HomeMy WebLinkAboutDrainage Reports - 09/02/20151 North Star
design
700 Automation Drive, Unit I
Windsor, CO 80550
Phone: 970-6866939
Fax:970-686-1188
July 23, 2015
Dan Mogen
City of Fort Collins Stormwater
700 Wood Street
Fort Collins, Colorado 50521
Re: Buckingham Street Design
Dear Dan:
City of Fort Collins Approv d Plans
Approved by
Date; 9 2oy
This letter is accompanying the design plans for Buckingham Street from I" Street to 3rd
Street. The original design plans for this section of Buckingham Street that were
submitted (but not approved) with the New Belgium Brewery Canning Hall indicated that
the detention for this portion of Buckingham would be provided at the southwest comer
of the intersection of Buckingham and 1" Street. This detention required a complex storm
piping design and rerouting of site runoff which was determined to be undesirable and
not cost effective:
With this redesign, the proposal is to route runoff from the north half of this portion of
Buckingham to the existing New Belgium Brewery detention pond on the north side of
Buckingham. All of the street area east of approximate centerline station 6+75 will flow
to the east and into an existing: low area. No detention or water .quality extended
detention will be provided for this runoff. In the future (approximately 3-5 years), a
distribution plant will be proposed and, at that time, Buckingham will be widen from 3rd
Street to Lemay. At that time, detention and water quality extended detention will be
provided for the north half of Buckingham -Street from station 6+75 to Lemay Avenue.
Calculations from the "NEW BELGIUM BREWERY, FOURTH FILING PACKAGING
HALL & BUCKINGHAM STREET IMPROVEMENTS" by North Star Design, Inc dated
June 2006 are included in this letter' update. These calculations show that the existing
pond was originally designed to accommodate the runoff from the north half of
Buckingham Street from Station 1+97 to Station 6+75.
With additional improvements to the New Belgium Brewery site, the detention pond
calculations will be updated to show,the impact of increasing the pond release rate from
1.15 cfs (current release rate) to 6.5 cfs (release rate accommodated in the new First
Street storm system).
I appreciate your time and consideration in reviewing the submittal. Please call if you
have any questions or need additional information for this submittal of the project.
Patricia Kroetch, P.E.
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II BOX CONDUIT
(Normal:.8� Critical Depth Computation) °I
Project: Buckingham Street
Box ID: West sidewalk chase &concrete channel
conduit invert slope
Manning's n-value
Width
Height
ign discharge
area
wetted perimeter
capacity
ial flow depth (<H )
area
ad perimeter
velocity
large
mt Full
ial Depth Froude Number
flow depth
flow area
flow velocity
Depth Froude Number
Y
W
H
So =
0.0200
ft/ft
n =
0.0130
W =
2.00
ft
H =
0.50
ft
Q =
3.10
cfs
Af =1 1.00 Isq ft
Pf =1 5.00 Ift
Qf =1 5.54 cfs
Yn
An
Pn
Vn
Qn
Flow
Fr,
Yc = 0.42 ft
Ac = 0.84 sq ft
Vc = 3.68 fps
Frc= 1.00
Westchannel.)dsm, Box
7/24/2015, 10:50 AM
BOX CONDUIT:;FLOW (Normal 8r Critical.Depth Computation)
Project: Buckingham Street
Box ID: East sidewalk chase &concrete channel
Y
Box conduit invert slope So = 0.0100 ft/ft
Box Manning's n-value n = 0.0130
Box Width W = 2.00 ft
Box Height H = 0.50 ft
Design discharge Q = 2.30 cis
Full -flow capacity Calculated
Full -flow area
Af =1 1.00 Isq ft
Full -flow wetted perimeter
Pf =
5.00
ft
