HomeMy WebLinkAbout4235 S MASON ST BLUE RIBBON AUTO - (WITHDRAWN) - FDP200010 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTDRAINAGE REPORT
Blue Ribbon Auto Body
4235 S. Mason Street
(NORTHWEST CORNER OF MASON STREET
& TROUTMAN PARKWAY)
FORT COLLINS, COLORADO
June 1, 2020
Prepared for:
Blue Ribbon Auto Body
Contact: Marc James Shen
Maliakai Architectural Design
636 Fairfield Lane, Louisville, CO 80027
Ph: 303.478.1875
www.maliakaidesign.com
Prepared By:
Armfield Engineering, LLC
Kenneth N. Armfield, P.E.
904 Alta Street, Longmont, CO 80501
(720) 363-7125
"I hereby certify that this report (plan) for the drainage design of the 4235 S. Mason
Street rear lot paving project was prepared by me (or under my direct supervision) in
accordance with the City of Fort Collins requirements for the owners thereof."
________________________
Kenneth N. Armfield
Registered Professional Engineer
State of Colorado No. 32527
Armfield Engineering armfieldengineering.com (720) 363‐7125
DRAINAGE REPORT
BLUE RIBBON AUTO BODY
4235 S. MASON STREET, LONGMONT, COLORADO
I. INTRODUCTION
This report describes the storm drainage design and conformance to applicable drainage
criteria for the proposed improvements for the site.
In general, the proposed improvements for the site will include grading and paving 0.153
acres (6,650 square feet) to the west of the existing building in order to add 3,450 SF of
pavement to meet City of Fort Collins development requirements. Per City of Fort
Collins development criteria, this addition of pavement will necessitate the construction
of a detention and water quality area, which will be constructed at the SE corner of the
property, along with about 140’ of storm pipe.
In addition, the driveway entrance at Mason Street will be re-worked to bring it up to
ADA standards.
Total disturbed area for all improvements is expected to be between 7,500 SF & 8,000
SF, well below the City’s 10,000 SF threshold for a separate erosion control plan.
II. GENERAL LOCATION AND DESCRIPTION
The site is located at 4235 S. Mason Street, on the northwest corner of Mason Street and
Troutman Parkway in Fort Collins, Colorado.
A Trans-Fort Bus stop borders the site on the west, a commercial building is to the north,
and the streets border the east and south sides.
III. CALCULATION METHODS, PROGRAMS, AND CRITERIA
The property is located within the boundaries of the Mail Creek Master Drainage Plan,
however based upon conversation with the City of Fort Collins engineering department
there are no special drainage requirements pertaining to that master plan for this site.
For runoff calculations from the onsite and offsite areas, the rational method was used.
The Fort Collins storm drainage criteria were used for the hydrology, detention, and
water quality calculations.
A variance/waiver is requested regarding the diameter of the outlet pipe from the
detention area into the adjacent existing storm inlet. Fort Collins criteria specifies the use
of a 15” RCP outlet pipe, however we respectfully request that an 8” PVC pipe be
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considered sufficient in this case. The reasons we would like to use a smaller pipe are
described in Section VI of this report below.
Design calculations along with the State of Colorado SDI Spreadsheet are contained in
the appendix.
IV. TOPOGRAPHY
The site of the proposed paved area is an existing parking area on the west side of the
existing building which is about one-half paved and about one-half gravel and grass. The
site slopes generally to the northeast with 10% slopes along the west and southwest side
of the proposed paved area which flatten out to nearly flat slopes in the center of the
parking area. The existing parking area drains to the northeast through an existing gate.
V. EXISTING DRAINAGE CONDITIONS
Runoff from the 4235 S. Mason Street property currently drains either eastward into
Mason Street or southward into Troutman Parkway. From these two streets, the runoff
flows to the existing public storm inlet located at the NW corner of these two streets.
