HomeMy WebLinkAboutDrainage Reports - 01/05/2018HCI ENGINEERING
A division of
HABERER CARPENTRY INC.
December 29, 2017
Attn: Wes Lamarque
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, CO 80521
!City of Ft. Collins rov Plans
Approved By---8-
`'gate — —
Re: Drainage Conformance Letter for Ziggi's Coffee — Fort Collins
A Portion of Lot 2 — C.O.L. College and Trilby Subdivision
Summary
The following letter is written on behalf of Ziggi's Coffee — Fort Collins to demonstrate that the proposed site
improvements are in conformance with the drainage design outlined in the Approved "Drainage and Erosion
Control Report for Northwest Corner of College Avenue and Trilby Road .Eckerd Drug", dated 12/23/2003,
prepared by North Star Design, Inc. — hereafter referred to as 'Report 1'.
Lot 2 is 1.63 acres or 71,003 square feet, however, the area encompassed by the limits of site improvement
changes is approximately 17,376 square feet. The existing site consists of a detention pond, paved parking and
drives, concrete walks, and landscape areas. The existing total impervious area within the limits of site
improvement changes is 11,825 square feet, or 0.27 AC. (Impervious Area = 68%).
Proposed improvements will affect Basins 3, 4, and 6 from Report 1 and will generally follow existing drainage
patterns. These basins have been reanalyzed for the areas impacted by site improvement changes within the
limits of construction utilizing design criteria from Report 1. The proposed total impervious area within the
limits of site improvement changes is 8,775 square feet, or 0.20 AC. (Impervious Area = 50%).
Basin 4
Runoff within the improved portion of Basin 4 will continue to sheet flow to an existing area inlet before being
conveyed north via 'Storm 2' to the existing onsite detention pond (Pond 1). Proposed improvements within
this basin include removing and replacing existing parking and walks with ADA parking and walks, which results
in a minor increase in the overall area and impervious area for the basin.
Basin 3 `
Runoff within the improved portion of Basin 3 will generally continue to sheet flow to concrete v-pans and curb
and gutter then to an existing combination inlet before being conveyed north via 'Storm 2' to the existing
onsite detention pond (Pond 1). Runoff generated by the concrete drive-thru lane has been designed to drain
inward to a proposed rain garden, which is connected to 'Storm 2'. Furthermore, runoff generated by the patio
area will sheet flow to a v-pan then to a swale before discharging throw a curb cut and being conveyed west in
the existing curb and gutter to the existing combination inlet. Demolition activities within this basin include the
removal of a portion of the existing eastern parking area, landscape islands, and associated walks. Proposed
improvements include; increased landscape area, approximately 492 square feet of building area, and a
621 SOLITHPARK DRIVE, SUITE 1600- LTTTLETONCO 86120 (720) 252-3484 - FAx (303) 979-1675
EMAIL: COLEH@HABERERGROUP.COM
1
concrete drive-thru lane, a rain garden located at the low point within the drive-thru lane, patio, walks, curb
and gutter, and v-pans. The change in site improvements results in a decrease of the impervious area for the
basin. The overall area of the basin has also decreased based on the proposed ADA improvements now being
tributary to Basin 3.
Basin 6
Runoff Wjthin thee-impOve""d'Iportion"lo 'Basi 6 will continue sheet flow offsite undetained before being
captured by the existing inlet at1the\comer41of the north access drive and S. College Avenue. Proposed
improveme'n`ts within the basin include removibg and replacing a concrete walk and a portion of the concrete
patio, which- results'in'a-minor increase in the impervious area. The majority of the basin will remain as
landscape area. .
Observations
The total impervious area within the limits of site improvement changes has been decreased by approximately
3,050 square feet from the existing (11,825 SF) to the proposed (8,775 SF) conditions.
The 100-year peak runoff to Design Point 4 in Basin 4 slightly increased from 1.66 CFS in the existing conditions
to 1.71 CFS in the proposed conditions due to an increase in the overall area and impervious area of the basin.
However, the existing area inlet has the capacity (2.70 CFS) to completely capture the additional runoff.
The total 100-year peak runoff generated by Basin 3 has been decreased from 16.27 CFS in the existing
conditions to 15.89 CFS in the proposed conditions due to a decrease in the overall area of the basin, increased
pervious landscape areas, and Report 1 anticipating 4,500 square feet of future building to occupy space within
Basin 3. However, the proposed building will. now only occupy 492 square feet.
In the proposed conditions Basin 3 has two Design Points: 3-RG and 3-EX. Design Point 3-RG is located at the
rain garden and will treat runoff within its tributary area (7,312 SF) and 61% of the new impervious area
(3,735 SF) within Basin 3. Runoff will flow to the rain garden until the ponding limits are reached and overtops
the low point at an elevation of 5033.35 and continues downstream to the existing combination inlet at
DP 3-EX. The remainder of Basin 3 that is not tributary to DP 3-RG flows directly to exiting combination inlet at
DP 3-EX. I
The 100-year peak runoff to Design Point 6 slightly increased from 0.63 CFS in the existing conditions to 0.71
CFS in the proposed conditions due to increased concrete area by the encroaching patio.
The approved hydrological calculations and calculations based on proposed improvements are attached for
refence.
Volume -based water quality mitigation actions for Basins 3 and 4 were originally analyzed as part of Report 1
and are provided for by the existing onsite extended detention basin (Pond 1).
Basins 1 through 5 are tributary to Pond 1. Per Report 1, the required total storage volume for Pond 1 is 39,814
cubic feet and includes the required 100-year detention volume (35,937 CF) plus the required water quality
capture volume (3,876 CF). The required water quality capture volume has been reanalyzed utilizing proposed
conditions for modified Basins 3 and 4 along with approved volumes for the unchanged Basins 1, 2, and 5. The
composite percent impervious for the tributary area to Pond 1 (Basins 1 through 5) decreased from the
approved value, 74.0%, to the proposed value, 69.1%. This decrease in the composite percent impervious
results in a direct decrease in the required water quality capture volume from the approved conditions (3,876
CF) to the proposed conditions (3,616 CF). Therefore, Pond 1 provides 3,920 CF of storage for the required
water quality capture volume and is adequately sized to treat the proposed runoff from Basins 3 & 4.