Full -flow capacity
Qf =
3.92
Jcfs
Calculations of Normal Flow Condition
Normal flow depth (<H)
Yn =
0.28
ft
Flow area
An =
0.56
sq ft
Wetted perimeter
Pn =
2.56
ft
Flow velocity
Vn =
4.14
fps
Discharge
Qn =
2.30
cfs
Percent Full
Flow =
58.7%
of full flow
Normal Depth Froude Number
Fr. =
1.38
supercritic
Calculation of Critical Flow Condition
J
Critical flow depth
Yc = 0.35 ft
Critical flow area
Ac =
0.69
sq ft
Critical flow velocity
Vc =
3.33
fps
Critical Depth Froude Number
Fr, =
1.00
East channel.)lsm, Box
7/24/2015, 10:51 AM
Erosion and Sediment Control Escrow/Security Calculation
for The City of Fort Collins
Project:
Buckingham Street- 1st to 3rd
Disturbed Acres: 1.48
at�y'.Fk.M...,yP.�.teA.L..m.x..oru.^.."..n.. tsu'..3ilL+a».,"S;.�w'YSS.*di.*o� ,u.a»�a..ar...�xls,..+wrcLWixryY>:.""4n,a�r���-��.r�a�nfi.E..�.-�v®+...r...2:�'1•l"m} �.n_iM`
1 ' .m�a�aGeaL
Estimated Unit Total
EROSION CONTROL BMPs Units Quantity Price Price
Rock Sock each 8 $85.00 $680.00
Concrete Washout each 1 $1,200.00 $1,200.00
Inlet protection each 2 $90.00 $180.00
(add all other BMPs for the site in this list) Sub -Total: $2,060.00
1.5 x Sub -Total: $3,090.00
Amount of security: $3,090.00
x "r s `.,4.Reseedina Amount .:. Y?$ gu �1 i 5, 3 f 3
Total Acres x Price/acre: $1,776.00
Unit Price of Seeding per acre: $1,200.00 Sub -Total: $1,776.00
1.5 x Sub -Total: $2,664.00
Amount to Re -seed: $2,664.00
�o- r _`__ ^ a Mgnumum EscrowAmo nt�._ :ti.
Minimum escrow amount: $3,000.00
Erosion Control Escrow: $3,090.00
"The amount of the security must be based on one and one-half times the estimate of the cost to install the approved measures, or one and one-half times
the cost to re -vegetate the disturbed land to dry land grasses based upon unit cost determined by the City's Annual Revegetation and Stabilization Bid,
whichever is greater. In no instance, will the amount of security be less than one thousand five hundred dollars ($1,500) for residential development or three
thousand dollars ($3,000) for commercial development"
7/24/2015 10:32 AM ui110-uBuckWr .D Dabmae,Ecesuow.a
0
STORMWATER MANAGEMENT CONTROLS
1. Written Analysis
The soils on this site are classified by the USGS Soil Survey as Caruso Clay
Loam and are classified in the hydrologic group D. The soils are described as
having a very slow infiltration rate when thoroughly wet and the hazard of water
erosion is moderate and the hazard of wind erosion is low.
The site is a street widening on an existing street that is bordered on the south by
.existing residential development and on the north by a landscaped detention pond.
The construction shall utilize silt fence as needed (no shown on erosion control
plan) to control sediment transport from rainfall and from wind. Rock socks will
be utilized in the existing detention pond, around new sidewalk chases inlets and
in the newly constructed concrete channel to capture sediments that are not fully
contained by the silt fence placement.
Sediment that is tracked onto existing pavements will be removed and placed
within the site or permanently disposed of offsite. A concrete washout will be
used on site during the concrete placement. All hardened concrete will be
disposed of offsite. These BMP's have been located on the site map but may be
located as construction dictates due to the fact that the site is very small and these
BMP's will need to be placed by the contractor in locations that are most
beneficial and will minimize disruption of adjacent traffic.
