HomeMy WebLinkAboutDrainage Reports - 06/13/2018t
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p 970161311447 - -- laa Com
November 8, 2017
Revised May 30, 2017
' City of Fort Collins Engineering Division
281 N College
Fort Collins, CO 80524
Drainage Letter for the Proposed Site Development located at
2610 E Harmony Road, Fort Collins, CO 80528
Lot 1, Front Range Village Second Replat
Dear Rick Richter,
Cily->of'trf:_Collins pprov d Plans
Approved ey
6163 E Coum, Rood 16. l0•e10ftd, CO 00537
' This drainage letter is to convey the proposed site development conforms to the overall report, which is
titled Final Drainage and Erosion Control Study for Front Range Village, Fort Collins, Colorado
prepared by Stantec Consulting Inc. 209 South Meldrum, Fort Collins, Colorado 80521 (February,
' 2007), and will hereafter be referred to as the Master Report.
The subject property is currently an undeveloped lot. The lot is an 84,834 square foot (1.95 acre) site
located in the southeast quarter of Section 32, Township 7 North, Range 68 West of the 61h Principal
' Meridian, City of Fort Collins, County of Larimer, State of Colorado, on the northwest corner of
Harmony Rd and Corbett Drive. The subject property lies on Lot 1 of the Front Range Village
Subdivision Second Replat. It is bound to the South by Harmony Road, to the east by an existing
' Compass Bank, to the north by a private access drive, and to the west by Lot 2 of the Pads at
Harmony.
Proposed improvements to the site include a building to be constructed on the south side of the site
' with a total footprint of about 14,350 square feet, consisting of a strip mall of two restaurants with a
combined square footage of 8,670 square feet and four retail -stores with a combined square footage of
5,680 square feet. The site will have 98 parking spaces, including 1 ADA van accessible parking space
' and 3 ADA car accessible parking spaces, paved driveways, walks, parking stalls, a trash enclosure,
utility services and landscaping. The site consists of Type C Soils, Nunn clay loams, and existing
backfill. This site is located in flood Zone X, "Areas determined to be outside the 0.2% annual chance
floodplain."
' Existing drainage patterns convey flows to the northeast corner of the property where there is an
existing type R inlet on the north side of the private drive aisle. The Master Report was calculated using
an overall imperviousness of 85-percent for this basin. The proposed lot is accounted for in the Final
' Drainage Report as a portion of Basins 100 and 150. Basin 100 has a total area of 3.83 acres. Basin
100 has a C100 of 0.85 and flows of Q10 =15.24 cfs and Q1oo=38.14 cfs. Basin 150 has a total area of
3.36 acres. Basin 150 has a C100 of 0.65 and flows of Q,o=8.10 cfs and Q1oo=23.09. Lot 1 has an area
' of 1.95 acres, 1.65 of which lies in Basin 100 and 0.30 of which lies in basin 150. The weighted
averages of the flows for pre -developed Lot 1 are Clio = 7.28 cfs and Q100=18.48 cfs. The post
developed site will discharge at flow rates less than or equal to these flows in the 10 and 100 year
storm events.
1
The Master report calculated a C100 of 0.65 for Basin 150 to size the basin's inlet to accept 23.1 cfs.
The as -built conditions for this basin has a C100 of 0.61 using the C values from the original report,
resulting in a flow of 17.31 cfs generated in the as -built condition. Compass Bank and BJ's Brewhouse
' also accept 0.57 acres of flow from the Master Report's Basin 150. The combination of this acreage
and the difference in C values for basin 150 result in a 11.35 cfs that was anticipated to enter design
point 150 that is not currently draining there. The proposed conditions for Lot 1 utilize this credit by
conveying some on site flows to this design point.
' Post -development drainage will be conveyed via a private, on -site storm drainage network which will be
composed of a series of inlets and pipes that discharge to either the existing storm sewer system near
' the northeast corner of the site or the existing storm sewer south of the existing Compass Bank (Lot 2).
After this, the runoff from the site will be conveyed to an existing detention pond within the Front Range
Village system prior to the ultimate discharge of the runoff into the Cache la Poudre. Pipe sizing
calculations are attached to this letter for reference.
' The post development property consists of ten on -site sub -basins and three off -site basins. Basin E
generally flows to the northeast and basin F generally flows to the southeast See drainage sheet for
additional information.
Post -development Sub -basin E1 consists of 0.54 acres of parking lot and landscaped area on the
northwest portion of the property. This basin is 69% impervious. Runoff from this basin drains into a
' proposed curb grate inlet that discharges to an 12" HDPE that spills to the east and continues existing
drainage patterns. Sub -basin E1 discharges at a rate of 1.88 cfs in the 10-year storm event and 4.38
cfs in the 100-year storm event.