621 SOUTHPARK DRIVE, SURE 1600- LRTLETON, CO 80120 - (720) 252-3484 - FAX (303) 979-1675
EMAIL: COLEH@HABERERGROUP.COM
2
Additional water quality is provided within Basin 3 by the increased pervious landscape areas and the use of a
rain garden. Level 1 - Low Impact Development treatments (LID) will be implemented to direct runoff as sheet
flow over pervious landscape areas which will increase Travel Time and help to trap suspended solids prior to
runoff reaching the storm sewer system (Storm 2). This same LID measure will be utilized for Basin 6, where
runoff is released offsite undetained over proposed sloped grass buffers. An LID Volume Based Treatment
Variance Letter which further discusses the implementation and constrictions of LID treatments has been
prepared and is included as an attachment.
The project site is located within Sub -Basin 319 of the Fossil Creek Drainage Basin. Furthermore, the proposed
project meets the release requirements as analyzed in Report 1 and as set forth by the Fossil Creek Basin
Master Drainageway Planning Restudy, by ICON Engineering, Inc., dated 2001.
Conclusion
The proposed project has been analyzed utilizing the approved conditions set forth in Report 1. This drainage
letter and associated calculations are limited to the project shown by the attached Drainage Plan. Based on the
above findings and attached calculations HCI Engineering finds the proposed development to be in compliance
with the drainage criteria set forth in Report 1. No negative impacts are anticipated as a result of this
development to adjacent properties or downstream.
Sincerely, H ::GFC. ,��,
AeFy S.O
i 43259 9
9•
Cole C Haberer, P.E. - HCI Engineering
621 SOUTHPARK DRIVE, SUITE 1600- LITTLETON, CO80120 - (720) 252-3484 - FAx (303) 979-1675
EMAIL: COLEH@HABERERGROUP.COM
3
ATTACHMENTS
621 SOUTHPARK DRIVE, SUITE 1600= LITTLETON, CO 90120 - (720) 252-3484 - FAx (303) 979-1675
EMAIL: COLEH@HABERERGROUP.COM
HCI ENGINEERING
A division of
HARERER CARPENTRY INC.
Project:
17_13 Ziggrs Coffee
Project Number:
1713
Date:
9/26/2017
Soil Type:
C & D NRCS Hydrologic Soil Type (Per Geolech)
Modified Basins for Proposed Conditions
Racin:
3
Land Use or Surface Characteristics
Area SF
% ImpC
Value
Value
CIO Value
Cl Value
Paved
se
100%
0.95
0.95
0.95
0.95
Roofs
492
90%
0.95
0.95
0.95
0.95
Lawns, sandy soil
16810
0%
0.25
0.25
0.25
0.25
Total/ Compsite 70980 76.2% 0.73 0.78 0.78 0.73
Rasin: 3 to Fx_ Inlet
Land Use or Surface Characteristics
Area (SF)
%Imp. Ci Value
Cs Value
CIO Value
CTwValue
Paved
50275
100% 0,95
0.95
C 5
0.95
Roofs
253
90% 0,95
0.95
1 0.95
0.95
Lawns, sandy soil
13233
0% 0.25
0.25
1 0.25
0.25
Total/Compsite 63762 79.Z% 0.80 0.30 of 0.59
Basin: 3 to Rain Garden
Land Use or Surface Characteristics
Area SF
%Imp.
C Value
!C, Value
CoValue
C,,Value
Paved
3496
100%
0.95
0.95
0.95
0.95
Roofs
239
90%
0.95
0.95
0.95
0.95
Lawns, sandy soil
3577
0%
0.25
0.25
0.25
0.25
Total/ Campsite 7312 50.8% 0.61 0.1,1 0.61 0.61
Rasirr 4
Land Use or Surface Characteristics
I Area (SF)
%Imp. IC, Value
I Cs Value
I CIO Value
C,,Value
Paved
7090
100% 0.95
0.95
0.95
0.95
Roofs
0
90% 0.95
0.95
0.95
0.95
Lawns, sandy soil
414
0% 0.25
0.25
0.25
0.25
Total/ Compsite 7504 94.5% 0.91 0.91 0.91 0.91
Raclin- 6
Land Use or Surface Characteristics
Area (SF)
% Imp. IC,
Value IC,
Value
JC,o Value
IC,.Value
Paved
129
100%
0.95
0.95
0.95
0.95
Roofs
0
90%
0.95
0.95
0.95
0.95
Lawns, sandy soil
7231
1 0%
0.25
0.25
0.25
0.25
Total/ Compsite 7960 9.2% 0.31 0.31 0.31 0.31
PROPOSED COMPOSITE IMPERVIOUS AND RUNOFF COEFFICIENT CALCULATIONS FOR AFFECTED BASINS
Formula: IlArea)IC Value)+(Area)(C Value)+IArea)(C Value)]/(Total Areal L, = 1,00 Ly = 1.UU U, = 1.UU L , = 1.LS
Basin 1.06
Total Area
SF
Total Area
Acres
Composite
Composite Runoff Coefficient, C
%Impervious
C2
C5
CIO
Cloo
3 to Ex. Inlet
63761
1.46
79.2%
0.80
0.80
0.80
1.00
3 to Rain Garden
7312
0.17
50.8%
0.61
0.61
0.61
0.76
3
70980
1.63
76.2%
0.78
0.78
0.78
0.98
4
7504
0.17
94.5%
0.91
0.91
0.91
1.00
6
7960
0.18
9.2%
0.31
0.31
0.31
0.39
Total:
1 86444
1 1.98
1 71.7%
0.75
0.75
0.75
0.93
C, = Coefficient Frequency Factors from Report 1 Runoff Coefficient (C) cannot be greater than 1.00
HCI ENGINEERING
A division of
HABERER CARPENTRY INC.
Project:
Project Number:
Date:
17_13 Ziggi's Coffee
1713
9/26/2017
PROPOSED CONDITIONS DIRECT RUNOFF 10-YR STORM
Area
Design
Area
(ac)
Runoff
Coeff
tc
(min)
C x A
(AC)
Intensity (1)
in/hr
Q
(cfs)
3 to Ex. Inlet
1.46
0.80
5.80
1.18
4.62
5.44
3 to Rain Garden
0.17
0.61
5.80
0.10
4.62
0.47
3
1.63
0.78
5.00
1.28
4.87
6.22
4
0.17
0.91
5.00
0.16
4.87
0.76
6
0.18
0.31
5.00
0.06
4.87
0.28
Cfro = 1.00
tc
Intensity (1)
From Report 1
From Report 1
From Report 1
Runoff Coefficient (C) cannot be greater than 1.00
HCI ENGINEERING
A division of
HARERER CARPENTRY INC.