Permanent erosion control consists of covering the soils with pavement, concrete
walks and landscaping. No soil, will be left exposed to erosion after the
construction is complete. Refer to the landscape plan for areas of and instructions
for placement of sod/seed and soil amendments required prior to placement of
sod.
Refer to the erosion control plan for this site for the location of all BMP's for this
site.
Refer to the Erosion Control Surety calculations on the previous page.
2. SWW contact information
Permit holder:
Name:
Address:
Phone Number:
Email Address:
Appointed agent:
Name:
Address:
Phone Number:
Email Address:
3. Identification and location of all otential ollution sources
r r�
r�PotenhahPdllutantlSource Achvity� ;f y
tk� Y> 'i:. t �'+ay
r Potential Pollutant Generated
» «,f�
y` ur$i
.i:l�. + .YhdS'�kF h�z 4.U+51 'F
A hcable to
pp a�
�dj115 pIOject s
Disturbed Areas
Sediment
X
Soil stockpiles
Sediment
X
Travel to adjacent public streets
Tracked sediment
X
Contaminated soils
Sediment, chemicals
Loading and unloading chemicals
Chemicals
Unloading of building materials
Trash, debris
X
Outdoor storage of chemicals
Chemicals
On site equipment maintenance
Oil, grease
On site equipment fueling
Diesel, gasoline
X
Dust generating activities
Particulates, sediment
X
Use of fertilizer, pesticides, herbicides
Fertilizer, pesticides
Use of detergents, solvents, oils
Detergents, solvents, oil
X
Waste dumpsters, waste piles
Chemicals, trash, debris
X
Concrete washout
Concrete, sediment, wash water
X
On site equipment washing
Detergents, oil
On site asphalt batch plant
Asphaltic cement, sediment
On site concrete batch plant
Cement, sediment
Portable toilets
Domestic sewage
X
4. Best Management Practices (BMP's) for Stormwater Pollution
Prevention
Structural Practices for Erosion and Sediment Control
Structural practices for the site will consist mainly of inlet protection and rock sock filters
and are described in detail in the following paragraphs. These BMP's are expected to
change as the construction progresses and it is the responsibility of the contractor to
ensure appropriate BMP's are in place and/or removed at the appropriate time in the
construction sequence. All temporary and permanent erosion and sediment control
practices must be maintained and repaired as needed to assure continued performance of
their intended function.
Rock sock filters in the existing detention pond shall be in placed prior to commencement
of construction activities. As construction allows, rock socks an&inlet filters will be
placed on the street. During clearing and grubbing, all cleared material shall be placed on
the uphill side so that if erosion occurs from the cleared material, the sediment will be
trapped and not transported downstream.
All BMP's shall be installed per the details shown on the construction plan set.
Temporary & Permanent Structural BMP's:.
•. 'i"�' S. t +� � v M �I
Structural BM-t Y
P
r
• .4 � 4 'i SR..
'�Y;,d[.. � �s.`a. 4 �a2 �". t�? `. z. `� .� P ° t
w Approx�mate,locahon on situ <
s
y i t i; fy�A a..Ua�
`-`aq •`tj r:
Applicable to this )�
Pro ect
Silt Fence
As needed, contractor to determine
X
Straw bale dams
Rock Socks
At new sidewalk culverts, in detention pond,
in new curb, refer to site map
X
Earthen diversion dams
Vegetated swales
Rock Berm
In existing det pond
X
Pipe slope drains
Geogrid
Inlet/outlet protection
Culverts
Riprap
Erosion control mats
Inlet protection
Vehicle Tracking Control Pad
Concrete Washout
To be located by Contractor, near site entry
X
Non -Structural Practices for Erosion and Sediment Control:
Soils exposed during the earthwork phase and landscape prep phase shall be kept in a
roughened condition by ripping or disking along land contours until mulch, vegetation, or
other permanent erosion control is installed. No large amount of soils (in excess of 15
yards) will be allowed to be stock piled on site. Overburden from the utility pipe
trenching will be piled adjacent to trenches upstream of sediment controls and will be
replaced in the trenches within 72 hours.
