HomeMy WebLinkAboutDrainage Reports - 02/08/2017I
1
NORTHERN
ENGINEERING
August 26, 2016
'
Wes Lamarque
City of Fort Collins Stormwater Utility
'
700 Wood Street
Fort Collins, CO 80521
' RE: Drainage Addendum to the
Final Drainage and Erosion Control Report for Centre Avenue Residences
' Mr. Lamarque:
' Northern Engineering is pleased to submit this Drainage Addendum for your review. This
addendum serves to outline the drainage design for the Arrowhead Cottages project, and to
show compliance with overall drainage concepts outlined in previous reports and studies.
This addendum has been prepared in accordance with the Fort Collins Stormwater Criteria
Manual (FCSCM) and serves to document the stormwater impacts associated with the
proposed project. We understand that review by the City is to assure general compliance
with standardized criteria.
If you should have any questions as you review this addendum, please feel free to contact
us.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
City of Fort Collins Approved Plans
Approved by:
Date: �Z, 77
Danny Weber, PE
Project Engineer
301 N. Howes Street, Suite 100, Fort Collins, CO 80521 1 970.221.4158 1 www.northernengineering.com
' .V (NORTHERN
ENGINEERING
Arrowhead Cotta
' The Arrowhead Cottages project is a Major Amendment to the Centre Avenue Residences
site plan, previously submitted and approved by the City of Fort Collins. This addendum is
intended to document the associated stormwater impacts of the revised site development
' plan on the existing and proposed storm drainage systems.
The project area has been previously studied as part of the Amended Master Drainage Plan
for the Centre for Advanced Technology (dated February 1987), the Final Drainage Report
for the Seventh Filing of the Centre for Advanced Technology (dated August 1988), and
' the Final Drainage and Erosion Control Report for Centre Avenue Residences (dated
October 2009). The drainage plan for this proposed project will conform to these
previously approved reports.
' Historically, the majority of the site sheet flowed north to an existing detention pond located
in the northern portion of the site. A small area of the site along Centre Avenue and
Worthington Circle sheet flowed into the adjacent curb and gutter where it was routed to an
' existing inlet at the intersection between Centre Avenue and Worthington Circle.
' The proposed site will follow similar drainage patterns as historical. The majority of the site
basins will be collected by existing and proposed storm sewer systems, where the flows will
be routed to the existing detention facility. The basin which do not directly flow to the
' existing detention pond are described below:
t Basin OS1 is a small basin along the Worthington Circle Right -of -Way. Historically, flow
from this basin sheet drained north directly to the existing detention pond. As proposed,
the runoff will enter the Worthington Circle curb and gutter where it will be routed north to
' the existing detention pond. Runoff from this basin is considered negligible (0.19 cubic
feet per second [cfs] for the 100-yr event) and, therefore, the existing storm sewer system
is not analyzed. It is assumed that this slight increase in runoff will not adversely impact
' the capacity of the existing system. This total runoff is similar to the previously approved
Centre Avenue Residences development plan, labeled Basin D3 in that report.
t Basins OS2 and E are the southern -most basins along the Centre Avenue and Worthington
Circle Right -of -Ways. Historically, flow from these basins sheet drained south or west into
either Worthington Circle or Centre Avenue Right -of -Ways, where it was collected by an
existing inlet on the north side of Centre Avenue. Prior to the Centre Avenue Residences
development plan, the historic runoff to the adjacent Right -of -Ways was 0.80 cfs.
Stormwater runoff from Basin E will pass through an engineered bio-swale designed to
' provide water quality measures and attenuate the flows during minor�events. This
proposed bio-swale will treat a larger area of runoff then the previously approved rain
' garden. Additionally, the total off -site runoff has slightly decreased during the 100-yr event
from the Centre Avenue Residences developed site to the Arrowhead Cottages developed
site, from 1.9 cfs to 1.86 cfs, respectively. This is assuming no attenuation caused by the
proposed bio-swale. Per the Addendum to the Drainage Report for the Centre for
Advanced Technology, the storm pipe under Centre Avenue was sized to convey 100-yr
flows, however, no supporting calculations are available to support this. 1f capacity is
reached at the inlet near Centre Avenue and Worthington Circle, overtopping will occur at
the high point along Worthington Circle just north of Centre Avenue. From there, flows will
Page12
' .V (NORTHERN
ENGINEERING
Arrowhead Cotta
' route through the on -site detention pond. The existing spillway for the detention pond is
along the north and adjacent to the New Mercer Ditch. The existing and proposed
structures are above the detention pond spillway elevation. The off -site runoff from the
' Arrowhead Cottages developed site are considered negligible to the flows generated by the
regional drainage and, therefore, will not adversely impact the capacity of the existing
' system.