Runoff from the existing west rear parking area of this property currently drains to the
existing sump area near the center of the parking area. This sump is about 2 or 3 inches
below the overflow spill point through the gate at the northeast corner of the parking area
at Design Point 2. Once the runoff passes through the gate at DP2, it flows eastward into
Mason Street.
Basins E1 + E2 + E3 (Area = 0.152 acres draining to Mason Street.
Composite Imperviousness = 64%.)
Basin E1 consists of grass/weeds on a 10% slope along the west and south sides of the
rear parking area.
Basin E2 consists of gravel parking area with relatively flat slopes.
Basin E3 consists of existing concrete and asphalt paving areas. Note that some of these
concrete and asphalt paving areas will be removed and replaced with the new pavement.
These areas have been accounted for in the stormwater and WQ volume and release
calculations.
Offsite Runoff Onto Property:
A small amount of runoff enters the property from the gravel parking area to the north of
this site’s rear parking area. Currently this runoff will join the on-site runoff, pond up to a
depth of 2 or 3 inches, and then spill eastward through the gate at the northeast corner of
this site’s rear parking area.
No offsite runoff enters the site from the west, south, or east, and the site is not in a
FEMA floodplain.
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VI. DRAINAGE FACILITY DESIGN
In the following paragraphs will be discussed the proposed drainage concepts for the
developed conditions. Supporting calculations and drawings are contained in the
appendix of this report.
Runoff Patterns:
Basin P1 (Area = 0.152 acres to Proposed Detention/WQ pond; Composite
Imperviousness = 100%.)
All of the 100-year runoff from the proposed rear paved parking area will be captured in
a CDOT Type C inlet in the parking area and then conveyed via storm sewer to the
proposed detention and water quality treatment area at the southeast corner of the
property. From this detention/WQ area, the detained and treated flows will be conveyed
via a storm sewer pipe into the back of an existing storm inlet located in the existing
parking area on the north side of the Troutman Parkway cul de sac.
Runoff from Offsite:
The proposed grading and paving will slightly elevate the northern boundary of the
proposed rear paved area, and that runoff will be diverted eastward where it will then
flow in its historic direction (without first entering this project’s property as it currently
does).
Runoff from the Rest of the Property:
All other runoff on the property will continue to flow in the existing drainage patterns.
Roof and surface runoff on the north and east sides of the building will drain overland to
the east to Mason Street, and roof and surface drainage on the south side of the building
will drain overland into Troutman Parkway. Runoff from the southeast side of the
building will flow towards the proposed detention area but will be diverted to the east and
northeast via an existing curb at the SE edge of the private parking lot of the building.
Detention & Stormwater Quality Treatment:
A Sand-Filter WQ BMP was chosen because calculations for an Extended Detention
Basin yielded an outlet orifice WQ size of only 1/8”, which would be extremely
susceptible to clogging and would thus require very frequent maintenance.
Calculations for the detention volume are based upon the following guidance from the
City of Fort Collins engineering department:
Existing impervious areas are grandfathered. The rest of the site, pervious areas, should be
calculated using a C factor of 0.2 (2‐yr) or 0.25 (100‐yr).
(NOTE: For the pervious grassed area of Basin E1, we used a historic C2 factor of 0.35 per Fort
Collins Criteria to reflect the 10% slopes and clay soil.)
The release rate is calculated as follows:
4235 S. Mason Street Blue Ribbon Auto Body June 1, 2020 Page 4 of 5
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a. 100‐yr existing flow rates are grandfathered. Calculate the 100‐yr site
discharge from impervious areas only. (gravel counts as 40% impervious, C 2yr =
0.5)
b. Calculate the 2‐yr historic discharge from pervious areas onsite.
c. Add together these flows. This is your site release rate for development.
d. Subtract any free releases (100yr) from the site to get the required detention
release rate. (NA – All of the area of change will be captured and conveyed to
the detention/WQ area.)
Our calculations for detention volume and allowable release which match this above
guidance are in the appendix of this report.