Project:
Project Number:
Date:
17_13 Ziggi's Coffee
1713
9/26/2017
PROPOSED CONDITIONS DIRECT RUNOFF 100-YR STORM
Area
Design
Area
(ac)
Runoff
Coeff
tc
(min)
C x A
(AC)
Intensity (1)
in/hr
Q
(cfs)
3 to Ex. Inlet
1.46
1.00
5.00
1.46
9.95
14.56
3 to Rain Garden
0.17
0.76
5.00
0.13
9.95
1.27
3
1.63
0.98
5.00
1.60
9.95
15.89
4
0.17
1.00
5.00
0.17
9.95
1.71
6
0.18
0.39
5.00
0.07
9.95
0.71
Chao = 1.25
tc
Intensity (1)
From Report 1
From Report 1
From Report 1
Runoff Coefficient (C) cannot be greater than 1.00
HCl ENGINEERING
A division of
HABERER CARPENTRY INC
Project:
17 13 Ziggi's Coffee
Project Number:
17_13
Date:
8/2/2017
Soil Type:
C & D NRCS Hydrologic Soil Type (Per Geotech)
Approved Basins & Modified Basins for Proposed Conditions
iRacin•
1
Land Use or Surf ace Characteristics
Area SF
%Imp'
C Value
Cs Value
C" Value
CI ,Value
Paved
13550
100Yo
0.95
0.95
0.95
0.95
Roofs
0
90%
0.95
0.95
1 0.95
0.95
Lawns, sandy soil
505
0%
0.25
0.25
1 0.25
0.25
Total/Compsite 14055 95.4% 0.92 0.92 0.92 0.92
Ravin• 2
Land Use or Surface Characteristics
Area SF
% Imp.
Cr Value
Cs Value
C, Value
C,ao Value
Paved
1 0
1 100%
1 0.95
1 0.95
1 0.95
1 0.95
Roofs
14500
90%
0.95
1 0.95
0.95
0.95
Lawns, sandy soil
0
0%
0.25
1 0.25
0.25
0.25
Total/ Campsite 14500 90.07. 0.9S U.95 U.95 U.95
2Racin- 3
Land Use or 5urtace Characteristics
Area SF)
%Im . Ci Value
Cs Value
Cr Value
C V21
Paved
53678
100% 0.95
0.95
0.95
0.95
Roofs
492
90% 0.95
0.95
0.95
0.95
Lawns, sandy soil
16810
0'% 0.25
0.25
0.25
0,25
Tobi Compsite 70990 76.2% 0.78 0.78 0.78 0.78
211 A
Land Use or Surface Characteristics
Area (SF)
% Imp. C, Value
C Value
C'O Value
C Value
Paved
7090
100% 0.95
0.95
0.95
0.95
Roofs
0
90% 0.95
0.95
0.95
0.95
Lawns, sandy soil
1 414
0% 0.25
0.25
0.25
0.25
Total/ Compsite 75M 94.5% 0.91 0.91 0.91 0.91
1Raain• 5
Land Use or Surface Characteristics
Area SF
% Imp .
C, Value
Cs Value
Cte Value
C Value
Paved
0
S00%
0.95
0.95
0.95
0.95
Roofs
4500
1 90%
1 0.95
0.95
0.95
0.95
Lawns, sandy soil
21392
1 0%
1 0.25
0.25
0.25
0.2S
Total/ Compsite 25892 15.6% 0.37 0.37 0.37 0.37
COMPOSITE IMPERVIOUS AND RUNOFF COEFFICIENT CALCULATIONS
Formula: IlAreal(CValuelHArea)lCValue4(Area)(C Value)VRotal Areal C12=1.00 Cr.,=LOD Clue =1.00 Cnuu=1.25
Basin I.D.
Total Area
(SF)
Total Area
(Acres)
Composite
Composite Runoff Coefficient, C
%Impervious
Ct
Cs
Go
Cwo
1
14055
0.32
96.4%
0.92
0.92
0.92
1.00
2
14500
0.33
90.0%
0.95
0.95
0.95
1.00
3
7D980
1.63
76.2%
0.78
0.78
0.78
0.98
4
7504
0.17
94.5%
0.91
0.91
0.91
1.00
5
25892
0.59
15.6%
0.37
0.37
0.37
0.46
Total:
132931
3.05
69.1%
0.74
0.74
0.74
0.88
Cf= Coefficient Frequency Factors from Report 1 Runoff Coefficient (C) cannot be greater than 1.00
'Basin information per approved Report 1
2Basin information under proposed conditions
A dmumP of
NA9ERER CARPENTRY INC.
Project:
17_13 Ziggi s Coffee
Project Number:
17_13
Date:
8/2/2017
Water Quality Capture Volume for Approved Basins & Modified Proposed Basins
'Req. Storage (in.
-Dwo
Req. Vol.
Req. Vol.
'Req.
Basin I.D.
Tributary Area
Composite
of runoff from
WQCV
WQCV'1.2
WQCV'1.2
area/row
(Acres)
% Imp ervious
Fig, EDB-2
(ac-ft)
(ft)
(ac-ft)
(cf)
(in / row)
1, 2, 3, 4,&5
1
1
(Pond 1)
3.06
69.1%
0.29
0.069
1.00
0.083
3616
0.65
'Information per approved Report 1
'Information under proposed conditions
WQCV = a(0.9113 — 1.191' + 0.781)
V=(W1)A
Table 3-2. Drain Tutor Coefficients for WQ" Calcelatlont
Drain Twee bn
Coefficient. a
2 hours
0.8
24 hours
0.9
40 hours
0
DRAINAGE AND EROSION
CONTROL REPORT
FOR
NORTHWEST CORNER OF
COLLEGE AVENUE & TRILBY ROAD
ECKERD DRUG
Prepared by
NORTH STAR DESIGN, INC.