Stormwater detention is provided by an existing detention facility constructed with the
' Seventh Filing of the Centre for Advanced Technology and certified with the Final
Drainage and Erosion Control Report for Centre Avenue Residences. The total impervious
area for the previously approved Centre Avenue Residences site plan was approximately
' 48,787 square feet (SF). Through the use of permeable pavers located along the driveway
north of building 2, the Arrowhead Cottages site plan results in a total impervious area of
approximately 47,916 SF. For this reason, no modifications to the existing detention pond
' are proposed.
In conclusion, this addendum has been prepared in accordance with the Fort Collins
' Stormwater Criteria Manual (FCSCM) and complies with assumptions from previous
drainage reports.
1
1
1
1
' Page13
APPENDIX A
HYDROLOGIC COMPUTATIONS
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INLET IN A SUMP OR SAG LOCATION
Project = Arrowhead Cottages
Inlet ID = EX INLET 3.5 (Design Point A6)
•f-Lo (C) A
H-0urb
H-Vert
Wo
Wp
W
Lo (G)
in Information (input
of Inlet
Kist Type
I Depression(additional to continuous glider depreaslon'a'from 'G-Allow)
a,,,w
car of Unit trials (Grate or Curb Opening)
No
r Depth at Flowline (ouvi de of local depression)
flow Depth
dndomutbn
in of a Unit Grate
L, (G)
1 of a Unt Grate
W.
Opening Ratio for a Grate (typical values 0.15 0.90)
A.
ling Factor for a Single Grate typical vaue 0.50 - 0.70)
Cn (G)
f Weir coerciciav (typical value 2.15 - 3.60)
C. (G)
i Orifice CoeeicieN (typical value 0,60 0,80)
(G)
Opening Information
In of a Unt Cub Opening
Lo (C)
x of Vertical Cwb Openrg In Inches
H.
A of Curb Orifice Thmad in Inches
He.m
of Throat (see USDCM Figure ST-5)
Thne
Width for Depression Pan (typically the guner width of 2 feet)
Wp
)ing Factor for a Single Cum Opening (typical value 0.10)
CI (C)
Opening Weir Coefficient (typical value 2.33.6)
C. (C)
Opening Onfice Coefficient typical value 0.60 - 0.70)
C. (C)
al Inlet Interception Capacity (assumes clogged condition)
0.
Capacity IS GOOD for Minor and Malor Slorms (,O PEAK)
Orewuauneo
MINOR MAJOR
CDO7)Den er 13 Combination
2.00 Inches
1
6.0 6.0 fiches
MINOR MAJOR
3.00 feet
1.73 lost
0.43
0.50 0.50
3.30
0.60
3.00
6.50
o
5.25
0.00
2.00
0.10
010
3.70
0.66
MINUH MAJUH
EX INLET 3-5 (Design Point A6).)Ism, Inlet In Sump 5131'2016, 8.31 AM
00
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INLET IN A SUMP OR SAG LOCATION �l
Projects Arrowhead Cottages
Islet INLET 1-3 (Design Point B3)
H-Curb H-Ven
We
Wp
W
Lo(G)
on trtonrmtion (inputl
Of Ihim
Inlet Type,
I Depression( additional to continuous gaiter depression a: from'C-AIbW)
alp'
�r of Unit Irtets (Grate or Cub Opening)
No
r Depth at Flowlne onside of local depression)
Flow DepM
a lofomatlon
in of a Unit Grate
Le (G)
t of a Unit Grate
W.
Opening Ratio for a Grate (typical values 0.15 0 90)
A.,
3irg Factor for a Single Grate (typical value 0.50 - 0.70)
Cn (G)'
Weir Coeffkiert (typical value 2.15 -160)
C. (G)
,Orifice Coefficlea(typicalvalue0.60 0.80)
C.(G)
Opening Information
to of a Unit Care Opening
L. (C)
t of Vertical Curb Opening In niches
H,a.
I of Cub Orrice There In Inches
Ht.af'
of Throat (see USDCM Figure ST-5)
These.
Width for Depression Pan typical the gutter width of 2 feel)
Wv
Sing Factor for a Single Cub Opening (typical value 0.1 Of
G (C)
Opening Weir Coefficient (typical value 2.3-3.6)
C. (C)
Opening Orifice Coefficiert (typical value 0.60 - 0.70)