A Concrete Forebay with a baffle wall is proposed at the upstream end of the Sand Filter
WQ / Detention area to both dissipate energy of high flows entering the pond, and to help
capture sediment before stormwater enters the sand filter bed.
A variance/waiver is requested from the City of Fort Collins regarding the diameter of the
proposed outlet pipe from the detention area into the adjacent existing storm inlet. Fort
Collins criteria specifies the use of a 15” RCP outlet pipe, however we respectfully
request that an 8” PVC pipe be considered sufficient in this case. The reasons we would
like to use a smaller pipe are:
1. An 8” pipe has more than twice the capacity of the allowable pond release.
2. There are existing dry utilities (electric, Century Link, etc.) between the pond and
the existing inlet, along with a communications pedestal less than 5’ from the
proposed pond’s outlet pipe. The use of a smaller diameter pipe will require less
excavation near the existing pedestal and existing utilities, will allow us to swing
the pipe to the east side of the proposed outlet box, and with its smaller diameter
and lighter weight the 8” pipe will be easier to thread through the surrounding
utilities.
3. The proposed pipe’s outlet into the existing storm inlet will be over 2’ above the
bottom of the existing inlet and therefore clogging of the 8” pipe should not be an
issue. In addition, the pipe is less than 20’ long and can be easily accessed for
cleaning if needed from the CDOT Type C outlet box of the detention/WQ area.
4. The proposed pipe will only be under a landscaped area and not under a roadway
or driveway.
VIII. MAINTENANCE NOTES FOR PROPERTY OWNER / MANAGER:
To comply with City of Fort Collins development regulations, this property is required to
treat stormwater to reduce the amount of sediment that enters the city’s storm sewer and
ultimately the City’s streams and the Poudre River. To meet this requirement, this site has
a stormwater detention and water quality treatment area located in the walled area at the
southeast corner of the site. This facility is called a Sand Filter and will need to be
4235 S. Mason Street Blue Ribbon Auto Body June 1, 2020 Page 5 of 5
Armfield Engineering, LLC armfieldengineering.com Ph: 720‐363‐7125
protected from receiving large amounts of sediment, and will also need occasional
maintenance.
The Sand Filter is designed to hold water for approximately 12 hours.
NOTE! The filter media (sand) of the Sand Filter Water Quality Detention area is
extremely susceptible to being clogged by construction sediment or by any other on-site
erosion. This includes any onsite landscaped areas that might not be fully vegetated, and
which shed sediment into the storm inlet of the rear parking area. If the sand filter
becomes clogged with sediment, then all the sand in the detention area might need to be
replaced.
To help prevent the Sand Filter bed from getting clogged, a concrete forebay (shallow
concrete box) has been placed at the upstream (west) end of the Sand Filter bed. This
forebay box should be shoveled out with a flat shovel as often as necessary to prevent
build-up of sediment. The ½” outlet slot in the curb on the east side of this forebay should
also be cleaned out as frequently to prevent water from stagnating in the forebay.
If the sand filter does seem to be clogged, here are several actions that can be tried to
unclog it.
1. Check for any clogs in the 4” diameter underdrain orifice cap that enters the
detention outlet box structure. When the pond area has water in it, there should be
a small but steady stream of water coming through this orifice cap. Clean out the
orifice cap and underdrain pipe if needed. Note that this orifice cap is a necessary
part of the site’s compliance with City of Fort Collins regulations and must be in
place.
2. Try raking the top inch or two of sand in the sand bed of the water quality area to
loosen up accumulated silt or clay that might have clogged the sand bed.
3. Try scraping and removing the top inch or two of sand in the sand bed of the
water quality are to remove accumulated silt or clay that might have clogged the
sand bed. If this does not work (check in the outlet box to see if it is draining)
then more sand will need to be removed. Once the filter starts working again,
replace any removed sand so that at least 18” of sand are above the underdrain
pipe.
VIII. CONCLUSION:
The drainage plan for this site is designed to provide for the safe conveyance of
stormwater runoff away from the proposed development and to follow the criteria of the
City of Fort Collins as well as standard engineering practices.