' Post -development Sub -basin E2 consists of 0.33 acres of parking lot and landscaped area on the
northeast portion of the property. This basin is 79% impervious. Runoff from this basin drains into a
proposed 4' curb inlet with vertical opening and connecting to a proposed 24" RCP storm drain pipe.
The basin discharges to the existing infrastructure. Sub -basin E2 discharges at a rate of 1.27 cfs in the
10-year storm event and 2.83 cfs in the 100-year storm event.
Post -development Sub -basin E3 consists of 0.14 acres of landscaping and paved walkway along the
northeast corner and west edge of the property. This basin is 40% impervious. Runoff from this basin
continues existing drainage patterns by discharging to the compass bank property. Sub -basin E3
discharges at a rate of 0.34 cfs in the 10-year storm event and 0.96 cfs in the 100-year storm event.
Post -development Sub -basin E4 consists of 0.06 acres -of paved drive aisle and landscaping on the
south side of the property. This basin is 61 % impervious. Runoff from this area sheet flows to the
private drive aisle and continues existing drainage patterns. Sub -basin E4 discharges at a rate of 0.19
cfs in the 10-year storm event and 0.47 cfs in the 100-year storm event.
Post -development Sub -basin E5 consists of 0.12 acres of paved patio area, paved walkway and
landscaping on the southwest of the property. This basin is 31% impervious. Runoff from this area
drains into proposed curb cut that drains to the existing private drive aisle. Sub -basin E5 discharges at
a rate of 0.26 cfs in the 10-year storm event and 0.78 cfs in the 100-year storm event.
Post -development Sub -basin F1 consists of 0.33 acres of proposed building rooftop. This basin is 90%
impervious. Runoff from this basin drains to the south of the building where it spills via roof drains to tie
into the 12" pipe that runs along the south side of the building. Sub -basin F1 discharges at a rate of
1.40 cfs in the 10-year storm event and 2.99 cfs in the 100-year storm event.
Post -development Sub -basin F2 consists of 0.12 acres paved patio area, paved walkway and
landscaping on the southwest of the property. This basin is 46% impervious. Runoff from this area flows
to a proposed area inlet where flows are conveyed to the southeast. Sub -basin F2 discharges at a rate
of 0.32 cfs in the 10-year storm event and 0.85 cfs in the 100-year storm event.
■
' Post -development Sub -basin F3 consists of 0.05 acres of walkway and landscaping on the south side
of the property. This basin is 37% impervious. Runoff from this area drains into proposed area inlet
drain on the south side of the building and drains into the proposed storm drain infrastructure. Sub -
basin F3 discharges at a rate of 0.12 cfs in the 10-year storm event and 0.34 cfs in the 100-year storm
event.
Post -development Sub -basin F4 consists of 0.05 acres of paved walkway and landscaping on the south
' side of the property. This basin is 37% impervious. Runoff from this area drains into proposed area inlet
drain along the south side of the 5' sidewalk adjacent to the west side of the building and drains into the
proposed storm drain infrastructure. Sub -basin F4 discharges at a rate of 0.12 cfs in the 10-year storm
' event and 0.34 cfs in the 100-year. storm event.
Post -development Sub -basin F5 consists of 0.21 acres of driveways, paved walkway and landscaped
boxes in the southeast portion. This basin is 81 % impervious. Runoff from this basin is conveyed via
' sheet flow and curb and gutter to a proposed 4' curb inlet with vertical opening and drains into the
proposed storm drain infrastructure. Sub -basin F5 discharges at a rate of 0.81 cfs in the 10-year storm
event and 1.78 cfs in the 100-year storm event.
' Post -development Sub -basin OFF1 consists of 0.14 acres of landscaping and paved walk along the
south property line. This basin is 33% impervious. Runoff from this basin sheet flows onto Sub -basin E9
and follows the same drainage patterns as this E9. Sub -basin OFF1 discharges at a rate of 0.31 cfs in
' the 10-year storm event and 0.92 cfs in the 100-year storm event.
Post -development Sub -basin OFF2 consists of 0.34 acres of landscaping and paved walk along the
south property line. This basin is 38% impervious. Runoff from this basin sheet to an area inlet that
' conveys flows to the east. Sub -basin OFF2 discharges at a rate of 0.81 cfs in the 10-year storm event
and 2.30 cfs in the 100-year storm event.
