HomeMy WebLinkAboutDrainage Reports - 10/15/2015dwilesco
Project & Construction Services
October 14, 2015
Dan Mogen
City of Fort Collins Utilities
Stormwater Engineering
700 Wood Street
Fort Collins, CO 80521
1315 Oakridge Drive, Suite 120
Fort Collins, CO 80525
ditescoservices.com
City of Fort Collins A ro ed Plans
Approved by:
Date:%s/2ot5�
RE: Drainage Memorandum - CSU Research Boulevard Parking Lot
Drake Road Turn Lane Project
Dear Dan:
The purpose of this drainage memorandum is to summarize the proposed drainage design and provide
calculations for the additional impervious area runoff. Approximately 3,210 square feet of asphalt and
concrete will be added due to the construction of a right-hand turn lane from westbound Drake Road
onto northbound Research Boulevard. Please refer to the attached Drainage Exhibits including the
rational method and other hydrologic calculations.
The expanded turn lane area is less than one -tenth of an acre in size and is contained within the Drake
Road right of way. The project spans from Research Boulevard east to the Larimer #2 Ditch Crossing of
Drake Road. Work includes milling and overlay of the existing bike lane, excavation of the current
shoulder, placement of base course and asphalt paving, as well as a new concrete pavement, curb,
gutter and sidewalk. Work also includes installation of directional ramps, roadway striping, and traffic
pole relocation. Existing drainage will be re-routed from its historical pattern which currently outlets to
the Larimer #2 ditch via overland flow. Storm water drainage currently runs from west to east through
the intersection and will be maintained in its current general path along the new edge of roadway to a
proposed curb inlet, where it will enter a 14"x23" horizontal elliptical reinforced concrete pipe and
outlet to a storage pond on CSU property. The pond will outlet into the Larimer #2 ditch at a reduced
flow rate.
We have calculated the additional impervious drainage tributary area using the Urban Area Drainage
Criteria Manual (Fort Collins Amended) and found that the increase in stormwater runoff due to new
pavement installation is an approximate 8.15% increase from the existing condition in the tributary
basin (See Exhibits 5 and 6 for Calculations). Currently the tributary area is approximately 0.9 acres with
a flow of 8.96 CFS during a 100 year storm event with a 5 minute return interval. The addition of the
turn lane adds 0.074 acres with a corresponding flow of 0.74 CFS at 100 year storm event for a total of
9.69 CFS. The 5 year storm event flows for existing and proposed conditions are 3.25 CFS and 0.27 CFS
respectively. The 2 year storm event flows are 2.57 CFS and 0.21 CFS, respectively. For inlet sizing and
Page 1 of 16
pond storage capacity, a 100-year storm event of one hour duration was used for calculations. A
summary of the results can be seen in Exhibit 7.
During a meeting between Colorado State University (CSU) and City of Fort Collins Stormwater staff on
September 21, 2015, CSU agreed to provide offsite storage of drainage runoff from storm events in a
detention pond on CSU property adjacent to the Larimer Ditch located north of the project. This will be
a shallow pond with a total detention capacity for a 100 year storm event, equal to 0.153 acre-feet
located west of the Larimer #2 Ditch right of way and north of the existing City of Fort Collins drainage
easement. The pond will outlet through a 12-in pipe with a restrictor plate into_the Larimer #2 ditch at a
rate of 1.8 CFS at maximum flow with an outlet flap valve to prevent water in the ditch from entering
the pond.
Future development plans for the area in which the proposed 0.153 acre-ft pond will be situated include
a larger retaining pond to contain rainfall on future planned impervious areas on CSU property. At the
time of that development, CSU will modify the system to direct stormwater away from the Larimer #2
ditch and into the CSU storm system. The additional volume into the CSU system will be incorporated
into CSU's stormwater surface flow model and credit tallied appropriately per the process outlined in
the Stormwater IGA. For the current project, inlet location will be "in -line" with the curb and gutter. In
the expected future condition, the inlet will be in a "sump condition" and will handle additional surface
drainage from the area bounded by the centerline crown of Drake Road and the mid -span of the future
Larimer #2 Drake Crossing Bridge.