700 Automation Drive, Unit I
Windsor, CO 80550
970-686-6939 Project # 23 -
Reviewed By�� �,� l2 U
Enpinearmp J
at15 B
Prepared for
lamm�ng Daie
APProved By - L } . �
Hunt Douglas 'SLO
5100 W. Kennedy Blvd., Suite 225
Tampa, FL 33609
November 4, 2003
Job Number 192.008
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PROPOSED DETENTION POND
STAGE - STORAGE TABLE
(100-YEAR)
LOCATION: College & Trilby (NW comer)
PROJECT NO: 192-08
COMPUTATIONS BY: ppk
SUBMITTED BY: North Star Design, Inc. Water Quality Volume Required = 3,876 CF
DATE: 11/11/03 100-yr Detention Volume Required = 35,937 CF
Water Quality Volume Required = 0.089 acre-feet
100 yr Detention Volume Required = 0.825 acre-feet
100-yr WSEL -
top of berm -
Total 100 yr Volume Required = 0.914
Total 100-yr Volume Required = 39.814 CF
acre-feet
�iTli . � t7.E51• ��srai�.LL� �1• —
Provided WQCV = 3,920 CF
IN A SUMP
Project = Eckerd at the Northwest Corneeof<College & Trilby
Inlet ID = 192-08
W= Wo
o Ic
LCloyed
L
Curb
Gutter
iglh of a Unit Grate
L, =
3.00 ft
ith of a Unit Grate
W. =
1.50 ft
a Opening Ratio for a Grate (typical values = 0.6-0.9)
A =
0.60
gging Factor for a Single Inlet (typical value = 0.5)
Co =
0.50
6ce Coefficient (typical value = 0.67)
Ca =
0.67
.ir Coefficient (typical value = 3.00)
C„. =
3.00
al Depression, if any (not part of upstream Composite Gutter)
alooy =
1.0 inches
al Number of Units in the Grated Inlet
No =
1
32city of Grate Inlet In a Sumo (Calculated)
:Ign Discharge on the Street (from Street Hy)
Qo =
1.7 cfs
ter Depth for Design Condition
Ya =
4.1 inches
al Length of Grated Inlet(s)
L =
3.01ft
a Weir
)acity as a Weir without Clogging
Q� =
3;6 cfs
gging Coefficient for Multiple Units
Coef =
1 Ad,'
gging Factor for Multiple Units
Clog =
0:50i
)acity as a Weir with Clogging
Q. =
2.74 cis
an Orifice
)acity as an Orifice without Clogging
Qoi =
85,' cfs
)acity as an Orifice with Clogging
Q. =
4'.2 cfs
)acity for Design with Clopping
Q. _ tjj. cfs
rture Percentage for this Inlet = % / Qo =
c%. _ --' „t)+�;-xWV—W1 %
Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture
percentage of less than 100% in a sump may indicate the need for additional inlet units.
Area Inlet.xls, Grate-S 11/11/03, 8:36 PM
N
U
1-4CDOT GENERAL NOTES: (Pertain to all construction within College Avenue Right of Way)
1. All material, equipment, Installation. construction, and deign. Including the auxiliary lone(s) and Intemectlon
Improwment(s) wlthln the Stat Hlghwoy ROW (existing and any portions dedicated with this access permit) shall
be In mcordon" with the fallowing Department standard relemnces as applicable;
M A. State Highway Ambise Code, 2 CCR 601-1
B. Roadway Design Manualial
I C. Maters Manual
(' D. Construction Manual
E. Standard Specifications for Road and bridge Construction, latest edition
F. ApolcmIle pro -date special PMVISIMs
G. Standard Plan (M&S Standards)
H. Manual an Uniform Traffic Control Devices (M.U.T.C.O.) for Streets and Highway. and the Colorado
Supplement thereto
I. A policy an Geometric Design of Highwoye and simet4 American Association of State Highway and
Transportation Officials (MSRTO), latest edition
4 AASHTO Roadside Design Guide
K. Institute of Transportation Engineers' Trip Generation Manual, 6M Edition
Please not. that same of the reference material listed allow (A thru E) may be purchased from: Cdorada
Department of Transportation
Old Plan. Room
4201 East Arkmws Avenue
Donver. CO $0222-3400
(303) 757-9313
The Stale Highway Access Cods may be purchased from
The Public Records Corporation
1565 Lafayette $treat
PO Box 18185
Denver, CO OWES
(303) 832-8202
or NoMdea upon rod.. t by Tess Jonas (970) 350-2153 or Gloria Hlce-idler (970) 350-2148. The "belt*
address is: wrw dWLotate.co.us/business/acoseemgt/
2. Access coniMucon within highway ROW and all nlghway improvements shall comply with complete Access
Per
mit and Notice to Proceed (NTP). A copy of that Permit and NTP shall be awflabl. on the cansbuctlon site
at all time. The "penes of all features and roadway Improvements shall be borne by the Parmitt" at no
cost to COOT. All changes as shown w me plane Mail IN, completed by the Pemnittes, including find signing
and striping.
3, A Colorado re atemd profismanal engir m employed by the Parmittes shill certify materials testing. One
signed copy of all materials test results and certification of the R-wluo of wbgrado and embankmert within
the highway ROW shall be provided to the Access Manager within tow weeks of construction Polhill . Upon
completion of the access Mprowment, certMcatim of materials and canstmakin Mdl be prowl to me
Access Manager.
4. The Permitter Moll coordinate with the Region Access Manager to obtain opprowl of an attptabie
Pphalt/eanenb mix design.
5. Proof robing is recommended as an Indicator of proper Preparation of wbgro" prior to paring. Proof -idling
Mall not wWlltute for standard material testing.
6. The project shall be completed during a single construction swoon and all actldti" within the CDOT ROW
an to be completed within a 45 day thnehame.
7. Psrinitt" Moll designate a carolled Traffic Control Supervisor (TCS) to manage construction Manage and
safety of operations during activRles within COOT ROW. TCS Mall be owilable wher.wr work Is In program.
& Not Used
9. Permiltee or contractor shall procure and maintain general public and auto IlonAlty, and property domoge
inwronce cowling the operation under me Permit In the mounts speciRsd In Section 23-10-114, C.R.S. Policies
Mall name me State of Colorado as additional Insured party and SWI Include the name of the
deneopment/subdlWelon. Like coverage Mall be furI by or on behalf of any subcontractors. Certificates of
Insurance Mowing compliance with timms provisions Mall be provided and *11 be attached to and made a part
of this pmm8s. (A copy of the Insurance policy shall be provided to the CDOT Access Manager far attachment
to the Albania Permit / Notice to Proceed prior to beginning any work within the highway ROW.
10, Dewlpment of this site and accees construction Mall not negatively Impact other properties or the Stab
Highway ROW. The historical drainage run-off rate Mall not be exceeded by changes. All drainage Issues Mall
be resolved prior to Issuance of permit.
n. No featuro (Le. landscaping or Mgne) Mall Impoir required sight distance at any highway acts".