Excess excavated materials from the demolition and grading phases of the project that
cannot be reused on site will be exported as it is excavated. This includes any asphalt
pavement from the existing site that is to be removed.
Vehicles will not be permitted in the excavated area if soil is muddy. Gravel sub base will
be placed and compacted in the areas indicated for pavement following excavation. In the
current pre construction state the site enables tracking of silt onto the adjacent streets
during wet conditions. During construction activities the street will be monitored for
foreign debris tracked out of the site and mechanical sweeping and clean up will be
performed as needed.
No area shall remain exposed by land disturbing activity for more than thirty (30) days
before required temporary or permanent erosion control (e.g. seed/mulch, landscaping,
etc.) is installed.
Temporary & Permanent non-structural BMP's:
Non Structural BMP
Approximate location `site s
pP
�� P ; f
MY
S:t.
on
a
x �
JProj&t t
co%-f.-ti'4..K E3.. ..i+.`rt�.'. .4.nia.4tJu+:G;Y
:"ito �-✓ ,1.: Y».v�'..:.»�c.+.iiPv'S.. W .',Fxy:::
Surface roughening
Entire site
X
Soil stockpile height limit (less than
10')
Perimeter vegetative buffer
North boundary of site
X
Minimization of site disturbance
Mulch
Seed & mulch stockpiles after 30 days
Stockpile toe protection (silt fence,
wattles or ditch)
Preservation & protection of existing
vegetation & trees
North boundary of site
X
Good site housekeeping (routine
cleanup of trash & constr debris)
Entire Site
X
Sweeping & scraping of hardscape
On and off site pavements
X
areas
Heavy equip staged on site, properly
maintained & inspected daily (no
Staging area
X
onsite maintenance)
5. BW Implementation
1) Phased BMP Implementation
BMP's are expected to change as the construction progresses and it is the
responsibility .of the contractor to ensure appropriate BMP's are in place and/or
removed at the appropriate time in the construction. sequence. A construction
sequence schedule has been included on the Erosion Control Plan in the construction
plans for this site.
All BMP's shall be inspected and repaired or replaced as required to satisfy the
conditions of the Stormwater Discharge Permit. All BMP's must be maintained and
repaired as needed to assure continued performance of their intended function. Refer
to Appendix D for the BMP schedule and estimated costs.
2) Materials Handling and Spill Prevention:
Ivlatenals'Handlmg & Spills s
y ximate loaton on sitegtil
t€hiSs
p&pott
°
w.,, ci
a
eec
cE2evnti
M
.liPc"ra'obl
.� 9At
,' "t
Portable toilets, anchored &
located away from drainages
Contractor to determine
X
Fuel storage located in bulk tanks
with secondary containment &
spill kit
Mobile fueling performed at least
200 feet away from drainages. &
Contractor to determine
X
fully attended
Fertilizers, form oil, solvents,
cleaners, detergent stored in 55 gal
or smaller containers, kept in
Contractor to determine
X
storage units
Dumpsters containing used
chemicals containers & liquid
Contractor to determine
X
wastes kept covered
Equipment cleaning (on site) uses
no detergents & flows to onsite
retention basin
In case of a release of fuel or other
chemicals, absorbent booms or
earthen berms will be immediately
constructed to contain the spill &
Location of spill
X
prevent runoff to adjacent surface
waters
MSDS sheets for onsite chemicals
will be kept at the construction
Contractor to determine
X
trailer to facilitate spill response &
cleanup
3) Dedicated Asphalt or Concrete Batch Plant:
Not proposed with this development
4) Waste Management and Disposal:
Portable toilets will be anchored & periodically maintained by waste management
company. Dumpsters on site will be covered & periodically emptied by waste
management company. Concrete waste Will be allowed to harden and then will be
removed from site.