' Post -development Sub -basin OFF3 consists of 0.53 acres of landscaping and paved walk along the
south property line. This basin is 45% impervious. Runoff from this basin sheet flows to an area inlet.
or basin E5 to then falls into proposed drainage patters. Sub -basin OFF3 discharges at a rate of 1.39
cfs in the 10-year storm event and 3.75 cfs in the 100-year storm event.
' Basin E discharges at a rate of 9.42 cfs in the 100 year event, generating 7.01 cfs less than the
allowable discharge for this portion of basin 100 from the master report, which is 16.43 cfs. Using the
' credit from the as built conditions, BJ's and Compass bank described earlier in this letter, Basin F has
an allowable discharge rate of 11.35 cfs in the 100. year event. Basin F discharges at a rate of 6.29 cfs
in the 100 year event, generating 5.06 cfs less than the allowable release rate.
' The overall post -development site imperviousness is 68%, compared to the 85% imperviousness that
was assumed with the original drainage report. After improvements, the site will discharge at a
combined rate of 6.69 cfs in the 10 year storm event, generating 0.59 cfs fewer than anticipated
' conditions, which was 7.28 cfs. In the 100 year event, the total site discharge rate will be 15.71 cfs,
generating 2.77 cfs less than the anticipated conditions, which was 18.49 cfs. Water quality will be
provided via sheet flow across landscaped areas in conjunction with the detention ponds that were
constructed with the overall development.
' There is no req ' ed site as the overall imperviousness of the site will.be decreased
from the c' to ns in the original drainage report for the subdivision.
,..I' H
O •�
Sinc y � <^'•
s 703
' A x HoP
Vice P si ent �\
. RUNOFF COEFFICIENT CALCULATIONS
Project Name: C013031 - Front Range Village - Lot 1
Calculated By: NE
Check By: AH
Date: 5/30/2018
RECOMMENDED RUNOFF COEFFICIENT AND PERCENT IMPERVIOUS'
Runoff Coefficients
C-value
LAND USE
%IMPERVIOUS
70 YEAR
1 100 YEAR
LANDSCAPE
2
0.22
0.52
DRIVES AND WALKS
90
0.87
0.91
ROOFS
90
0.87
0.91
POST -DEVELOPMENT CONDITIONS:
AREA
DESIGN
A(LAND.)
AC
A(D&W)
AC
A(ROOFS)
AC
A(TOTAL)
AC
C10 C100
%
IMPERVIOUS
E1
E2
0.131
0.04
0.29
0.
0.33
0.71
0.79
0.86
79
E3
E4
ES
F1
F2
F3
F4
0.08
0.02
0.08
0.00
1 0.06
0.03
0.03
0.06
0.04
0.04
0.00
0.06
.02
0.02
0.00
0.00
0.00
0.33
0.00
0.
0.0
0.14
0.06
0.12
0.33
0.12
0.05
0.05
0.50
0.65
0.44
0.87
0.55
0.48
0.48
0.69
0.78
0.65
0.91
0.72
0.68
0.68
40
61
31
90
46
37
37
FS
OFF1
OFF2
OFF3
0.02
0.09
0.20
0.27
0.19
0.05
6.14
.26
0.00
0.00
0.00
0.00
0.21
0.14
0.34
0.53
0.81
0.45
0.49
.54
0.87
0.66
0.68
0.7
81
33
38
45
TOTAL: 2.96
WEIGHTED:
0.80
59
TOTAL ONSITE: 1.95
ONSITE WEIGHTED:
0.81
68
TOTAL OFFISTE: - --1.01-""--
FFISTE WEIGHTED:
-_-0.70'-
1 Runoff coefficients and percent impervious per Urban Drainage and Flood Control District, Volume 1 - Dated January 2016
*CONTRIBUTING OFFSITE AREAS DRAINING INTO DETENTION BASIN BUT OUTSIDE OF PROPOSED PROPERTY.