12 Net Used
13. Utility piano are net reviewed or outhorlxed by the Access alaR and must be submitted to the Region
Utility Office. The Permttte. snail Iocatea all utilities with In "feting ROW and any area Alan may be .ffeoted
by acrmo Or roadway knprovem.nts. Plane Mall conform to Section 2.3(ilxf) of the State Highway Access
Cod.- The Ponnitt" Mall contact the Region Utility Office. (970) 350-2158,
14. As -Built structure plans shall be provided to the Amass Manager upon completion of access.
15. Landscaping within or near the State Highway ROW troy mcuke the Permittw to obtain a COOT
Landscaping Permit from the Maintenanw Sactlan. The occeee permit don not authorise that activity, although
o proposed landscaping plan Md1 be Included In the access permit document. Irrigation of features within or
near the ROW may require the PenNttw to Inrtall o subsurface dram In accordance with CDOT Standard
M-605-1 or other approved system. The Permutes shall contact Don Miller of the Lowland Mclntwance Office,
970-667-4650 to review the don and to obtain the Landscaping Permit
16, Soli preparation. seeding. mulching and mulch tadtifier Will be roqulred for estimated 0.60 aor" a1
disturbed area within the ROW limits that on, not surfaced The following types and rota shop W used:
COMMON NAME BOTANICAL NAME APPLICATION RATE
Pounds ple/Acre
Western wheotgran Poscopyrum emlthll 'Arribo' &0
Sidaoato aroma ewteloua curtipandula 'Vaughn' 3.0
Green neeolegroes SUPO vIndNO %odovn' 3.0
BuHalogrom Suchln dactNddes 'Texaka' 5.0
91.0 gruma Soutdwa gracile 'HaMlta' 1.5
Little Blumt.m Schixachyrium acpanum'PaeWra' is
Send Dropsesd SporobeWs cryptandrus 0.1
Got. A.0.01N. 3.0
TOTAL: 25.1
Seeding ppilcoliam Drill said 0.25- to G5T Into the topaog. In areas mat are not =0 ible to a drill, hand
broadcast at triple the dbow rate and rake 0.25" to GW Into the topsoil
Muiching application: 1.5 two of aartiOed wood free hay par Pars to be mechanically crimped Into the topsoil
In combination with an organic mulch tockifier per Standard specification 213 Mulching.
Special R.quire I Due to dry conditions hydroamoing and/or hydramulahing will not W allowed
17. All certifications. material test report% and any required 'As Bully plans Mall be provided to the Access
Inpector prior to Mal acceptonce. Throe documents wql be Incorporated In the Permit file.
PUBLIC IMPROVEMENT CONSTRUCTION PLANS FOR
ECKERD DRUG AT
COLLEGE & TRILBY
SITUATED IN THE SOUTHEAST QUARTER OF SECTION 11
TOWNSHIP 6 NORTH, RANGE 69 WEST OF THE BTH PRINCIPAL MERIDIAN
CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO
DECEMBER 3, 2003
PROJ
LOCA
VICINITY MAP
I' - 20M
VERTICAI DARIN, NOVO UNADJUSTED (CITY OF FORT COLLINS)
SITE SM IS THE MANHOLE LOCATED NEAR THE NORTHEAST CORNER OF THE
SITE. HAVING AN ELEVATION OF 5DOZ63 BASED ON THE CITY OF FORT
COWNS DATUM USING BENCHMARK 0 48-94.
BASIS OF SEARNGS: THE EAST UNE OF THE SOUTHEAST ONE-OIARTER
OF SECTION 11, TOWNSHIP 6 NORTH, RANGE 69 WEST, BEING MONUMENTED
AT THE SOUTH AND NORTH ENDS BY 3-1/4- BRASS CAPS STAMPED
'COLO DEPT OF HIGHWAYS'. IS ASSUMED TO BEAR NOO.31.13-F WITH A
DISTANCE OF 2646.15 FEET BETWEEN SAID MONUMENTS.
CALL UTIUTY NOTIFICATION
CENTER OF COLORADO
1-800.922.1987
f : WLNES Tun IN ADRMa
BEEUPE YW NC, Qll [ OR E.CA01E
rm ME MARNNG Of UNDOICROUND
uEuR R Unulrcs.
SHEET NO,
INDEX OF SHEETS
i
COVER SHEET
2
STANDARD PLANS LIST
3
GENERAL NOTES
4
DEMOLITION PLAN
5
OVERALL UTIUTY PLAN
6
GRADING PLAN
7
DRAINAGE & EROSION CONTROL PUN
B
STORM PIPE PROFILES
9
SANITARY SEWER PROFILES
10-12
COLLEGE AVENUE PLANS AND CROSS SECTIONS
13-15
TRILBY ROAD PLANS AND CROSS SECTIONS
16
TRILBY ROAD AND COLLEGE AVENUE STRIPING
17-21
DETAILS
I HEREBY AFFIRM THAT THESE FINAL CONSTRUCTION
PLANS WERE PREPARED UNDER MY DIRECT
SUPERVISION, IN ACCORDANCE YAM ALL APPLICABLE
CITY OF FORT COLLINS AND STATE OF COLORADO
STANDARDS AND STATUTES. RESPECTIVELY; AND THAT I
AM FULLY RESPONSIBLE FOR THE ACCURACY OF ALL
DESIGN, REVISIONS. AND RECORD CONDITIONS THAT 1
HAVE NOTED ON THESE PUNS.
ECKERD DRUG STORE
PROJECT NO. 192-06
SHEET 1 OF 21
OWNER'S REPRESENTATIVE:
HUNT DOUGLAS
113 CORONADO CT. UNIT A-2
FORT COLUNS, CO 80525
PHONE: (970) 282-09168
FAX: (970) 282-8653
INDEMNIFICATION STATEMENT,
THESE PLANS HAVE BEEN
LOCAL ENTITY FOR CONCEI
THE
BY
FOR
NOT BE
ACCEPTANCE
V
ty-A
�, d Star
1� design, inc. ,u °
700 Automation Drive, Unit I
Windsor, Colonsdo 80550
Phone: 970-68&6939
Fax: 970-686-1188
w
M
0
CO
0
Q
w
Y
w
C-5 1xi7/
'r.\\ (S. COLEF`8 VENUE) -•.` 1.36 64 I4I'-
if
�- �� RR� - \` II��® -�i-Nib -�iyY'-�r�-�r��F� �- �-t•� -�r!l� -� ��Y� -f-�� IT IM-
,/ ,,e I
u n
fill
i
I)
u
DRAINAGE SUMMARY TABLE
DESIGN AREA AREA CID CIoo Tc (10) TO (10o) 0 (10) 0 (100) II II
POMT DESIG. ACRES YIN MR7 CFS CFS
1 1 0.72 0.92 Lao MIN 5.0 1.45 3.2 DETENTION POND SUMMARY
TA
3
3
1.53
0-86
1.00
5.8
6.0
6.49
18.3
♦
4
0.17
0.97
1.00
5.0
5.0
0.7t
1.7
6
6
0.18
0.28
AA
1 GAS
1 5.0
1 5.0
0.25
0.8
61 1 OS/ 1 0.70 1OJS1 0.91 I S.B 1 QO 236I 8.4
02 1 052 11.36 O.B4 1.00 9.2 7.5 4.491 11.7
03 1 OS3 1 2.25 0.431 0.54 1 13.9 1 It9 I 3.23 1 64
DETENTION REQUIRED o83 AC. FT.