In summary, CSU will be providing onsite water quantity detention for the project and tributary drainage
area in order to provide the City of Fort Collins more flexibility in designing the new Larimer #2 Drake
Crossing as a City capital project in the future. If you have any questions regarding this submittal, please
do not hesitate to contact me -by email at bill.renz@ditescoservices.com or by phone at 970-219-0157.
Thank you for your attention and assistance in this matter.
Sincerely, `�. QOREGlSlFR�.i��
pQ?�,� Md f F,P •.O
Vl1 -
o
U #32�]9�6CC-
�'2
Bill Renz, El
Ditesco �'�� SS;ottMW
Enc. Calculations, UDFCD Worksheets
Cc: Gene Ellis, CSU Utilities Services Manager
Laura Bently, CSU Project Manager
Keith Meyer, Ditesco
Page 2 of 16
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Drainage Exhibit 3 - Runoff Coefficients
Table RO3—Recommended Percentage Imperviousness Values
Land Use or
Surface Characteristics
Percentage
Imperviousness
Business:
Commercial areas
95
Neighborhood areas
85
Residential:
Single-family
'
Multi -unit (detached)
60
Multi -unit (attached)
75
Half -acre lot or larger
'
Apartments
80
Industrial:
Light areas
80
Heavy areas
90
Parks, cemeteries
5
Playgrounds
10
Schools
50
Railroad yard areas
15
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
0
Lawns, clayey soil
0
' See Fiaures RO-3 through RO-5 for percentage Imperviousness.
The composite "c" value for the Rational Method
Basin Streets Paved Area (scift) Composite
No. "C=1.00" "C"
New Turn
Lane 3,210 1.00
Page 5 of 16
Drainage Exhibit 4 - Intensity/Duration/Frequency Table
Table RA-7 -- City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for Use with the Rational Method
(5 minutes to 30 minutes)
Duration
(min)
5
2-Year
Intensity
(in/hr)
2.85
10-Year
intensity
(itVhr)
4.87
100-Year
Intensity
(in/hr)
9.95
6
2.67
4.56
9.31
7
2.52
4.31
8.8
8
2.4
4.1
8.38
9
2.3
3.93
8.03
10
2.21
3.78
7.72
11
2.13
3.63
7.42
12
2.05
3.5
7.16
13
1.98
3.39
6.92
14
1.92
3.29
6.71
15
1.87
3.19
6.52
16
1.81
3.08
6.3
17
1.75
2.99
6.1
18
1.7
2.9
5.92
19
1.6.5
2.82
5.75
20
1.61
2.74
5.6
21
1.56
2.67
5.46
22
1.53
2.61
5.32
23
1.49
2.55
5.2
24
1.46
2.49
5.09
25
1.43
2.44
4.98
26
1.4
2.39
4.87
27
1.37
2.34
4.78
28
1.34
2.29
4.69
29
1.32
2.25
4.6
30
1.3
2.21
4.52
Table RA-8 - City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for Use with the Rational Method
(31 minutes to 60 minutes)
Duration
(min)
31
2-Year
Intensity
(inAW)
1.27
10-Year
Intensity
(in/hr)
2.16
100-Year
Intensity
(iNtu)
4A2
32
124
2.12
4.33
33
122
2.08
4.24
+4
1.19
2.04
4.16
35
1.17
2.0
4.08
36
1.15
1.96
4.01
37
1.16
1.93
3.93
38
1.11
1.89
3.97
39
1.09
1.86
3.8
40
1.07
1.83
3.74
41
1.05
1.8
3.68
42
I At
1.77
3.62
43
1.02
1.74
3.56
44
1.01
1.72
3.51
45
0.99
1.69
3.46
46
0.98
1.67
3.41
47
0.96
1.64
3.36
48
0.95
1.62
3.31
49
0.94
1.6
3.27
50
0.92
1.58
3.23
51
0.91
1-%
3.18
52
0.9
1.54
3.14
53
0.89
1.52
3.1
54
0.88
1.5
3.07
55
0.97
1.48
3.03
56
0.86
1.47
2.99
57
0.85
1.45
2.96
58
0.94
1.43
292
59
0.83
1.42
2.89
60
0.82
1.4
2.86
Page 6 of 16
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CSU Drake Turn Lane
Storm Drainage Design
Design Storm: 2 year
5 min. Time of Concentration
Site Calculations:
Drainage Exhibit 6 - Rational Method
Project Location: CSU Drake Turn Lane
Calculated By: RW
Date: 813/2015
Direct Runoff
Basin
No.
