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May 20, 2016
City of Fort Collins Approved Plans
Approved by
Date: s/u zo�cp
Prepared for:
CSURF
P.O. Box 483
Fort Collins, CO 80522
Prepared by:
NORTHERN
ENGINEERING
200 South College Avenue, Suite 10
Fort Collins, Colorado 80524
Phone: 970.221.4158 Fax: 970.221.4159
Project Number: 232-033
NorthernEnaineerina.com /1 970.221.4158
I
NORTHERN
ENGINEERING
Drainage Letter Report
' Date: May 20, 2016
Project:. Centre for Advanced Technology
23rd Filing, Lot 2 — Minor Amendment
Fort Collins, Colorado
Attn: Mr. Dan Mogen
City of Fort Collins Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
Dear Dan:
Project No. 232-033
This letter serves to amend a portion of the stormwater letter submitted and approved for Centre for
Advanced Technologies 23' Filing, Lot 2. Lot 2 is currently under construction and has a plan to open
later this year. The Owner would like to remove a portion of the permeable pavers specified with the
original design. This letter serves to document the stormwater impacts associated with the removal of the
northern pavers and offsets proposed to achieve allowable LID treatment for the overall site.
The previously approved plan supplied over 25% of the drivable space with permeable pavement and over
50% of the impervious area with a form of LID treatment. Within the proposed Minor Amendment, the
pavers will be removed within the northern parking lot and a rain garden is proposed in the northern most
corner of the project. The rain garden will be constructed with bio-media to enhance infiltration and a
perforated underdrain is designed to discharge water within the rock section directly into the existing 2'x2'
area inlet. The rain garden has been graded to allow for 12-inches of ponding before overtopping at the
' as -built elevation into the existing area inlet constructed for Sunshine House (Lot 1, Centre For Advanced
Technologies, 23rd Filing). Basins Al, B1-B2, Cl-C6 and R1-R7 are all designed to drain to the proposed
rain garden. Sub -Basin C5 is still proposed to include permeable pavers and therefore, all water quality is
accomplished within that sub -basin. In changing the pavers to standard. pavement, the overall proposed
impervious area is 1.276 acres. This includes the area still being proposed as permeable pavers. The
area being treated by the permeable pavers within Basin C5 is 0.201 acres. The rain garden has been
optimized within the area between Perennial Lane and the shared access to maximize treatment, resulting
in a water quality capture volume of 1,192 cubic feet. Using Urban Drainage, this amount of volume will
treat 0.794 acres of impervious area. The combination of the permeable pavers and the rain garden will
treat 0.995 acres, resulting in over 78% of the entire impervious area proposed within the project. An LID
Table has been included along with Urban Drainage sizing calculations, and can be found at the end of
this drainage letter.
In converting the permeable pavers into concrete paving, there was an increase in the peak runoff rate
generated from Basin Al. Basin Al was previously designed to be 62 percent impervious. With the
conversion from pavers to concrete, this basin increased by 19 percent imperviousness, totaling 81
percent. The Rational Method calculations were revised to show this increase in imperviousness and have
been added to the end of this drainage letter. With the increased runoff within Basin Al, Storm Line A
' Drainage Letter Report Page 1 of 3
' NORTHERN Centre for Advanced Technology
ENGINEERING 23rd Filing, Lot 2 — Minor Amendment
and Inlet Al were analyzed to show the increase in 100-year peak rates. Storm Line A can adequately
convey the 100-year event as previously designed. The curb inlet will be required to be installed at the
high hood setting to capture the 100-year event before overtopping the curb into Sunshine House. Due to
the increased flow within Basin Al, the overall runoff of the site was increased. To ensure that the existing
downstream infrastructure could handle this increase, the existing storm line and inlet constructed with
Sunshine House were analyzed. Both the inlet and storm line have adequate capacity to handle the 100-
year event.. Within the original design of The Grove, all stormwater infrastructure was designed with the
assumption that Tract A (Centre For Advanced Technologies, 23rd Filing, Lots 1 & 2) would be developed
at an overall percent imperviousness of 90 percent. Sunshine House was previously designed and
constructed with a percent imperviousness of 57 percent. While there will be a slight increase in
imperviousness with changing the permeable pavers to standard pavement, the overall percent
imperviousness proposed is only 60 percent. The proposed percent imperviousness of Lot 2 and the
constructed imperviousness of Lot 1 are well below the designed percent imperviousness assumed for The
Grove, and therefore, all downstream stormwater infrastructure will adequately convey the runoff generated
from this project.