WATER QUALITY REQUIRED 0.09 AC. IT.
VOLUME PROVIDED 0.914 ACTT.
MAX RELEASE RAZE 0.20 C£S
UTILITYCALL
CENIEROF COLORADOIOI
1.800.922.1987
I" ¢-rvseca MYS IN Alrvwrs
EETare YW N4 RAZE. IF E%f WTI
FOI i IWNIRG R UMEERR61IA1
I[19E9 UTSL[EES
Y�
U
con
sag
21
-r
w
0
Y
m
W
Q
30 IS
0
30
60
SCALE- V - 30'
\
1
DESIGN POINT
BASIN CRITERIA
• \
44HAREA
� \
5 YR RUNOFF COEFFICIENT
IN ACRES
( 4
GLOW DIRECTION
� I
• � 011111 NO
BASIN BOUNDARY
(1
1
U
54T FENCE
I
1 CE ®
CONSTRUCTION ENTRANCE
j
I
EROSION BALES
r
'
) I
O
INLET PROTECTION
• r
/ 7
ST
SEDIMENT TRAP
1
• I
=_____-=
EfOSiHNG PIPES
/ T
PROPOSED STORM PIPE
City of Fort Collins, Colorado
-WILiTY PLAN APPROVAL
dC as
�PADVED•-D�e-
ECKED BY:
ua -�-
MGM BY:MCKED BY:
TNIr ERSF �s
BY:
Ile FLARED END SECTION
■ PROPOSED INLET LOCATION
- -'-�- - -- EXISTING 5' CONTOUR
FASTING 1' CONTOUR
-AM PROPOSED 5' CONTOUF
PROPOSED V CONTOUR
RIPRAP
ALL M WAIN YE LY1MS111UCi[D M K,(pgMR -M VAYpI
COUNn S:AIOMO 9PEOiX'JiNR15 AS FROVOFO BY >IE 1:gINTr
DN@. c T AS none.
LARBfJU COUNTY AffROVAL BLOC(
APPROVED FOR vEdER =WN . ml dum
DAM..
nTIL tlS
APggYED FOR UAAIEA C n, mmR
6c DArz
n11£
z
Q
J
a
~ CO 0
J
Q
C7 o
F- U
00
W
CC
YW Ltj
J �
O
w
W()a
z
a
a
[ET
7
7 OF 21
No. 192-08
n 7
1 00')
VARIANCE LETTER
622 SOUTHPARK DRIVE, SUITE 1600- LITTLETON, CO 80120 - (720) 252-3484 - FAx (303) 979-1675
EMAIL: COLEH@HABERERGROUP.COM
HCI ENGINEERING
A division of
HABERER CARPENTRY INC.
MEMORANDUM
TO: City of Fort Collins, Water Utilities Engineering, Wes Lamarque
PREPARED BY: Zane Hall, Engineer I
PROJECT: Ziggi's Coffee — Fort Collins (6533 S. College Avenue)
DATE: December 29, 2017
SUBJECT: LID Volume Based Treatment Variance
SUMMARY
The following memo is written .on behalf of the Owner to request relief of providing volume based LID
treatment for 75% of the new impervious area. Through discussions with the City, LID volume based treatment
for Basin 3 has been requested. The owner is seeking consideration on this matter by reducing the total
impervious area within the limits of site improvement changes and in the form of providing volume based LID
treatment for 61% of the new impervious area within Basin 3, which includes the majority of the new drivable
surface area. The following information and accompanying Drainage Plans and calculations for Ziggi's Coffee —
Fort Collins (hereafter referred to as the "Site") are provided to support the request of a variance from the
requirement of providing LID volume based volume based treatment for 75% of the new impervious area within
Basin 3.
Existing vs Proposed Conditions
The existing site within the limits of site improvement changes consists of asphalt paved parking, concrete
sidewalks, and landscape and has approximately 11,825 SF of total impervious area. Under the proposed
conditions the total impervious area is 8,775 SF. This difference results in the total impervious area being
reduced by approximately 3,050 SF. The decrease in impervious area is largely due to the parking area being
replaced by a concrete drive-thru lane surrounded by a greater amount of landscape area.
LID Treatment �' ^
Site improvement changes affect drainage Basins 3, 4, and 6 as shown:on.-the previously Approved Drainage
Plan for Eckerd Drug, dated 12/23/2003, prepared by North Star Design, Inc'. and`on the reanalyzed Drainage
Plan for the Site. Copies of the Drainage Plans are attached for reference.:
Proposed improvements within Basin 4 consists of removing and replacing existing parking and walks with ADA
parking and walks. However, LID treatment for Basin 4 is not possible due to runoff sheet flowing directly over
the parking area and immediately entering the onsite storm sewer. Based on this constraint, LID treatment is
not required for Basin 4, per discussion with our Development Review Engineer, Wes Lamarque.
621 SOUfHPARN DRNE, SURE 1600- Lrrr ETON, CO 80120 - (720) 252-3484 - FAx (303) 979-1675
EMAIL: COLEH@HABERERGROUP.COM
1
Proposed improvements within Basin 6 consists of regrading existing landscape slopes to fit the proposed Site
grading, removing and replacing a concrete walk, and the minor addition of concrete by a portion of the
proposed patio area. Most of the proposed basin is covered by landscape area, therefore, LID treatment for
Basin 6 is provided by the basin acting as a grass buffer. Per discussion with our Development Review Engineer,
Wes Lamarque, this is an acceptable form of LID mitigation for Basin 6.
Demolition activities within Basin 3 include the removal of a portion of the existing eastern parking area,
landscape islands, and associated walks. Proposed improvements include; increased landscape area,
approximately 492 square feet of building area, and a concrete: drive-thru lane, patio, walks, curb and gutter,
and v-pans. The change in site conditions results in a decrease of the impervious area for Basin 3.