Runoff from the site will be conveyed to a stormwater detention and Sand Filter water
quality treatment area, and then released downstream in a manner that is expected to
cause no damage to downstream property owners.
APPENDIX
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FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5)
3.0 Rational Method
3.2 Runoff Coefficients
Page 5
Table 3.2-2. Surface Type - Runoff Coefficients
Surface Type Runoff Coefficients
Hardscape or Hard Surface
Asphalt, Concrete 0.95
Rooftop 0.95
Recycled Asphalt 0.80
Gravel 0.50
Pavers 0.50
Landscape or Pervious Surface
Lawns, Sandy Soil, Flat Slope < 2% 0.10
Lawns, Sandy Soil, Avg Slope 2-7% 0.15
Lawns, Sandy Soil, Steep Slope >7% 0.20
Lawns, Clayey Soil, Flat Slope < 2% 0.20
Lawns, Clayey Soil, Avg Slope 2-7% 0.25
Lawns, Clayey Soil, Steep Slope >7% 0.35
3.2.1 Composite Runoff Coefficients
Drainage sub-basins are frequently composed of land that has multiple surface types or zoning
classifications. In such cases a composite runoff coefficient must be calculated for any given drainage
sub-basin.
The composite runoff coefficient is obtained using the following formula:
t
n
i
i i
A
C xA
C
¦
1 Equation 5-2
Where: C = Composite Runoff Coefficient
Ci = Runoff Coefficient for Specific Area (Ai), dimensionless
Ai = Area of Surface with Runoff Coefficient of Ci, acres or square feet
n = Number of different surfaces to be considered
At = Total Area over which C is applicable, acres or square feet
3.2.2 Runoff Coefficient Frequency Adjustment Factor
The runoff coefficients provided in Table 3.2-1 and Table 3.2-2 are appropriate for use with the 2-year
storm event. For any analysis of storms with higher intensities, an adjustment of the runoff coefficient is
required due to the lessening amount of infiltration, depression retention, evapotranspiration and other
losses that have a proportionally smaller effect on high-intensity storm runoff. This adjustment is
FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5)
3.0 Rational Method
3.4 Intensity-Duration-Frequency Curves for Rational Method
Page 8
Table 3.4-1. IDF Table for Rational Method
Duration
(min)
Intensity
2-year
(in/hr)
Intensity
10-year
(in/hr)
Intensity
100-year
(in/hr)
Duration
(min)
Intensity
2-year
(in/hr)
Intensity
10-year
(in/hr)
Intensity
100-year
(in/hr)
5 2.85 4.87 9.95 39 1.09 1.86 3.8
6 2.67 4.56 9.31 40 1.07 1.83 3.74
7 2.52 4.31 8.80 41 1.05 1.80 3.68
8 2.40 4.10 8.38 42 1.04 1.77 3.62
9 2.30 3.93 8.03 43 1.02 1.74 3.56
10 2.21 3.78 7.72 44 1.01 1.72 3.51
11 2.13 3.63 7.42 45 0.99 1.69 3.46
12 2.05 3.50 7.16 46 0.98 1.67 3.41
13 1.98 3.39 6.92 47 0.96 1.64 3.36
14 1.92 3.29 6.71 48 0.95 1.62 3.31
15 1.87 3.19 6.52 49 0.94 1.6 3.27
16 1.81 3.08 6.30 50 0.92 1.58 3.23
17 1.75 2.99 6.10 51 0.91 1.56 3.18
18 1.70 2.90 5.92 52 0.9 1.54 3.14
19 1.65 2.82 5.75 53 0.89 1.52 3.10
20 1.61 2.74 5.60 54 0.88 1.50 3.07
21 1.56 2.67 5.46 55 0.87 1.48 3.03
22 1.53 2.61 5.32 56 0.86 1.47 2.99
23 1.49 2.55 5.20 57 0.85 1.45 2.96
24 1.46 2.49 5.09 58 0.84 1.43 2.92
25 1.43 2.44 4.98 59 0.83 1.42 2.89
26 1.4 2.39 4.87 60 0.82 1.4 2.86
27 1.37 2.34 4.78 65 0.78 1.32 2.71
28 1.34 2.29 4.69 70 0.73 1.25 2.59
29 1.32 2.25 4.60 75 0.70 1.19 2.48
30 1.30 2.21 4.52 80 0.66 1.14 2.38
31 1.27 2.16 4.42 85 0.64 1.09 2.29
32 1.24 2.12 4.33 90 0.61 1.05 2.21
33 1.22 2.08 4.24 95 0.58 1.01 2.13
34 1.19 2.04 4.16 100 0.56 0.97 2.06
35 1.17 2.00 4.08 105 0.54 0.94 2.00
36 1.15 1.96 4.01 110 0.52 0.91 1.94
37 1.16 1.93 3.93 115 0.51 0.88 1.88
ImperviousnessABC
IMPERVIOUSNESS CALCULATIONS
EXISTING & DEVELOPED AREA
Blue Ribbon Auto Body 5/31/20 KNA
(C-values from Fort Collins criteria Table 3.2.2.)