Please feel free to contact us with any questions or concerns
Sincerely,
1
H
I
I
H
1
I
Cody(N. Snowdon
iO5.20.1�c Project Engineer
Nicholas W. Haws, PE LEED
Vice President AP
AP
APPENDICES:
APPENDIX A
APPENDIX B
APPENDIX C
APPENDIX D
APPENDIX E
APPENDIX F
— Rational Method Developed Runoff Calculations
— Hydraulic Calculations
— Water Quality Calculations
— Modified Hydraulic Calculations (Sunshine House)
— Supporting Documents (Sunshine House)
— Supporting Documents (The Grove)
Drainage Letter Report Page 2 of 3
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LID Table
-
Required Minimum Impervious Area to be Treated
(=75% of new
impervious area)
New Impervious Area
1.28 ac.
Impervious Area Treated by LID Treatment Method #1
(Permiable Pavers Northern Parking Lot)
0.20 ac.
Impervious Area Treated by LID Treatment Method #2 (Rain
Garden)
0.79 ac.
Total Area Treated
1.00 ac.
Total Percent of Area Treated
78%
Area of Porous Pavement
New Pavement Area
0.711 ac.
Area of Paver Section #1
0.103 ac.
Run-on area for Paver Section #1 (up to 3:1 is permited)
0.098 ac.
Total Porous Pavement Area 0.103 ac.
�J
Design Procedure Form: Rain Garden (RG)
Sheet 1 of 2
Designer:
C. Snowdon
Company:
Northern Engineering
Date:
Project:
May 12, 2016
CAT 23rd, Lot 2 Minor Amendment
Location:
Pond A
1
L
I
1
I
I
I
1, Basin Storage Volume
A) Effective Imperviousness of Tributary Area, 1a
1„ =
100,0
%
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = I/100)
=
1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
0.40
watershed inches
(WQCV= 0.8' (0.91' i3- 1.19' i?s 0.78' i)
D) Contributing Watershed Area (including rain garden area)
Area =
34.574
sq ft
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocv =
11152
Cu ft
Vol - (WQCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
dS =
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region.
VWocv oTMER =
cu It
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
VQQCV USER =
cu it
(Only ff a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwocv =
12
in
B) Rain Garden Side Slopes (Z = 4 min.. hor¢dist per unit vertical)
Z =
4.00
ft / ft
(Use'0' if rain garden has vertical walls)
C) Minimum Flat Surface Area
AM,,, =
768
sq ft
D) Actual Flat Surface Area
Arv,„R =
992
sq ft
E) Area at Design Depth (Top Surface Area)
Arm =
1392
sq It
F) Rain Garden Total Volume
Vr=
1.192
cu It
(Vr ((Arm' A,,.) / 2)' Depth)
3. Growing Media
Choose One
(* 18" Rain Garden Growing Media
Q Other (Explain):
4. Underdrain System
Choose One
0 YES
A) Are undercraire provided?
NO
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
y=
ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
V0112=
N/A
cu ft
iii) Orifice Diameter. 3/8' Minimum
Do =
N/A
in
1 232-033 Rain Garden (75%) UD-BMP_v3.02.xls, RG 5112/2016. 11:28 AM
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer. C. Snowdon
Company: Northern Engineering
Date: May 12. 2016
ProjectCAT 23rd, Lot 2 Minor Amendment
Location: Pond A
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
Choose One
r Q YES
A) Is an impermeable liner provided due to proximity
I Q NO
of structures or groundwater contamination?
6. Inlet / Outlet Control
j� Choose One
I QQ Sheet Flow- No Energy Dissipation Required
A) Inlet Control
I Q Concentrated Flow- Energy Dissipation Provided
Choose One
7. Vegetation
Seed (Plan for frequent weed control)
Q Plantings
�O
Q sand Grown or Other High Infiltration Sod
8. Irrigation
Choose One -
Q YES
A) Will the rain garden be imgaled?