10-YEAR INDIVIDUAL BASIN FLOWS
Project Name: C01303A - Front Range Village - Lot 1
Calculated By: NE
Check By: AH
Date: 5/30/2018
POST -DEVELOPMENT CONDITIONS:
SUB -BASIN DATA
DIRECT RUNOFF
CONTRIBUTING
BASINS
BASIN
AREA acre
C10
EFFECTIVE
AREA acre
I
in/hr
SUB BASIN
Q cfs
E1
0.54
0.71
0.39
4.87
1.88
E2
0.33
0.79
0.26
4.87
1.27
E3
0.14
0.50
0.07
4.87
0.34
E4
0.06
0.65
0.04
4.87
0.19
E5
0.12
0.44
0.05
4.87
0.26
F1
0.33
0.87
0.29
4.87
1.40
F2
0.12
0.55
0.07
4.87
0.32
F3
0.05
0.48
0.02
4.87
0.12
F4
0.05
0.48
0.02
4.87
0.12
F5
0.21
0.81
0.17
4.87
0.81
OFF1
0.14
1 0.45
1 0.06
4.87
10.31
OFF2
0.34
1 0.49
1 0.17
4.87
1 0.81
OFF3
0.53
0.54
1 0.29
4.87
1 1.39
TOTAL: 9.20
TOTAL ONSITE: 6.69
MAX ALLOWED ONSITE: 1 7.28
Q10= C`I'A
Intensity values from City of Fort Collins Figure 3-1A
100-YEAR INDIVIDUAL BASIN FLOWS
' Project Name: C01303A - Front Range Village - Lot 1
Calculated By: NE
' Check By: AH
Date: 11 /8/2017
POST -DEVELOPMENT CONDITIONS:
SUB -BASIN DATA
DIRECT RUNOFF
CONTRIBUTING
BASINS
BASIN
AREA acre
C100
EFFECTIVE
AREA acre
I
in/hr
SUB BASIN
Q cfs
E1
0.54
0.82
0.44
9.95
4.38
E2
0.33
0.86
0.28
9.95
2.83
E3
0.14
0.69
0.10
9.95
0.96
E4
0.06
0.78
0.05
9.95
0.47
E5
0.12
0.65
0.08
9.95
0.78
F1
0.33
0.91
0.30
9.95
2.99
F2
0.12
0.72
0.09
9.95
0.85
F3
0.05
0.68
0.03
9.95
0.34
F4
0.05
0.68
0.03
9.95
0.34
F5
0.21
0.87
0.18
9.95
1.78
OFF1
1 0.14
1 0.66
0.09
9.95
0.92
OFF2
0.34
1 0.68
0.23
9.95
2.30
OFF3
0.53
1 0.71
0.38
9.95
3.75
TOTAL: 22.68
TOTAL ONSITE: 15.71
MAX ALLOWED ONSITE: 18.48
Q100= C*I*A
1
1
Intensity values from City of Fort Collins Figure 3-1A
Inlet Report
tHydraflow
Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Wednesday, May 30 2018
Curb Inlet Basin E1
100 yr
'
Grate Inlet
Calculations
'Location
Curb Length (ft)
= Sag
= -0-
Compute by:
Q (Cfs)
Known Q
= 4.38
Throat Height (in)
= -0-
Grate Area (sqft)
= 4.33
Highlighted
Grate Width (ft)
= 2.95
Q Total (cfs)
= 4.38
Grate Length (ft)
= 1.47
Q Capt (cfs)
= 4.38
Bypass (cfs)
= -0-
'Q
Gutter
Depth at Inlet (in)
= 8.55
Slope, Sw (fUft)
= 0.083
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.039
Gutter Spread (ft)
= 10.72
Local Depr (in)
= 3.00
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
anm =$'Mw
II
II
an
10 9.72 ___.. _.... __.—
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3130 by Autodesk, Inc.
Thursday, Nov 2 2017
Curb Inlet Basin E2-100 Yr
'
Curb Inlet
Calculations
'Location
Curb Length (ft)
= Sag
= 4.00
Compute by:
Q (Cfs)
Known Q
= 2.83
Throat Height (in)
= 4.00
Area (sqft)
= -0-
Highlighted
'Grate
Grate Width (ft)
= -0-
Q Total (cfs)
= 2.83
Grate Length (ft)
= -0-
Q Capt (cfs)
= 2.83
Q Bypass (cfs)
Depth at Inlet (in)
= -0-
= 4.58
Gutter
Slope, Sw (ft/ft)
= 0.083
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.020
Gutter Spread (ft)
= 15.93
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
'iL �immslons in Md
1
Inlet Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Wednesday, May 30 2018
Curb Inlet Basin F5
100 yr
'
Curb Inlet
Calculations
= Sag
Compute by:
Known Q
'Location
Curb Length (ft)
= 4.00
Q (cfs)
= 1.78
Throat Height (in)
= 4.00
Grate Area (sqft)
Grate Width
= -0-
= -0-
Highlighted
Q Total (cfs)
= 1.78
(ft)
Grate Length (ft)
= -0-
Q Capt (cfs)
= 1.78
Bypass (cfs)
= -0-
'Q
Gutter
Depth at Inlet (in)
= 6.77
Slope, Sw (ft/ft)
= 0.083
Efficiency (%)
= 100
Sx (ft/ft)
= 0.030
Gutter Spread (ft)
= 8.70
'Slope,
Local Depr (in)
= 3.00
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope (%)
= -0-
Bypass Depth (in)
= -0-
Gutter n-value
= -0-
II
Iaim.5,0.5 m it
I 1
0
1.0 __ _..._ _.__.1] ______ _
Channel Report
'
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3DO by Autodesk, Inc.