Basins E1 + E2 + E3 (for historic flow analysis) AREA % OF IMPERV
(SF.) TOTAL AREA C2 C100 %
gravel (E2) 2,610.00 39.2 0.50 0.63 40
pavement (E3) 3,200.00 0.0 0.95 1.00 100
lawns, steep slope (E1) 840.00 12.6 0.35 0.44 0
0.0 0.00 0.00
TOTAL 6,650.00 100.0 0.70 0.78 63.82
Basin P1 (for proposed flow analysis) AREA % OF IMPERV
(SF.) TOTAL AREA C2 C100 %
gravel 0.00 0.0 0.50 0.63 40
pavement (P1) 6,650.00 0.0 0.95 1.00 100
lawns, steep slope 0.00 0.0 0.35 0.44 0
0.0 0.00 0.00
TOTAL 6,650.00 100.0 0.95 1.00 100.00
TC
TIME OF CONCENTRATION WORKSHEET
Blue Ribbon Auto Body 5/31/2020 KNA
Tc 2-YEAR -- TO DESIGN POINT 2
sub-basin initial/overland time, Ti travel time, Tt total time Check: Tc2
name length slope C2 Ti length swale type slope velocity Tt Tc=Ti+Tt 10+(L/180) to be used
(ft) (%) (min) (ft) (%) (f/s) (min) (min)
E1 8 10.0 0.35 1.8 55 across E2 & E3 4.1 5.9 10.4 5.9
E2 55 10.0 0.50 3.9 35 concrete 1.4 2.4 0.2 4.1 10.5 5
DP1 to DP2
E3 30 0.7 0.50 6.9 70 concrete 0.5 1.5 0.8 7.7 10.6 7.7
(grass)
Tc 100-YEAR - TO DESIGN POINT 2
sub-basin initial/overland time, Ti travel time, Tt total time Check: Tc100
name length slope C100 Ti length swale type slope velocity Tt Tc=Ti+Tt 10+(L/180) to be used
(ft) (%) (min) (ft) (%) (f/s) (min) (min)
E1 8 10.0 0.44 1.6 55 across E2 & E3 3.2 4.8 10.4 5
E2 55 10.0 0.63 3.0 35 concrete 1.4 2.4 0.2 3.3 10.5 5
DP1 to DP2
E3 30 0.7 0.63 5.4 70 concrete 0.5 1.5 0.8 6.2 10.6 6.2
runoff calcs
RUNOFF CALCULATIONS
2-YR, 100-YR
Blue Ribbon Auto Body 5/31/2020 KNA
STANDARD FORM SF-3 (RATIONAL METHOD PROCEDURE)
2-YEAR RUNOFF - EXISTING CONDITIONS TO DP2
Drainage Design d i r e c t r u n o f f
Basin Point area runoff Tc C x A I-2yr Qsum CxA sum Tc I sum Q
(acres) coeff. (min) (acres) (in/hr) (cfs) (acres) (min) (in/hr) (cfs)
E1 (historic) 2 0.019 0.35 5.9 0.01 2.69 0.02
E2 2 0.060 0.46 5 0.03 2.85 0.08
E3 2 0.073 0.46 7.7 0.03 2.44 0.08
E2 + E3 0.06 7.7 2.44 0.15
E1 + E2 + E3 0.07 7.7 2.44 0.17
P1 3 0.152 0.95 7.7 0.14 2.44 0.35