I* NO
Notes
1 232-033 Rain Garden (75%) UD-BMP_v3.02.xis, RG 5/12/2016, 11:28 AM
I
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NORTHERN ADDRESS: PHONE: 970.221.4111 WEBSIIE:
ENGINEERING ZW S. Cullege Ave. Suite 10
Fort Collins, CO 90524 FAX 970.221.4159 www.narihenrengmeenng.com
Project Title CAT 23rd Filing, Lot 2 - Minor Amendment Date: May S, 2016
Project Number 232-033 Calcs By: C. Snowdon
Client CSURF
Pond Designation Rain Garden
K10C
Water Quality VDIu - 0.0265 ac-ft
-yr Detenti1) N.A.
Total Po N.A.
v D' A, +AZ + A, * AZ/
3
D = Depth between contours (ft.)
AI = Surface Area lower contour (ftZ)
AZ = Surface Area upper contour (ft')
Elevation
Surface
Incremental
Incremental
Total Vol.
Total Vol.
(ft)
Area (ft')
Depth (ft) I
Vol. (ft')
(ft')
(ac-ft)
5005.65
922.25
0.00
0.00
0.00
0.0000
5005.80
990.64
0.15
143.44
143.44
0.0033
5006.00
1081.96
0.20
207.19
350.63
0.0080
5006.20
1173.62
0.20
225.50
576.12
0.0132
5006.40
1268.75
0.20
244.18
820.30
0.0188
5006.60
1367.21
0.20
263.53
1083.93
0.0249
5006,65 1
1392.20
0.05
68.98
1152.82
0.0265
Elevation
Depth
Volume
WQCV
5006.65
1.00
0.0265
100-yr Detention
N.A.
N.A.
N.A.
Overall Detention
NA.
N.A.
N.A.
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TOTAL AREA
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C z
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2-yr T`
(min)
T 100-yr
(min)
QZ
(cfs)
Qio
(cfs)
4100
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Al
Al
1.11
0.25
0.31
11.3
11.1
0.6
1.0
2.6
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A2
0.58
0.88
1.00
5.0
5.0
1.4
2.5
5.7
A3
A3
0.45
0.25
0.31
5.0
5.0
0.3
0.5
1.4
A4
A4
1.34
0.66
0.82
5.0
5.0
2.5
4.3
11.0
B1
61
1.66
0.74
0.92
9.7
9.4
2.8
4.7
12.3
B2a
B2a
4.62
0.62
0.78
10.0
9.7
6.5
11.1
28.3
B2b
B2b
0.45
0.42
0.53
5.0
5.0
0.5
0.9
2.3
B2c
B2c
1.64
0.42
0.52
8.9
8.4
1.6
2.8
7.2
C1
C1
0.64
0.82
1.00
5.3
5.1
1.5
2.6
6.4
C2
C2
1.40
0.66
0.83
5.0
5.0
2.6
4.5
11.5
C3
C3
2.06
0.75
0.94
5.0
5.0
4.4
7.5
19.2
C4
C4
1.23
0.74
0.93
5.0
5.0
2.6
4.5
11.4
D1
D1
0.93
0.79
0.99
5.0
5.0
2.1
3.6
9.2
D2
D2
0.75
0.78
0.98
5.0
5.0
1.7
2.9
7.4
X
X
3.84
0.88
1.00
19.9
18.5
5.5
9.4
22.4
CH1
CH1
0.04
0.80
1.00
5.0
5.0
0.1
0.2
0.4
CH2
CH2
O.16
0.41
0.51
1 5.0
5.0
0.2
0.3
0.8
OS1
OS1
1.00
0.25
0.31
9.9
9.2
0.6
1.0
2.5
OS2
OS2
1.74
0.25
0.31
14.1
13.1
1 0.8
1.4
3.8
OS3
OS3
15.42
0.25
0.31
75.1
70.6
2.7
4.6
12.4
OS4
OS4
1 0.66
0.88
1.00
12.3
11.8
1.2
2.0
4.8
OS5
OS5
0.23
0.86
1.00
5.0
5.0
0.6
1.0
2.3
OS6
OS6
0.29
0.80
1.00
5.0
5.0
0.7
1.1
2.9
Al
Al-A4, B1, B2,
Cl-C4, D1, D2,
X
22.71
0.68
0.85
26.5
26.5
21.3
36.4
92.9
C4
Al-A4CB41, B2,
10.99
0.62
0.77
18.5
18.5
11.4
19.4
49.2
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