Sub -basin Area
(Ac)
Total Contrib. Area CS
Area (Ac) Area (Ac) I
Final tc C2xA
I I (Ac) (in/hr)
Q
(cfs)
Design
Q (cfs)
New Turn Lane
0.074
0.074 1 1.00
1 4.63 1 0.07 2.85
0.21
0.21
l
Existing
0.90
0.90 1.00
4.63 0.90 2.850
2.57
2.57
CSU Drake Turn Lane
Storrs Drainage Design
Design Storm: 5 year
5 min. Time of Concentration
Site Calculations:
Project Location: CSU Drake Turn Lane
Calculated By: RW
Date: 8/3/2015
Direct Runoff
Basin
No.
Sub -basin
Area
I (Ac)
Total
Area (Ac)
Contrib. Area C5
Area (Ac) I
Final tc C2xA I
I I (Ac) (in/hr)
Q
(cfs)
Design
Q (cfs)
New Turn Lane
1 0.074
0.074 1.00
4.66 1 0.07 3.6
0.27
0:27
Existing
0.90
0.90 1.00
4.66 0.90 3.6
3.25
325
CSU Drake Turn Lane
Storrs Drainage Design
Design Storm: 100 year
5 min. Time of Concentration
Site Calculations:
Project Location: CSU Drake Turn Lane
Calculated By: RW
Date: 8/3/2015
Direct Runoff
Basin
No.
Sub -basin Area
(Ac)
Total
Area (Ac)
Contrib. Area C100
Area (Ac)
Final tc C2xA I
I (Ac) (in/hr)
Q
(cis)
Design
Q (cfs)
New Turn Lane
- 0.074
0.074 1.00
4.63 0.07 9.95
0.7
0.74
Existing
0.90
0.90 1.00
4.63 0.90 9.95
9.0
1 8.96
Page 8 of 16
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Drainage Exhibit 8 — Detention Volume
iv =m*QPO*(6"
RaiiM ratensdy from I alimer Area I IDF Curve
A tnb. To pond 097 am
Develor
Qpo=! IM_fame
Cfs
tc 5 min
Storm
R-infin
QD
vat In
outflow
VOL Out
Storage
Storage
Duration, T
Intensity, i
(e15)
Ali
Adjustment
170
S
S
(Inin)
(ft)
Factor, m
(ft)
—(rr)
3
995
9.7
2907
1.00
540
2367
0054
to
7-72
75
4512
0.75
810
3703
0-085
20
5-69
5.3
65-45
0.63
1350
5195
0.119 1
30
452
4.4
7924
059
IM
6FA
0-139
40
3-74
35
9743
U6
2430
6313
0-145
50
3-23
3-1
943E
055
2970
6M
0-14S
60
2-86
2-8
IONS
0,54
3510
651E
0.150
70
2-Q
2.6
10718
054
4050
6668
0.153
SO
238
2-3
11127
0-53
4590
6537
0-150
go
222
22
11676
053
3130
6546
0-130
100
2-05
10
11990
0.53
5670
6310
0.145
Ito
193
19
12497
0.52
6210
6197
0-142
120
1.80
1.8
12623
0-52
6750
5973
0-135
130
1.60
16
12156
0-52
7290
4366
0-112
140
1-40
1.4
11454
0-52
7530
362.4
0-083
150
120
12
10519
0-52
8370
2149
0-049
160
IA5
1.1
10753
0.52
8910
IM
0.042
170 1
1.10
1.1
10.928
0-51
9450
1478
0-034
1S0
105
10
11045
0-51
9990
1055
0-024
IgNwred Storage Volume:
6668
----------
Page 10 of 16
Drainage Exhibit 9 — Pond Sizing
STAGE -STORAGE SIZING FOR POLYGONAL. ELLIPTICAL, OR IRREGULAR PONDS
Project. Drake Turn Lane
Basin ID'. Pond
pv, M SW f
DIM
._._.__.�._... stsy..
Desion Information (InouO: Mnof Pond Bottom. W = 37.00 ft Right Triangle OR...