C. (q.
al Inlet Interception Capacity (assumes dogged condition)
Q. r
Capacity IS GOOD for Minor and Major Stones (>O PEAK)
Citednptlul
MINOR MAJOR
CDOT/Denier 13 Combination
2.00 Inches
1
6.0 6.0 inches
MINOR MAJOR
3.00 - lest
1.73 set
0.43
0.50 0.50
3.30
0.60
3.00
",r,
6.50
50
5.25
O.DO
0 ua
2.00
e.of-
0.10
0.10
3.70
s,o
0.66
nit
Idles
char
agrees
iet
INLET 1-3 (Design Point B3).tism. Inlet In Sump
5J3112016. 8:33 AM
r
L
U
T
d
m
U
N
C
N
a.+
N
U
C
n
0
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r
N
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MMMMMLMMLM
mmm
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maimmm
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mmkUmm
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mmallmmmm
mmalmmmm
mmmkmmmmm
ry o m
(s{a) IG�aede�
INLET IN A SUMP OR SAG LOCATION
Project = Arrowhead Cottages
Inlet ID = INLET 2-1 (Design Point C)
.�Lo (C)-�
H-Curb H-Vert
We
Wp
w
m arlandii (trait)
of Inlet
Inlet Type
Depression (additional to Coranels gutter depresslon'a' from'O-AIbW)
Bm
wof Unit Inlets (Grate or Cut) Opening)
No
r Depth at Fbwee (outside of bral depression)
Fbw Depth
r FdormetIon
b of a Unit Grate
L. (G)
f Of a Unit Grate
W.
Opening Ratio for a Grale (typical values 0.1550.90)
Al
ling Factor for a Single Grate (typical value 0.50 0.70)
G (a)
r Weir Coefficient (typical value 2.15 - 3.60)
C. (G)
Onfice Coefhciert (typical value 0.60 - 0.80)
Co A
opening tdcrmi
In of a Unt Cum Opening
L. (C)
f of Vertical Cum Opening in Inches
H.
t of Cub Orifice Throat in Inches
Hp
r of Throat (see USDCM Figure ST 5)
Theta
Width for Depression Pan (typically the gutter width of 2 fee)
Wp
ling Factor for a Single Cum Opening (typical value 0.1 O)
Cr (C)
Opening Weir Coefficient (typical value 2.3-3.6)
C. (C)
Opening Orifice Co9Hlclea (typical value 0.60 - 0.70)
C. (C)
it Inlet Interception Capacity (assumes clogged condition)
0.
3apaclty IS GOOD for Minor and Major Storms (�O PEA )
Oasiansalnsa
MINOR MAJOR
nch 2.00 ies
CDOT/De W13Combinatlinchas
1
3.8
3.8
Ileet
MINOR MAJOR
3.00
1.73
feel
0.43
0.50
0.50
3.30
3.3U
0.60
okO
3.00
3 00
6.50
6.50
5.25
52F
0.00
0.00
zoo
0.10
010
3.70
0.66
Bet
Mines
MMs
legrees
Bet
INLET 2-1 (Design Point C).fdsm. Inlet In Sump 5/31/2016. 8:34 AM
w
'o
~ a
W
J °1
d
_ o
N I
Ell
APPENDIX B.3
SWALES AND WEIRS
1
1
1
1
1
1
'NorthernEnaineerina.com // 970.221.4158
Channel Report
i
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
2' Sidewalk Chase (Design Point A2)
Rectangular
Bottom Width (ft)
Total Depth (ft)
'
Invert Elev (ft)
Slope (%)
N-Value
Calculations
'Compute
by:
Known Q (cfs)
1
Elev (ft)
Highlighted
= 2.00
Depth (ft)
= 0.39
Q (Cfs)
Area (sqft)
= 100.00
Velocity (ft/s)
= 2.00
Wetted Perim (ft)
= 0.013
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Known Q
= 0.17
Section
Monday, Aug 29 2016
= 0.05
= 0.170
= 0.10
= 1.70
= 2.10
= 0.07
= 2.00
= 0.09
101.00
1
100.75
' 100.50
100.25
' 100.00
1
99 75
'
0
I
1 1.5 2
Reach (ft)
2.5 3
Depth (ft)
1.00
0.75
0.50
0.25
M
-0.25
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3130 by Autodesk, Inc.