A Rain Garden has been sized to treat the required water quality capture volume generated by the tributary
area (7,312 SF) within Basin 3 which consists of the entire concrete drive-thru lane (3,496 SF), roof (239 SF), and
landscape areas (3,577 SF). The resulting composite percent impervious is 51%. The design was performed
utilizing the most current UDFCD software template (UD-BMP_v3.06, November 2016). The drive-thru lane has
been graded to drain inward and the rain garden is located within the drive-thru loop. A 6-inch PVC outlet pipe
connects the rain garden to the existing onsite storm sewer.
The below table provides a breakdown of the percentage of new impervious area within Basin 3 being treated
by the rain garden.
BASIN 3 - RAIN GARDEN
SURFACE CHARACTERISTICS
AREA (SF)
% OF TOTAL
TREATED NEW IMPERVIOUS AREA
3,735
61%
UNTREATED NEW IMERVIOUS AREA
2,399
39%
Total/ Compsite 6,134
100.0%
CONCLUSIONS
As shown by the above information and the attached Drainage Plans and calculations, the total impervious area
within the limits of site improvement changes is reduced by 3,050 SF, under the proposed conditions, and the
rain garden will treat runoff generated by the entire concrete drive-thru lane, which is the majority of the new
drivable impervious surface area. Based on the information presented above, it is the opinion of HCI
Engineering the proposed development is sufficiently applying LID volume based mitigation practices by
treating 61% of the new impervious surfaces areas within Basin 3. HCI feels that 61% is an acceptable
percentage considering the area with the highest pollution potential, the drive-thru lane, is being treated by the
rain garden and that by reducing tl ;@@pl impervious area, overall water quality for the Site is improved.
Sincerely,432
Cole C. Haberer, PE FSSONAL
HCI Engineering
621 SOUTMPARN DRIVE, SUITE 1600- LITTLETON, CO 80120 - (720) 252.3484 - FAx (303) 979-1675
EMAIL: COLEHCa HABERERGROUP.LOM
2
Design Procedure Form: Rain Garden(RG)
Designer:
Company:
Data:
project:
Location:
Zane Hell
MCI Engineering
September 26, 2017
Fort Collins
3.06, November 2016)
Sheet t of 2
i. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
ID =
51.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (I = I,/100)
=
OZ10
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
0.17 watershed inches
(WQCV= 0.8 - (0.91- 1'-1.19' 1'- 0.78' l)
D) Contributing Watershed Area (Including rain garden area)
Area =
7.312 so It
E) Water Quality Capture Volume(WQCV) Design Volume
=
cub
Vol = (WQCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
it, =
0.43 In
Average Runoff producing Storm
G) For Watersheds Outside of the Denver Region,
Vwocv ona:s =
101'9 cu If
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwocv usm=
cuff
(Only If a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-Inch maximum)
D,.,,, v =
6 in
B) Rain Garden Side Slopes (Z = 4 min., hoHz. dist per unit vertical)
Z =
4,00 it l ff
(Um'0' If rain garden has vertical wags)
C) Mlmlmum Flat Surface Area
Ati =
75 sq 0
D) Actual Flat Surface Area
A,,., =
1D4 al) it
E) Area at Design Depth (Top Surface Area)
ATDD =
308 aq 0
F) Rain Garden Total Volume
VT=
ROD'; cu ff
(Vr ((A,. - A w.,) / 2)' Depth)
3. Growing Media
Choose One
® 18" Rain Garden Growing Media
O Other (Explain):
4. Underdraln System
A) Are underdrains provided?
C1WDIa Oft
•'MS
ONO
B) Underdram system critics diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
Y.
0.6 1t
Volume to The Center of tfre Orifice
II) Volume to Drain In 12 Hours
Vol„=
102 cu ff
III) Orifice Diameter, 3/8' Mlnlmum
Do =
2/7 In LESS THAN MINIMUM USE DIAMETEC
17 13 Rain Garden UD-BMP v3.06.xlsm, RG 9126/2017. 7:53 PM
Design Procedure Form: Rain Garden(RG)
sheet 2 sl 2
Designer: Zane Hall
Company: HCI Engineering
Date: September 26, 2017
Project: 17 13 Ziggfs - Fort Collins
Location:
5. Impermeable Geomembrane Liner and Geoleatile, Separator Fabric
IIIr [Leese One
O
A) Is an impermeable liter provided due to proximity
O ND ND
of structures or groundwater contamination?
6. Intel / Outlet Control
r Chasse One
® Sheea Flow No Energy Dissipation Required
A) Inlet Control
I O Concenhated Flow- Energy Dissipation Provided
Choose One
7. Vegetagun
O Seed (Plan for frequent weed control)
® PentLgs
O Sand Grown or Enter High InOltratbn Sod
6. IMgatian
Choose One
® TES NO SPRINKLER HEADS ON FLAT SURFACE
A) Will the rain garden be Pageant?
O NO
Notes'.
1713 Rain Garden UD•BM1p_v3.06.x1sm, RG 9/26/2017, 7:52 PM
FRONT RA'V(.E L AIIED PARTNERiHIP AI : [cr- 6,'; I Dlhcs ou`rv�F
R C M1 J y O 24i?
_ _
r _ _
5[Z9
—
— — — — — —
_ 5
-50J1-
--_—__ ___---��-----_ __ - - - - _ -C ---- -
I,\------------
I — — — — — — -- �:�� ��� — POND l
— — — — — — — — — — — — — — — _ � I I I - (EX. OfTFNTION POND}
— — — — — — — _ — — — — — _S . �, -{O • \ I I EX RIPRAP I /
Ti
fjRAIJAC�f
/ AN \
1 I EN. CONCRETE
ORAINACE PAN
11 I I I 1 h I"•-50.TI
IRILHY' SUBDIVISION , _ — — - —
REC NO 2005CO25J65 1 St0/�1� ' I�I� " - - - — -50J2- — — — Y -
1 1 ADDRESS' 6541 5 COLLEGE AIfNVE I/ I I ` — -� — — — — — — — 5033- — — — ti _ _ — ONNER SOUTH GATE CHURCH INC /F I b _ — — — -I
PIN. 9611432901 — — — — — 5034— — L
LOT l
1 82,686 50. FT, ■
I 1 OR L898 ACRES II � r III 11 �II
01>Dai_v'
o 4A
1 1
} 3 I 1 z-•� I jTf�_ /, - VACANT LOT
DO O L'-✓ - SPILL C11,%L � O L. COLLEGE A/ u r -I--
J 2' I 1 ■..- II� - CAD \ \ I PIN. 9671432002
W_ ETE I I 2 1 1
p_ zCONC 1L022 SO.. FL,
SD3A
1 1 h
AN I -- -I • 1 L OR i.63C ACRES
I
Emw
L u, � ,6 �LOPLAr.9T p�gAW BA -SW -- ♦ � {
2a WISCUOCOVER04201
EXIOIROP
W14 SHALL; OW STORM MH
WIFUITOP �, TOM LF V
39.51 LF-1Y PVC C900 \ \ 'T I
1� `)y /2'PVC CB00 RIIBBUUTARYYAAREA
—1 II tET L I • — _ (7.312 SF) CATCH CAD
Y'X COIdAI.'JA I/C{h' _ JV N
\ __1 L
11
• 3En �, .VAPAN� (TYP) �/ ,. •/ni,
R 4 , ' •1Y NYLOPLBAS AST DRAIN IN
P 6 q WI STANDARD GRATE
a • 1' l
I. `FONDING LIMITS'
6- PVC CLEANOUT WI WATER TIGHTLID ELEV. = 503020 I' '
0.78
//1' CURB lR 3.50
- rn •8' PE OTTED \PLR ° \ ., OC •WSE=503263•�, •/i,•.11 .I
L Me-
■ � �IJJJJJIIFI
L _ate.