Length of Pond Bottom. L = 40.00 ft Isosceles Triangle OR.,
Dam Side -slope (H V). Z, = 4.00 tuft Rectangle X OR...
Circle / Ellipse OR_
Megular (Use Ovende values in cells G32:052)
MINOR, MAJOR
Storage Requirement from Sheet'Modi6ed FAA' 0 153 cre-ft.
Stage -Storage Relationship: Storage Requirement from Sheet 'Hydrograph` _ _ aue-ft.
Storage Requirement from Sheet'Full-Spectrum': I acre-ft.
Labels
for W GCV. Minor.
8 Major Storage
Stages
nnouti
Stage
ft
Side
Slope
(H:V)
ft/R
Below EL
,nut
Pond
Width at
stage
ft
(output)
Pond
Length at
Stage
ft
aut ui
Surface
Area at
Stage
fe
(output)
Surface
Area at
Stage
fly User
Overide
Volume
Below
Stage
ft'
loutput)
Surface
Area at
Stage
aere4
cut ui
Volume
Below
Stage
acr lit
(output)
Target Volumes
for W GCV, Minor.
8 Major Storage
Volumes
Pond Bottom
5033.00
3Z00
40.00
1,480.0
0.034
0.000
6033.50
4.00
41,00
44.00
1804.0
821
0.D41
0.019
5034.00
400
45.00
48.00
2.160.0
1 812
O.D50
0.042
5034.50
400
49.00K6800
2.548.0
2.989
0.058
0.069
5035 00
4.00
53.00
2,968.0
4.368
0,068
_
0.100
5035 -':
4.00
57.00
3 420,0
5,965
0.079
_
0.137
1DO-Year Event
: 00
58.60
3.6098
6.668
0.083
0.153
Spillway
61.DO
3904.0
7,795
0.090
0-179
To of Berm
- 3Pi
400
65.00
4 420.0
9 876
0.101
0.227
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Page 11 of 16
p,0J.C.
Bann tD
STAGE -STORAGE SIZING FOR POLYGONAL. ELLIPTICAL. OR IRREGULAR PONDS
503700
5035 00
5035.00
> 503- o0
d
Z
Y
W
Ta)
V•
N 503300
503200
5031.00
STAGE -STORAGE CURVE FOR THE POND
0.05 010 015 020 0.25
Storage (acre-feet)
Page 12 of 16
Drainage Exhibit 10-Spillway
STAGE -DISCHARGE SIZING OF THE SPILLWAY
Project: Drake Tum Lane
Basin ID: Pond
Design Information (input):
Bottom Length of Weir
L =M28
feet
Angle of Side Slope Weir
Angle =degrees
Elev for Weir Crest
EL. Crest =feet
Coef. for Rectangular Weir
C. =
Coal. for Trapezoidal Weir
C- =
Calculation of Spillway Capacity ioutputl:
Water
Surface
Elevation
ft.
!linked;
Rect.
Weir
Flowrate
cfs
four*..,
Triangle
Weir
Flowrate
cfs
out;
Total
Spillway
Release
cfs
,output`)
Total
Pond
Release
cfs
lout -,ui/
5033.00
0.00
0.00
0.00
0.00
5033.50
0.00
0.00
0.00
0.20
5034.00
0.00
0.00
0.00
0.40
5034.50
0.00
0.00
0.00
1 1.00
5035.00
0.00
0.00
0.00
1.47
5035.50
0.00
0.00
0.00
1.64
5036.00
0.00
0.00
0.00
1.80
5036.50
9.90
1.98
11.88
13.82
5037.00
28.00
11.20
39.20
41.28
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#N/A
#N/A
#N/A
#N/A
#NIA
#NIA
#NIA
#N/A
#N/A
#N/A
!NA
#N!A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#WA
#N/A
#N/A
#N/A
#N/A
#WA
#N/A
#N/A
#N/A
#N/A
Page 13 of 16
STAGE -DISCHARGE SIZING OF THE SPILLWAY
Project: Drake Tum Lane
Basin ID: Pond
0.000
5040.00
5039,00
5038.00
503TD0
m
m
m 5036.00
m
m
5035.00
?d
5034-00
5033.00
503200
5031.00
STAGE -STORAGE -DISCHARGE CURVES FOR THE POND
Storage (Acre -Feet)
0 D50 0 100 0.150 0200 0 250
0 300
5030.00 ' I I T