No washing activities will occur on site.
40
Location of the concrete washout is shown on the site map. The washout will be
sufficiently deep to accommodate all anticipated concrete truck wash water. Waste
concrete will be allowed to harden and be removed from site periodically as the
washout reaches 50% of its capacity. Truck wash water will not be allowed to reach
the curb & gutter or any other water course. .
5) Groundwater and Stormwater Dewatering:
No groundwater was encountered during soils exploration therefore ground water is
not anticipated to be an issue. If groundwater is encountered a groundwater discharge
permit shall be obtained and a detailed report shall be completed describing the
location and the route of where pumped groundwater will be conveyed and the
measures taken to prevent the transport of any pollutants to downstream waters.
6) Inspection & Maintenance:
It is required that routine site inspections are performed to effectively address
maintenance and repair of Best Management Practices (BMP's). The site inspections
are to be performed by the contractor or an inspector designated by the administrator
at a minimum of once every fourteen (14) calendar days on active construction sites
and after any significant storm event (an event causing runoff). As part of the site
inspections the inspector is required to keep documentation of
all inspections and BMP maintenance, including an updated Site Map indicating new
BMP's or the removal of BMP's since the previous inspection.
Any maintenance, repair, or necessary installation of BMP's that are noted during
the inspection must be completed within seven (7) calendar days from the date of
the inspection
No Text
FINAL DRAINAGE AND EROSION.
CONTROLSTUDY
NEW BELGIUM BREWERY, FOURTH FILING
PACKAGING HALL & BUCKINGHAM
STREET IMPROVEMENTS
Prepared for:
New Belgium Brewery
500 Linden Street
Fort Collins, CO 80524
Prepared by:
North Star Design
700 Automation Drive, Unit I
Windsor, Colorado 80550
(970)686-6939
June 12,.2006
Job Number 110-13
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North Star Design
700 Automation Drive. Unit I
-
Windsor, SO 80550
MAIN SITE MINIMUM DETENTION_. VOLUME_ REQUIRED
FAA METHOD
(100-YEAR)
LOCATION:
NBB - Bottling Hall
PROJECT NO:
110-13
COMPUTATIONS BY:
PPK
SUBMITTED BY:
North Star Design, Inc.
DATE:
6R2006
Emiations:
QD = CiA
Vi = T*CiA = T*%
V,=K*QPo*T
S=Vi-V*
Rainfall intensity from City of Fort Collins IDF Curve
A trib. To pond = 18.10 acre
C100 = 0.69
Developed C*A = 12.5 acre
QPo = 1.15 cfs
K = 1 (from fig 2.1)
Storm
Duration, T
(min)
Rainfall
Intensity, i
(in/hr)
QD
(cfs)
V01.In
Vi
(ft)
Vol. Out
V.
(ft)
Storage
S
(fr)
Storage
S
(ac-ft)
5
9.95
124.3
37280
345
36935
0.85
10
7.72
96.4
57849
690
57159
1.31
20
5.60
69.9
83926
1380
82546
1.89
30
4.52
56.5
101611
2070
99541
2.29
40
3.74
46.7
112101
2760
109341
2.51
50
3.23
40.3
121018
3450
117568
2.70
60
2.86
35.7
128587
4140
124447
2.86
70
2.62
32.7
137429
4830
132599
3.04
80
2.38
29.7
142674
5520
137154
3.15
90.
