 11.446 14.23 14.23 14.23 0.23 0.23 0.28 1.92 3.29 6.71 5.0 8.5 21.7
Total Onsite Total Onsite 11.446 14.23 14.23 14.23 0.23 0.23 0.28 1.92 3.29 6.71 5.0 8.5 21.7
Combined Basins
Intensity, I from Fig. 3.4.1 Fort Collins Stormwater Manual
Tc (Min)
DEVELOPED DIRECT RUNOFF COMPUTATIONS
Intensity Flow
Odell - North
S. Hallauer
June 19, 2021
Project:
Calculations By:
Date:
Rational Equation: Q = CiA (Equation 6-1 per MHFD)
Design
Point Basin Area
(acres)
Runoff C
Page 1 of 1
Project:
Date:
Where:
Length
(ft)
Elev
Up
Elev
Down
Slope
(%)
Ti
2-Yr
(min)
Ti
10-Yr
(min)
Ti
100-Yr
(min)
Length
(ft)
Elev
Up
Elev
Down
Slope
(%)Surface Roughness
(n)
Flow
Area3
(sq.ft.)
WP
3
(ft)
Hydraulic
Radius (ft)
Velocity
(ft/s)
Tt
(min)
Max.
Tc
(min)
Comp.
Tc 2-Yr
(min)
Tc
2-Yr
(min)
Comp.
Tc 10-Yr
(min)
Tc
10-Yr
(min)
Comp.
Tc 100-Yr
(min)
Tc
100-Yr
(min)
a-1 A-1 500 52.05 47.54 0.90%37.8 37.8 35.4 261 47.54 45.58 0.75%Swale (8:1)0.025 8.00 16.12 0.50 3.24 1.34 14.23 39.15 14.23 39.15 14.23 36.71 14.23
Total
Onsite
Total
Onsite 500 52.05 47.54 0.90% 37.8 37.8 35.4 261 47.54 45.58 0.75% Swale (8:1) 0.025 8.00 16.12 0.50 3.24 1.34 14.23 39.15 14.23 39.15 14.23 36.71 14.23
DEVELOPED TIME OF CONCENTRATION COMPUTATIONS
Overland Flow, Time of Concentration:
Calculations By:
Odell - North
S. Hallauer
R = Hydraulic Radius (feet)
S = Longitudinal Slope, feet/feet
Maximum Tc:
Combined Basins
Design
Point Basin
Overland Flow Channelized Flow Time of Concentration
Channelized Flow, Velocity:Channelized Flow, Time of Concentration:
V = Velocity (ft/sec)
n = Roughness Coefficient
June 19, 2021
(Equation 3.3-2 per Fort Collins Stormwater Manual)1.87 1.1 ∗
1.49 ∗
/∗(Equation 5-4 per Fort Collins Stormwater Manual)
180 10 (Equation 3.3-5 per Fort Collins Stormwater Manual)
∗ 60
(Equation 5-5 per Fort Collins Stormwater Manual)
Notes:
1) Add 4900 to all elevations.
2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min.
3) Assume a water depth of 6" and a typical curb and gutter per Larimer County Urban Street Standard Detail 701 for curb and gutter channelized flow. Assume a water depth of 1', fixed side slopes, and a triangular swale section for grass channelized
flow. Assume a water depth of 1', 4:1 side slopes, and a 2' wide valley pan for channelized flow in a valley pan.
4) Basins H-E1 and H-E2 includes that portion of the property that is within the Spring Creek and Importation Canal floodplain. There are no proposed improvements within Basins H-E1 and H-E2.
Page 1 of 1
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DEEEGGGGGGGGGGGGGG W
EXISTING 10' UTILITY EASEMENT
BUCKINGHAM STREET
3RD STREETLOGAN STREET
ODELL BREWING
COMPANY
OWNER: LOZANO,
ALFREDO C. &
CRISTINA YOLANDA
832 E LINCOLN AVE.
FORT COLLINS,
CO 80524
OWNER:
CHARLES MESERLIAN
1222 TRAPPERS PT
FORT COLLINS,
CO 80524
EXISTING 38'
UTILITY EASEMENT
OWNER: G AND A
INVESTMENTS LLC
903 BUCKINGHAM ST,
FORT COLLINS, CO, 80524
EXISTING STORM MANHOLE
EXISTING STORM DRAIN
EXISTING 6" PVC
OWNER: ODELL INVESTMENTS, LLC.
800 E LINCOLN AVE.
FORT COLLINS, CO 80524
OWNER:
ODELL BREWING CO. &
ODELL INVESTMENTS, LLC.
832 E LINCOLN AVE.
FORT COLLINS, CO 80524
OWNER:
ODELL BREWING CO. &
ODELL INVESTMENTS, LLC.
832 E LINCOLN AVE.
FORT COLLINS, CO 8052449.0048.0050.0046.8347.1347.7451.4851.0047.0046.0052.0047.660.8%0.9%0
.
9%
0
.
9%0.9%5.4%25.0%10.6%1
.
0%1.0%0.6%0.6%
0.6%
10.0%
10.0%
10.1%10.1%
0
.
9%
EXISTING CONCRETE PAN
EXISTING INLET
EXISTING STORM DRAIN
DISCHARGES TO LINCOLN AVENUE
EXISTING STORM DRAIN INLET
RIM ELEV.: 4945.85
INV. 6" PVC (S): 4945.19
REMOVE INLET AND EXPOSE
END OF 6" PVC 47.20TEMPORARY DETENTION POND
MAX RELEASE RATE: 0.42 CFS
PROVIDED VOLUME: 1.09 AC-FT
WSEL: 4947.20
EXISTING EDGE OF ASPHALT
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
NORTH
( IN FEET )
1 inch = ft.
Feet05050
50
100 150
SheetODELL - NORTHThese drawings areinstruments of serviceprovided by NorthernEngineering Services, Inc.and are not to be used forany type of constructionunless signed and sealed bya Professional Engineer inthe employ of NorthernEngineering Services, Inc.NOT FOR CONSTRUCTIONREVIEW SETENGINEERNGIEHTRONRNFORT COLLINS: 301 North Howes Street, Suite 100, 80521GREELEY: 820 8th Street, 80631970.221.4158northernengineering.comof 7
G1 GRADING PLAN 4
PROPOSED CONTOUR
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION
PROPOSED SLOPES
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2.ALL PROJECT DATA IS ON VERTICAL DATUM;NAVD88. SEE COVER SHEET FOR
BENCHMARK REFERENCES.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS.
NOTES:
2.0%
(47.45
)
EXISTING SPOT ELEVATION
EXISTING LOT LINE
33.43
EXISTING RIGHT OF WAY
LEGEND:
PROPOSED GRADE BREAK