0.00 5.00 10.00 15.00 2000 25.00 30.00 35.00 40.00 45.00
Pond Discharge (efs)
TOTAL DISCHARGE —SPILLWAY DISCHARGE POND STORAGE
Page 14 of 16
Drainage Exhibit 11— Outlet Pipe Restriction
RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
Project! Drake Tum Lane
Basin ID'. Pond
x
Sizina the Restrictor Plate for Circular Vertical Orifices or Pipes flnout)
Water Surface Elevation at Design Depth
Pipe/Vertical Orifice Entrance Invert Elevation
Required Peak Flow through Orifice at Design Depth
PipeNertical Orifice Diameter (inches)
Orifice Coefficient
Full -Bow Capacity (Calculated)
Full -flow area
Half Central Angle in Radians
Full -flow capacity
Calculation of Orifice Flow Condition
Half Central Angle (O<Theta<3.1416)
Flow area
Top width of Onfice (inches)
Height from Invert of Onfice to Bottom of Plate (feet)
Elevation of Bottom of Plate
Resultant Peak Flow Through Onfice at Design Depth
Width of Equivalent Rectangular Vertical Orifice
Elev WS =
Elev Invert -
0=
Dia =
C, _
#1 Vertical
Onfice
02 Vertical
Orifice
5.035.80
0.033.00
1 80
12.0
0.60
feet
reel
cis
inches
At =
0.79
I sq It
Theta =
3.14
red
Of =
5.7
cis
Percent of Design Flow =
319%
Theta ==5.033.33feet
red
A,sq
If
T.=inches
Y. afeel
Elev Plate Bottom Edge =
Oo acfs
Equivalent Width -1 0.70 1 Ifeet
Page 15 of 16
Drainage Exhibit 12 — Inlet Sizing
INLET IN A SUMP OR SAG LOCATION
Project a Drake Turn Lane
Inlet lD a Type R Inlet
-r Lo (C)—�
H-Curb H-Vert
`, Wo
V
\ La (6)
of Ine!
l DoWcS; do (addtoaw to coreruous gXV de=sslon'a' Irom'Q-Ai
Ler of Unt Inlets (Grate or Curo Opening(
m Derr, at Fowfns (outside of local depreswn)
Information
;th of a Unit: Crate
h of a Urn Grate
Opening Ratio for a Grate (typical vaues. 0. 15.0,90)
gN Facto for a Segb Grata (typcal vake 0.50 - 0.70)
e Weir Coefficient (typical value 2.15 - 3.60)
Ontice Coefficient (typical value 0.60 - 0.60)
1 Opmtkrg kiomrawn
th of a Unit Curb Opening
rt of Vertical Cum Opening in Inches
N of Curb Orifice Throat n Inches
t of Throat Isee USDCM Figure ST-51
Widen for Depression Pan (typically the gutter width of 2 foot)
ping Factor for a Single Curb Opening (typical vale 0.10)
Opening Weir Coeffroert (lypral vekre 2.3-3.7)
Doering Orifice Coeffdml ilyptcal vahr 0 60 - 0 70)
Inlet Interception Capacity (assumes clogged condition)
MINOR MAJOR
Irld Type =
CDOT Type R Curb Opening
ae:a =
3oo
No =
1
Ponding Depth -
6.0
6.0
MINOR MAJOR
(nerds
Inches
0 Ptak. DwNr
L,(G)-
WA
feet
Wo=
NIA
feet
Ara =
N/A
Q (G)=
NIA
N!A
C. (G) -
WA
C lG)-
NIA
MINOR MAJOR
Le(C)=
H,
H , =
Tema -
Wr=
C,(C)=
C. (C)=
Cr(C)=
Q.
Oxucrr.:claan
5.DD
6.00
6.00
63,40
2.00
0.10
0.10
3.6D
0.67
feet
nches
inches
degrees
feet
Notes: Inlet sizing calculations performed using 100-year event with 1 hour duration
Proposed condition is Inlet on Continuous Grade
Future Expected Condition is Inlet in a Sump or Sag Location
Page 16 of 16