(E1+E2+E3 PAVED)
100-YEAR RUNOFF - EXISTING CONDITIONS TO DP2
Drainage Design d i r e c t r u n o f f
Basin Point area runoff Tc C x A I-100 Q sum CxA sum Tc I sum Q
(acres) coeff. (min) (acres) (in/hr) (cfs) (acres) (min) (in/hr) (cfs)
E1 2 0.019 0.44 5 0.01 9.95 0.08
E2 2 0.060 0.63 5 0.04 9.95 0.38
E3 2 0.073 0.46 6.2 0.03 9.20 0.31
E2 + E3 (for FAA Calcs) 0.07 6.2 9.20 0.66
E1 + E2 + E3 0.08 6.2 9.20 0.73
P1 3 0.152 1.00 5 0.15 9.95 1.51
(E1+E2+E3 PAVED)
ALLOWABLE DETENTION RELEASE = BASIN E1 (2-yr historic) + BASINS E2+E3 (100-yr existing)
= 0.02 +0.66 = 0.68 CFS.
FOREBAY RELEASE = 2% OF UNDETAINED Q100 = 0.03 CFS
100 Year - FAA
100‐year
ft3 acre‐ft.
'C' value 0.95 296.1 0.007
'C' * 1.25 1.000
Area 0.152 acres Modified Modified
Release Rate 0.68 cfs M. FATER D. JUDISH C. LI
5/95 Nov‐97 Nov‐98
DETENTION POND SIZING
TIME TIME INTENSITY Q 100
cum 100 year
(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 1.51 454 204.0 249.7 0.0057
10 600 7.720 1.17 704 408.0 296.1 0.0068
15 900 6.520 0.99 892 612.0 279.9 0.0064
20 1200 5.600 0.85 1021 816.0 205.4 0.0047
25 1500 4.980 0.76 1135 1020.0 115.4 0.0027
30 1800 4.520 0.69 1237 1224.0 12.7 0.0003
35 2100 4.080 0.62 1302 1428.0 ‐125.7 ‐0.0029
40 2400 3.740 0.57 1364 1632.0 ‐267.6 ‐0.0061
45 2700 3.460 0.53 1420 1836.0 ‐416.0 ‐0.0096
50 3000 3.230 0.49 1473 2040.0 ‐567.1 ‐0.0130
55 3300 3.030 0.46 1520 2244.0 ‐724.2 ‐0.0166
60 3600 2.860 0.43 1565 2448.0 ‐883.0 ‐0.0203
65 3900 2.720 0.41 1612 2652.0 ‐1039.6 ‐0.0239
70 4200 2.590 0.39 1653 2856.0 ‐1202.5 ‐0.0276
75 4500 2.480 0.38 1696 3060.0 ‐1363.7 ‐0.0313
80 4800 2.380 0.36 1736 3264.0 ‐1527.6 ‐0.0351
85 5100 2.290 0.35 1775 3468.0 ‐1692.8 ‐0.0389
90 5400 2.210 0.34 1814 3672.0 ‐1858.0 ‐0.0427
95 5700 2.130 0.32 1845 3876.0 ‐2030.6 ‐0.0466
100 6000 2.060 0.31 1879 4080.0 ‐2201.3 ‐0.0505
105 6300 2.000 0.30 1915 4284.0 ‐2368.8 ‐0.0544
110 6600 1.940 0.29 1946 4488.0 ‐2541.8 ‐0.0584
115 6900 1.890 0.29 1982 4692.0 ‐2709.8 ‐0.0622