12 inch Pipe Basin E1
'
Circular
Diameter (ft) =
1.00
Elev (ft) =
100.00
'Invert
Slope (%) =
2.00
N-Value =
0.013
'
Calculations
Compute by: Known Q
'
Known Q (cfs) =
4.38
1
I f
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
E ev (t) Section
' 102.00
1
' 101.50
101.00
t100.50
100.00
' 99.50
0
1
Thursday, Nov 2 2017
= 0.72
= 4.380
= 0.61
= 7.22
= 2.03
= 0.88
= 0.90
= 1.53
2 3
Depth (1
2.00
1.50
1.00
101-111
M1
-0.50
Reach (ft)
Channel Report
'
Hydraflow Express Extension for Aulodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
12 in HDPE Basin F5
Circular
'
Diameter (ft) =
1.00
'Invert
Elev (ft) =
Slope (%) =
100.00
0.75
N-Value =
0.013
'
Calculations
Compute by: Known Q
'
Known Q (cfs) =
1.78
'
EI ft
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
ev ( ) Section
' 102.00
' 101.50
t101.00
' 100.50
100.00
99.50
0
1
Reach (ft)
Thursday, Nov 2 2017
= 0.55
= 1.780
= 0.44
= 4.00
= 1.67
= 0.57
= 0.99
= 0.80
2 3
Depth (1
2.00
1.50
1.00
0.50
-0.50
Channel Report
'
Hydraflow Express Extension for Autodesk0 AutoCAD® Civil 3D0 by Autodesk, Inc.
18in HDPE Basins F1, F4, F5, and OFF3
'
Circular
Diameter (ft)
= 1.50
'
Elev (ft)
= 100.00
tInvert
Slope (%)
= 0.75
N-Value
= 0.013
'
Calculations
Compute by:
Known Q
'
Known Q (cfs)
= 8.52
'
Elev (ft)
'
102.00
'
101.50
101.00
'
100.50
100.00
1
1
99.50
0
1
1
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (fUs)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Section
Thursday, Nov 2 2017
= 1.16
= 8.520
= 1.47
= 5.81
= 3.23
= 1.13
= 1.26
= 1.68
2 3
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk0 AutoCAD® Civil 3DOO by Autodesk, Inc.
12 in HDPE Basin F2 and OFF1
Circular
Diameter (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 1.25
N-Value
= 0.013
Calculations
Compute by:
Known Q
'
Known Q (cfs)
= 1.77
f
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
E G L (ft)
Elev (t) Section
' 102.00
101.50
101.00
' 100.50
100.00
99.50
0
1
Thursday, Nov 2 2017
= 0.47
= 1.770
= 0.36
= 4.85
= 1.51
= 0.57
= 1.00
= 0.84
2 3
Depth (i
2.00
1.50
1.00
[I1&7i1
t+ e
-0.50
Reach (ft)
Channel Report
' Hydraflow Express Extension for Autodesk® AUtoCAD® Civil 3D® by Autodesk, Inc.
24in HDPE @ 1%to Existing Offisite Inlet
Circular
' Diameter (ft) = 2.00
Invert Elev (ft) = 100.00
Slope (%) = 1.00
N-Value = 0.013
' Calculations
Compute by: Known Q
' Known Q (cfs) = 12.58
' Elev (ft)
Section
t103.00
1 102.50
' 102.00
101.50
' 101.00
' 100.50
' 100.00
' 99.50
0
1
1
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
2 3
Reach (ft)
Thursday, Nov 2 2017
= 1.07
= 12.58
= 1.72
= 7.32
= 3.29
= 1.28
= 1.99
= 1.90
Depth (ft)
3.00
2.50
mail]
1.50
Md41
0.50
M
-0.50
4
'' Culvert Report
'
Hydraflow Express Extension for Autodesk@ AutoCAD® Civil 3D® by Autodesk, Inc.
12 inch pipe F2 Off1
F1
'
Invert Elev Dn (ft)
= 4944.85
Calculations
Length (ft)
= 138.00
Qmin (cfs)
'Pipe
Slope (%)
= 1.25
Qmax (cfs)
Invert Elev Up (ft)
= 4946.58
Tailwater Elev (ft)
(in)
= 12.0
'Rise
Shape
= Circular
Highlighted
Span (in)
= 12.0
QtotaI (cfs)
'No.