'
2' Sidewalk Chase (Design Point D)
'Rectangular
Bottom Width (ft)
= 2.00
Total Depth (ft)
= 0.39
Invert Elev (ft)
= 100.00
Slope (%)
= 2.00
'
N-Value
= 0.013
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.81
' Elev (ft) Section
101.00
0 .5
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1 1.5 2
Reach (ft)
Monday, Aug 29 2016
= 0.31
= 3.810
= 0.62
= 6.15
= 2.62
= 0.39
= 2.00
= 0.90
2.5 3
Depth (ft)
1.00
0.75
0.50
0.25
-0.25
APPENDIX C
LOW IMPACT DEVELOPMENT
L
iJ
1
' NorthernEnaineerina.com // 970.221.4158
II
1
I
1
1
1
0
Design Procedure Form: Rain Garden (RG)
Sheet 1 of 2
Designer: D. Weber
Company: Northern Engineering
Date: August 26, 2016
Project: Arrowhead Cottages
Location: North
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, la
I, -
100.0 q
(100% t all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = d100)
1 =
1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
0.40 watershed inches
(WQCV=0.8' (0.91- 1'- 1.19- Iz+0.78"i)
D) Contributing Watershed Area (including rain garden area)
Area =
3,259 sq It
E) Water Quality Capture Volume (WQCV) Design Volume
VwcCv =
109 cu ft
Vol = (WOCV / 12)' Area
R For Watersheds Outside of the Denver Region, Depth of
ds =
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
VW WV o ER =
cu ff
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwocv uses =
cu fl
(Only t a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwocv =
9 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)
Z =
4.00 ft / ft
(Use "0" it rain garden has vertical walls)
C) Mimimum Flat Surface Area
AN,,, =
65 sq ft
0) Actual Flat Surface Area
Aft„� =
71 sq ft
E) Area at Design Depth (Top Surface Area)
ATM =
289 sq ft
F) Rain Garden Total Volume
VT=
135 cu It
(VT= ((AT. + Ax, w) / 2) ' Depth)
3. Growing Media
Choose one
QQ 18" Rain Garden Growing Media
O Diner (Explain):
4. Underdrain System
A) Are underdrains provided?
Choose One
O YES -
O NO
B) Underdrain system orifice diameter for 12 lour drain time
1) Distance From Lowest Elevation of the Storage
y=
1.0 it
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
V0112 =
109 cu It
iii) Orifice Diameter, 3/8" Minimum
Do =
2/7 in LESS THAN MINIMUM. USE DIAMEI P'
11
374-018_RainGarden.xism, RG 8/29/2016. 12:07 PM
APPENDIX D
EROSION CONTROL REPORT
I!
II
I'
II �
II
1'
II
!1
North ernEn aineerina.com 11 970.221.4158
1'
■� I NORTHERN
ENGINEERING
Arrowhead
I
I
[Il
I
Lei
II
I'
EROSION CONTROL REPORT
A comprehensive Erosion and Sediment Control Plan (along with associated details) is
included with the final construction drawings. It should be noted, however, that any such
Erosion and Sediment Control Plan serves only as a general guide to the Contractor.
Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those
included may be necessary during construction, or as required by the authorities having
jurisdiction.
It shall be the responsibility of the Contractor to ensure erosion control measures are
properly maintained and followed. The Erosion and Sediment Control Plan is intended to
be a living document, constantly adapting to site conditions and needs. The Contractor
shall update the location of BMPs as they are installed, removed or modified in conjunction
with construction activities. It is imperative to appropriately reflect the current site
conditions at all times.
The Erosion and Sediment Control Plan shall address both temporary measures to be
implemented during construction, as well as permanent erosion control protection. Best
Management Practices from the Volume.3, Chapter 7 — Construction BMPs will be utilized.
Measures may include, but are not limited to, silt fencing and/or wattles along the disturbed
perimeter, gutter protection in the adjacent roadways and inlet protection at existing and
proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up
procedures, designated concrete washout areas, dumpsters, and job site restrooms shall
also be provided by the Contractor.
I' To ensure stormwater quality is achieved long after the construction of the project, one
permanent Stormwater Quality BMP is included within the design. Located at the northern
portion of the project site, an Extended Detention Basin (EDB) is being proposed. This
I' measure will treat all of the runoff draining through the property prior to reaching the
historic outfall.
I
I
I
I
I
The Final Public Improvement Construction Plan contains a full-size Erosion Control Plan as
well as a separate sheet dedicated to Erosion Control Details. In addition to this report and
the referenced plan sheets, the Contractor shall be aware of, and adhere to, the applicable
requirements outlined in any existing Development Agreement(s) of record, as well as the
Development Agreement, to be recorded prior to issuance of the Development Construction
Permit.. Also, the Site Contractor for this project may be required to secure a Stormwater
Construction General Permit from the Colorado Department of Public Health and
Environment (CDPHE), Water Quality Control Division — Stormwater Program, before
commencing any earth disturbing activities. Prior to securing said permit, the Site
Contractor shall develop a comprehensive StormWater Management Plan (SWMP) pursuant
to CDPHE requirements and guidelines. The SWMP will further describe and document the
ongoing activities, inspections, and maintenance of construction BMPs.
MAP POCKET
' DR1 - OVERALL DRAINAGE EXHIBIT
n Enaineerina.com // 970.221.4158
TECHNOLOGY ISTH
ATRIX LABORATORIES 1ST
OWNER: TFARMA (CO) QRS
16-93, INC
CENTRE FOR ADVANCED
TE'CHNOLOCY VTH
OWNER: MONDAY CAPITAL.LLC
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