120 7200 1.840 0.28 2014 4896.0 ‐2882.3 ‐0.0662
125 7500 1.790 0.27 2041 5100.0 ‐3059.4 ‐0.0702
130 7800 1.750 0.27 2075 5304.0 ‐3229.2 ‐0.0741
135 8100 1.710 0.26 2105 5508.0 ‐3402.6 ‐0.0781
140 8400 1.670 0.25 2132 5712.0 ‐3579.7 ‐0.0822
145 8700 1.630 0.25 2156 5916.0 ‐3760.5 ‐0.0863
150 9000 1.600 0.24 2189 6120.0 ‐3931.2 ‐0.0902
155 9300 1.570 0.24 2219 6324.0 ‐4104.6 ‐0.0942
160 9600 1.540 0.23 2247 6528.0 ‐4280.8 ‐0.0983
165 9900 1.510 0.23 2272 6732.0 ‐4459.8 ‐0.1024
170 10200 1.480 0.22 2295 6936.0 ‐4641.4 ‐0.1066
175 10500 1.450 0.22 2314 7140.0 ‐4825.8 ‐0.1108
180 10800 1.420 0.22 2331 7344.0 ‐5012.9 ‐0.1151
185 11100 1.400 0.21 2362 7548.0 ‐5185.9 ‐0.1191
190 11400 1.380 0.21 2391 7752.0 ‐5360.7 ‐0.1231
195 11700 1.360 0.21 2419 7956.0 ‐5537.4 ‐0.1271
200 12000 1.340 0.20 2444 8160.0 ‐5715.8 ‐0.1312
205 12300 1.320 0.20 2468 8364.0 ‐5896.1 ‐0.1354
210 12600 1.300 0.20 2490 8568.0 ‐6078.2 ‐0.1395
215 12900 1.280 0.19 2510 8772.0 ‐6262.2 ‐0.1438
220 13200 1.260 0.19 2528 8976.0 ‐6447.9 ‐0.1480
225 13500 1.240 0.19 2544 9180.0 ‐6635.5 ‐0.1523
230 13800 1.220 0.19 2559 9384.0 ‐6824.9 ‐0.1567
235 14100 1.210 0.18 2593 9588.0 ‐6994.7 ‐0.1606
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DETVOL-POND
DETENTION POND VOLUME
STAGE VS. STORAGE - SAND FILTER
BLUE RIBBON AUTO BODY -- 4235 S. MASON ST. 5/31/2020 KNA
REQUIRED WQ VOLUME 265 CU .FT. SAND FILTER
REQUIRED 100-YR VOLUME 296 CU .FT.
REQUIRED 100-YR VOLUME + WQ VOLUME 561 CU .FT.
* volume = (h/3)*(a1+a2+SQRT(a1*a2))
ON-SITE DETENTION AREA
elevation depth elevation area incremental sum volumes sum volumes
increment volume*
(ft) (ft) (ft) (sq.ft.) (cu.ft.) (cu.ft.) (ac.ft.)
POND BOTTOM 40.10 0.00 0
0.4 34
40.50 0.40 258 34 0.001
0.9 232
WATER QUALITY ELEV. 41.40 1.30 258 267 0.006
1.1 294
100-YEAR + WQ ELEV. 42.54 2.44 258 561 0.013
0.5 119
TOP OF WALLS 43.00 2.90 258 679 0.016
0.0 0
43.00 258 679 0.016
ORIFICE100sq
ORIFICE FLOW CALCULATIONS
WQ BOX OUTLET
100-YEAR EVENT
BLUE RIBBON AUTO BODY 4235 S. MASON ST.