Barrels
n-Value
= 1
= 0.013
Qpipe (cfs)
Qovertop (cfs)
Culvert Type
= Circular Corrugate Metal Pipe
Veloc Dn (ft/s)
'Culvert
Entrance
Coeff. K,M,c,Y,k
= Headwall
= 0.0078, 2, 0.0379, 0.69, 0.5
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
'Embankment
Top Elevation (ft)
= 4949.72
Hw/D (ft)
Top Width (ft)
= 130.00
Flow Regime
'
Crest Width (ft)
= 1.00
'
Ela Irtl
99000
12 inch pipe F2 OH1 F1
a9a9 00
t. •
K
a9aB 00
_
'
9NT 00
r a
4W W
'
aW500
a9aa W
'
49l].00
0 10 20 l0
a0 50 BO 10 80 90 f00 110
120 130 IN 160
(AICIIIY GWYM
MGL FmGnY
1
1
Wednesday, May 30 2018
= 3.32
= 3.32
= (dc+D)/2
= 3.32
= 3.32
= 0.00
= 4.50
= 5.06
= 4945.74
= 4947.36
= 4947.94
= 1.36
= Inlet Control
1. DoP01 A
342
242
1 42
Rocs 101
OQ
058
1M
.2.m
R
Culvert Report
'
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
12 inch pipe F2 Off1
F1 F3 Off2
'
Invert Elev Dn (ft)
= 4943.69
Calculations
Length (ft)
90.00
Qmin (cfs)
tPipe
Slope (%)
= 1.26
Qmax (cfs)
Invert Elev Up (ft)
= 4944.82
Tailwater Elev (ft)
'Rise
(in)
Shape
= 12.0
= Circular
Highlighted
Span (in)
= 12.0
Qtotal (cfs)
'No.
Barrels
n-Value
= 1
= 0.013
Qpipe (cfs)
Qovertop (cfs)
Culvert Type
= Circular Corrugate Metal Pipe
Veloc Dn (ft/s)
'Culvert
Entrance
Coeff. K,M,c,Y,k
= Headwall
= 0.0078, 2, 0.0379, 0.69, 0.5
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
'Embankment
Top Elevation (ft)
= 4948.62
Hw/D (ft)
Top Width (ft)
= 85.00
Flow Regime
'
Crest Width (ft)
= 1.00
'
g.. IRI
1919 00
12 Inch pipe F2 O117 F1 F3 OIQ
4W ao
'
.N700
4WA Ott
4%6 co
'
4514,100
4943M
'
waoo
0 10 m
m w so eo m
90 ioo 110
GrcWv GAVM
HGL Fmbne
1
Wednesday, May 30 2018
= 5.96
= 5.96
_ (dc+D)/2
= 5.96
= 5.96
= 0.00
= 7.63
= 7.59
= 4944.67
= 4947.06
= 4947.69
= 2.87
= Inlet Control
RW DWI, in)
41e
31e
21e
1 to
R 1e
-on
.1.0
.2.0
Red n (R)
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---------------
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COMPASS BANK
SHEET
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DRAINAGE EXHIBIT
SCALE: 1'=40'
8201 Soulpak Lane, una 200
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DRAINAGE CONFORMANCE
SAT MAY2011
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LEGEND
nL STWG xTDDR -------- ^-------
paOp•..'S[OCgrQ.R J
B.pVE gv.Nu�F •c em,uzsTo%L --�-__ __
ST:,Eµ EL0af N1%PEa'X MN
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DRsiIPGE auBNp/. BOWMRf ■ - ■ ■ ■ - ■ ■
STORMWATER NARRATIVE
ELS"WE m AVA N,. qnT PLDL TED Iv THE ProN[RPxcE LtLNOE
MTEB ON T.E NLV OOPNERarcRBETr MVE LNO E waLYOnl wrrnr
C0LLv4.M0ft p 0„YAEPI'rTEOMNRaE S�kETRB.BSO\ERW.O tO MV
O.3"%. LMATWCXTHENq%NENDWn,EWL INESTORYR•L'CP
e ,aiNfN xwEVEOTo THE EBIBYN6OTarAliaN BN1r LOuiEDwEsr
6 TTHEHE eR
Pf W POSm IMPLEyyEIENfEME,O MNNINN iLE Fi1LRN10 CL'NWIL a/,-,fIM3
LNDCONEY9 C.14NNL i0'NE ELaTW0EiC1W,BtM[n SYSR4 T'
LCOe101NREE.E EW W W,EIE A1IIlC TB: WER 91DE OF 1NEpRTO M°miwc
N1E1an4NomN e[RrnasEC ME/. w.-NiEPROPp�DTo caLEEci
wLIEP NAFpLiLY AOJLCENt 10 iNE BJE ENTIMFMT IREA16ROC/
nuNaPr ar:,NE SMIH Ff+G O[ INE sTE D_RENnG PaR Trcea[cTsrrE m
iNC_UfiC N inf O�LRML [%i'i ruNGEN,UGE 3Nt ER STCPM SYSRY
STORM STRUCTURE SCHEDULE
Oi O M, G'?, EAS'NpEE pEILT2W
Dt Gld BN4N SHET:T �1
cMlE-•oLxm cRNre-•Sam
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i-C�-LIZ•iYSi
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2
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SCALE: 1" = 20.00'
VWPARTNERS
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HYDROLOGIC SUMMARY TABLE
tee
119
118
Ila
1 03 -
057 1
_ 0.92 ..