2.22
27.7
149718
6210
143508
3.29
100
2.05
25.6
153615
6900 1
146715
3.37
110
1.93
24.1
159085
7590
151495
3.48
120
1.80
22.5
161857
8280
153577
3.53
130
1.60
20.0
155863
8970
146893
3.37
140
1.40
17.5
146871
9660
137211
3.15
150
1.20
15.0
134881
10350
124531
2.86
160
1.15
14.4
137879
11040
126839
2.91
170 1
1.10
13.7
140127
11730
128397
2.95
180
1.05
13. 1
141625
12420 1
129205
2.97
Required Storage Volume: 153577 fe
3526 acre-ft
DetPond - all onstte.:ds
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FAA all (100yr)
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North Star Design
700 Automation Drive, Unit I
Windsor, SO 80550
STAGE - STORAGE TABLE
(10 & 100-YEAR)
LOCATION:
NBB - Bottling Hall
PROJECT NO:
110.13
COMPUTATIONS BY:
PPK
SUBMITTED BY:
North Star Design, Inca
DATE:
6=06
Water Quality Volume Required = 0.323 ac-ft
100 yr Detention Volume Required = 3.526 ac-ft
ONSITE POND
WQCI
100 WSEL / SPILL WAI
DetPond - all onsite.ais
Stage
(ft)
Surface
Area
(ftZ)
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
4946.0
0
0.000
0.000
4947.00
16025
0.123
0.123
4947.44
24042
0.200
0.323
4948.0
34310
0.374
0.697
4949.0
56800
1.035
1.732
4950.0
85650
1.624
3.356
4950.09
86891
0.170
3.526
4951.0
100080
2.130
5.486
ha5e -�I'
Stage -Storage - Onsite
North Star Design
700 Automation Drive, Unit I
Windsor, SO 80550
t!
i y DefPond - an onsitexis
(100 yrevent)
LOCATION: NBB - Bottling Hall
PROJECT NO: 110-13
COMPUTATIONS BY: PPK
SUBMITTED BY: North Star Design, Inc.
DATE: ' 6/2/2006
Submerged Orifice Outlet:
release rate is described by the orifice equation,
Q. = CA sgn(2g(h-E ))
where Q, = orifice outflow (cfs)
C. = orifice discharge coefficient
g = gravitational acceleration = 32.2 ftrs
A. = effective area of the orifice (ft?)
E, = greater of geometric center elevation of the orifice or d/s HGL (ft)
h = water surface elevation (ft)
ONSTTE POND
Q,,, = 1.15
cfs
outlet pipe dia = D = 12.0
in
Invert elev. = 4946.00
ft
E, = 4946.20
ft
h = 4950.09
ft -100 yr WSEL
C, = 0.64
solve for effective area of orifice using the orifice equation
A,= 0.114
if
16.4
in=
orifice dia. = d = 4.56
in
Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering)
d/D=
0.38
kinematic viscosity, v =
1.22E-05 ft"Is
Reynolds no. = Red = 4Q/(pdv) =
3.16E+05
= (K in fie) =
CoffD
0.64 check
Use
A16.62
in2
Q
Pk0i 5c -I—
C v6Tj Y&C otnFice, S(ae
orifice Onsite -100yr
North Star. Design
700 Automation Drive, Unit I
Windsor, SO 80550
Emergency Overflow Spillway Sizing
LOCATION: NBB -.Bottling Hall
PROJECT NO: 110-13
COMPUTATIONS BY: PPK
SUBMI= BY: North Star Design, Inc.
DATE: 8/9/2005
Equation for flow over a broad crested weir _ top of berm
Q = r4 �— L —i spill elevation
where
coefficient C = weir eent = 2.6
H = overflow height p i110 K WSEL
L = length of the weir
The pond has a spill elevation 0.55 ft above the maximum water surface elevation in the pond
Spillways will be designed with 0.5 It flow depth, thus H = 0.5 It
Size the spillway assuming that the pond outlet is completely dogged.
Q (100) = 20.00 cfs Q(100)= 2 times the flow rate entering
Spill elev = 4950.09 ft the brim full pond assuming no release
Min top of berm elev.= 4950.59
Weir length required: 100 yr WSEL = 4950.09 ft
L = 22 ft
Use L = 30 ft
v = 1.55 ft/s
DefPond - a8 onsde.As
hose S Pt t'QCA L
Spillway - Onsite