KNA 5/31/2020
Q = CA(SQRT(2gH)
C = 0.65
H = HW - 0.5*D
INVERT ELEV.= 5041.40 (TOP OF WQ ELEV)
100-YEAR EVENT
High Water Elevation = 5042.54
Head = 1.14 feet
ALLOWED 100-YEAR FLOW = 0.68 CFS
circular orifice calculations:
orifice diam pipe diam H HW A Q
(in) (ft) (ft) (ft) (sq.ft) (cfs)
4.00 0.33 0.97 1.14 0.09 0.45
4.975 0.41 0.93 1.14 0.13 0.68
5.00 0.42 0.93 1.14 0.14 0.69
USE 5" DIAM. CIRCULAR ORIFICE
OR
rectangular orifice calculations:
orifice orifice
height width HHWAQ
(in) (in) (ft) (ft) (sq.ft) (cfs)
4.5 4.25 0.95 1.14 0.13 0.68
4.25 4.25 0.96 1.14 0.13 0.64
4.25 4.5 0.96 1.14 0.13 0.68
1.14 1.14 0.00 0.00
USE 4.5" TALL x 4.25" WIDE RECTANGULAR ORIFICE
T-6 Sand Filter
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Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Selected BMP Type = SF Note: L / W Ratio < 1 Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Area = 0.15 acres L / W Ratio = 0.64 0.00 0 0.00 0.00
Watershed Length = 65 ft 0.40 257 0.40 0.01
Watershed Length to Centroid = 40 ft 1.30 258 1.30 0.01
Watershed Slope = 0.020 ft/ft 1.40 258 1.40 0.68
Watershed Imperviousness = 100.0% percent 2.90 258 2.90 0.69
Percentage Hydrologic Soil Group A = 0.0% percent 3.10 258 3.10 2.00
Percentage Hydrologic Soil Group B = 0.0% percent
Percentage Hydrologic Soil Groups C/D = 100.0% percent
Target WQCV Drain Time = 12.0 hours
Northglenn - City Hall
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 50 Year 100 Year
One-Hour Rainfall Depth = N/A 0.83 1.12 1.38 2.13 2.51 in
CUHP Runoff Volume = 0.005 0.008 0.012 0.015 0.023 0.027 acre-ft
Inflow Hydrograph Volume = N/A 0.008 0.012 0.015 0.023 0.027 acre-ft
Time to Drain 97% of Inflow Volume = 9.4 12.9 12.5 12.3 11.5 11.2 hours
Time to Drain 99% of Inflow Volume = 10.2 13.8 13.6 13.4 13.1 12.8 hours
Maximum Ponding Depth = 1.06 1.30 1.32 1.33 1.40 1.61 ft
Maximum Ponded Area = 0.01 0.01 0.01 0.01 0.01 0.01 acres
Maximum Volume Stored = 0.005 0.007 0.007 0.007 0.007 0.008 acre-ft
Once CUHP has been run and the Stage-Area-Discharge
information has been provided, click 'Process Data' to
interpolate the Stage-Area-Volume-Discharge data and
generate summary results in the table below. Once this
is complete, click 'Print to PDF'.
Stormwater Detention and Infiltration Design Data Sheet
4235 S. Mason St
City of Fort Collins, CO
SDI-Design Data v2.00, Released January 2020
Location for 1-hr Rainfall Depths (use dropdown):
After providing required inputs above including 1-hour
rainfall depths, click 'Run CUHP' to generate runoff
hydrographs using the embedded Colorado Urban
Hydrograph Procedure.
SDI_Design_Data_v2.00, Design Data 5/31/2020, 6:31 PM
Booleans for Message Booleans for CUHP
1 Watershed L:W 1
CUHP Inputs Complete
Watershed Lc:L 1 CUHP Results Calculated
Watershed Slope FALSE Time Interval
RunOnce 1
CountA 1
Draintime Coeff 0.8
User Precip 1
Equal SA Inputs 1
Equal SD Inputs 1
Stormwater Detention and Infiltration Design Data Sheet
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.1 1 10
FLOW [cfs]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
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1
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PONDING DEPTH [ft]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_v2.00, Design Data 5/31/2020, 6:31 PM
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