464
252
1027
567
120
_
72O
059 1
_0.91~
0.92
264
588
121
122
121
122
OA2
081
167
420
086
0.71
2.25
6.30
123
123 1
1.24
0.50
293
757
t24
124
0.11 1
0.95
0.53
+.14
in
125
031
084
1 /8
310
122
126
067
0.95
3 03 6.63
130
130
100
0.95
498 *072
131
1 131
OB1
0.67
2.64 675
132
1 132
023
0,25
1.05 226 :
123
133
0.14
1 095 0,65 140
134
134
0.82
095
1 379 015
139
135
0.39
0.70
131 3.35
! 139
135
0.30
_
995
_
1 B5 1.55
137
137
047
095
219
1 4.71
178
15
134
091
819
+834
139
1 139
1.70
058
3.93
1063
140
1 140
0,38
1 0.05
1.15
310
141
_
141
3.26
0 95
1506
3243
142
142
123
085
4.81
1227
143
_
143
49D
_ _I
0.76
180E
4613
160
y_150
335
085
BID 23.09
151
1 151
143
0.62
354 11.00
1%
ISO
163
005
655 1623
161
161
097
OUT
3.77 9.82
182
1821
077
090 1 3.38 768
eel
163
0.65
i 095 2.39 I 0.44
164
i 766T1&S
164
1.50
O53
083 I S.Ji _ 1377
_ 091 I 241 542 I,
POND SUMMARY TABLE
'Pane
Total Vol. Ww. Vol. PMtd.d
t%•Yr V/BEL
- IWA) (ac11
Nl
A
64 843
8
23 30
_�
L%
i6 23.12
M13.39
-----
RIGNr-a-wAr
-..�
PROPOSI'D RO.LME
DUSTING CONTOURS
�.o�
NEW STORY MAN NM MANHCU:
ENSRNG SON( OR.
YROPOSFD SNAIE
4�
PRgN)YO AVERAGE STREET SLOPE
WRECmON OF ROw
RESIGN PANT
_ DRAINAGE BASIN BOUNDARY
NO..
. BASIN NUMBER
1 AG.
. BASIN AREA (N ACRES)
FOR DRAINAGE
REVIEW ONLY
NOT FOR CONSTRUCTION
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
APPROVED
City Engineer Dote
CHECKED BY:
WAIN It Raete.alar Utility Dole
CHECKED BY:
St.m tw Utility Dale
CHECKED BY:
Port 4 Recwtion Dole
CHECKED BY:
TmtT:c Engineer Dot.
CHECKED BY -.-
Dow
THESE PLANS HAVE BEEN RENEWED IT THE LOCH
DIM FOR CONCEPT ONLY. THE REVIEW DOES NOT
IMPLY RESPONSIBILITY BY THE RENEWING
DEPARTMENT, THE LOCAL ENTITY ENGINEER OR THE
LOCK ENTITY FOR ACCU li AND CORRECTNESS OF
THE CALCULATIONS. FURTHERMORE. ME REVIEW DOES
NOT IMPLY TIER OUANTMES OF ITEMS ON ME PLANS
ARE THE FINAL QUANTITIES REGURED. ME REVIEW
5 NOT BE CONSTRUED IN ANY REASON AS
ACCEPTANCE OF FNV/CNL RESPONSIBUTY BY ME
LOCH ENTITY FOR ADDITIONAL QUANTITIES OF ITEMS
SHowN THAT MAY BE RE00RE0 DURING ME
DRNS1161Gf.0N RISE.
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NOT FOR CONSTRUCTION
J.m ,y:i
NRNH Nne... 1
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al. JAN 4i
n., e.a oa WINLDD
pe.t ma C-151
ReMNRD 9BB1
0 23 of 139
494
I I lEI
i N}
[] *PROPOSED
MET 1 ii 12' HOPE � ❑
I (
S
1H
tii4
i
r - 1
PROPMg -%--
INLET
/
1 / /
10
A`
F 5
{. -
/
❑B !9!J
L
CURB
/
0
PEDESTRIAN
EASEYENT
I /5A
!94g
L - -
% 4946.
- _ L
I
,
CJ s�
%6
I
69 lr ♦�
0.3 79
LOT 2
I
COMPASS BANK
4
� 4Y
I
aga'1 �
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•i1 A:\
1 DR�4.
un n�
T i91]
I LC
I
/ lD" 494E ❑
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4g4g
O
11
EASEMENT
agAB 494E 5 4g4g
14z
1 I 1
1 _ E4
b
I
2' CURB CUT
h
,
1
1
0.0 61
k
I,
4
b
1 /949
VALT
i .l 1W
f„
'i
LL
E5
I 0.1 319
77
ti
I
\
\
\\
1 I
r,
2
F5
1
.2 81
6:I
/
I
i '2%
F3
F4
i
0. PROPOSED
AREA LNLET�
I
0.0 379
.0 37
-lox'
s
!
1
1
F
,
tI' HOPE
0.1 46-
1
%
' I2' HOPE
12' HOPE
7 PROPOSED
PROPOSED
CURB WIET
1
, AREA INLET
'
1
1
'
S
1
1
��
1
PROPOSED
AREA
INLET _SC
m' NODE
1
1
1
1
IY HOPE
2i HOPE -.
1
1
'
1
OFF2
' PROPOSED
i MANHOLE
5„
OFF3
�S
- �-SD SP
1
i
34 389
i 5 J
5 45-
LEGEND
-SO- PROPOSED STORM DRAW
- - PROPERTY LINE
--------- POST DEVELOPMENT ORAINACE BASIN
A = BASIN DESIGNATION
6 � B =AREA IN ACRES
C = % IMPERVIOUSNESS
GENERAL NOTES
DIMENSIONS ARE FROM ROW UNE TO FLOW UNE UNLESS OTHERWISE
NOTED/SHOWN.
CONTRACTOR TO ICRIFY AL HORIZONTAL DIMENSIONS WITH ARCHITECTURAL
i
PANS AND NOTE ANY DISCREPANCIES PRIOR 10 CONSTRUCTION.
SEE ARCHITECTURAL SITE PLAN FOR ALL BUILDING AND STRUCTURE DETAILS.
SEE INOMDUAL FOUNDATION PAM FOR ALL PRECISE BUILONG DIMENSIONS
ALL SIGNS TO MATCH STYLE OF EXISTING 51CNS ON STE.
STORMWATER RUNOFF NOTES:
TOTAL LOT AREA: 1.95 ACRE
TOTAL DISTURBED AREA 2.12 ACRE
PRE -DEVELOPMENT ASSUMED z IMPERNOJS E5%
nn
POST -DEVELOPMENT z RHPERMDUS. 63%
POST -DEVELOPMENT ORSTE O-YR STORM RUNOFF: 6.69 CFS
POST -DEVELOPMENT ONSITE IOD-YR STORM RUNOFF Iz94 CFS
�.
0 3
gqg � R 1qg� t`
SUMMARY RUNOFF TABLE
BASIN ID
CONTRIBUTING
AREA
(ACRES)_(CFS)
C VALUE
1001R
PEAK
10YR
PEAK
IODYR
(CFS)
Et
0.54
0.82
1,88
4.38
E2
0.33
0.86
1.27
2.83
E3
0.14
0.69
0.34
0.96
E4
0.06
0.78
0.19
0.47
E5
0.12
0.65
0.26
0.78
Ft
0.33
0,91
1.40
2.99
F2
0.12
0.72
0.32
0.85
F3
0.05
0.68
0.12
0.34
F4
0.05
0.68
0.12
0.34
F5
0.21
0.87
0.61
1.78
OFF1
0.14
0.66
0.31
0.92
OFF2
0.34
0.68
0.81
2.30
OFFS
0.53
0.71
1.39
3.75
1
1
1
1
1
1
1
E HARMONY ROAD 1
1
1 33
It
i
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PREPARED UNDER THE SUPERVISION OF
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- AJEX HOWIE D R N
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