— - -4 6
_ B' PVC CLEANOIIE W/WATER
t" LID RANI diRDEt!—. ,5p33'—�y—
} Mt MEDIA AREA _ 1B.BO LF
8'PVC CONNECTION FITTING EIEV,=6032.12 _- _5032- — - 8'SLOT1EDjDPEPIPE.
SOUTH COLLEGE AVENUE (HIGHWAY 287)
(FLO W. REC. NO.2006002682
a BGCa laEd PAGE 184
S BOOK 1059 PAGE 402)
Ek. INLET
DRAINAGE LEGEND
E3y, DESIGN POINT
BASIN ID
B3-6 DRAINAGE BASIN
2.80 0.47 CIO
0.76
EA All C100
- - - - LIMITS OF SITE IMPROVEMENT CHANGE
— — — — - LIMITS OF CONSTRUCTION
■ so r in / BASIN BOUNDARY
EX. MAJOR CONTOUR
so; - EX. MINOR CONTOURR,
M. MAJOR CONTOUR
H21 M. MINOR CONTOUR
FLOW ARROW
NOTES:
1. THE SITE UES WITHIN THE FOSSIL GREEK DRAINAGE BASIN.
FOSSIL CREEK IS LOCATED APPROXIMATELY 1.35 MILES EAST OF
THE SITE.
ORMNAGE SII.TMARY
TABLE
DFSIGN
POINT
BASIN
AREA
ACRES
[10
CHID
3 E1(
3
146
0.80
L00
3RG
3
0.11
0.61
a76
tQ47�127
3
3
163
On
a98
4
4
0,17
M91
LOG6
6
a75
031
0.39
WDCV SUMMARY
APPROVEDREELWDCV 1
II3111
PROPOSED REEL WOCV 3616 OF
PROVIDED WQCV 3MU
BASIN 3 - RAIN GARDEN
SIIRFACECHAMCFERISO[S1
AREA SF
% TOTAL
TREANONEW IMPERVIOUS AREA
I 3,T35
1 61%
UNTREATTDNEWIMERVIOUSAREA
1 Z399
1 39N
Total/Com Ne
6,M
N&M
BENCHMARK',
PROJECT DATUM: HAWK
BENCHMARK: NATIONAL GEODETIC SURVEY BENCHMARK %408'; BRASS CAP
LOCATED ON THE EAST RIGHT OF WAY LINE OF SOUTH COLLEGE AVENUE -1000'
SOUTH OF THE INTERSECT" OF WEST TRILBY AVENUE AND SOUTH COLLEGE
AVENUE.
ELEVATION 5038.43
PLEASE NOTE: THIS PLAN SET IS USING NAVDS8 FOR A VERTICAL DATUM.
SURROUNDING DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED FOR THEIR
VERTICAL DATUMS.
IF NGVD29 UNADJUSTED DATUM IS REWIRED FOR ANY PURPOSE, THE
FOLLOWING EQUATION SHOULD BE USED NGV 29 UNADJUSTED =NAVD88-3,18'.
BASIS OF BEARINGS:
THE GPS DERIVED EAST LINE OF THE SOUTHEAST QUARTER OF SECTION 11.
TOWNSHIP 6 NORTH, RANGE S9 WEST OF THE 6TH PRINCIPAL MERIDIAN AS
EVIDENCED BY THE SOUTHEAST CORNER FROM WHENCE THE EAST 1/4 CORNER
BEARS 400.40231 . A DISTANCE OF 2640 60 FEET WITH ALL BEARINGS HEREIN
RELATIVE THERETO, MONUMENTS FULLY DESCRIBED HEREIN.
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0' 20' 40' 60,
SCALE: 1" = 20'
CITY OF FORT COLLINS, COLORADO
UTIL TY PUN APPROVAL
APPROVED:
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GRADEOR EXCAVATE FOR THE
MARKING OF UNDERGROUND
MEMBER UTILITIES.
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IFOP SUBMITTAL Mt
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FDPSUB1MITTAL62
Project No: 17_13
0. By. ZAH
Checked By: CCH
Date lanuad. 12/05QO17
Sheet Name:
DRAINAGE PLAN
Sheet
Numher.
C1.6
DESIGN
FONT
AREA
DESIG
AREA
ACRES
CIO
CIDO
TIC (10)
MIN
To (100)
MIN
O (10)
CFS
GOOD)
CFS
1
1
0.]2
0.92
LOO
5.0
500
1.45
3.2
2
2
O.JS
0.25
1.00
5.0
&0
1.54
3.3
3
31
1.63
Dias
1.00
5.8
5.0
6.49
16.3
4
!
0.17
0.91
1.00
5.0
5.0
0.74
1.7
5
5
0.69
0.37
0F46
5.9
5.6
7.02
2.6
6
8
0.16
0.28
0.35
5-0
5.0
0.25
0-6
7
7
0.]5
0.285
0.32
5.0
5.0
0.69
1.8
Ot
O51
0.70
0,73
0.91
5.8
5.0
2.36
6.4
02
052
1.36
0.54
1-00
9.2
7.5
4.49
11.7
OJ
053
228
0.43
0.54
13.6
129
3.23
1 5.4
O
Y
Ol
W
K
30 15 0 30 60
r
SCALE, 1- • 30'
4
SIMON
aN(Tr) 1- 1\ \ I I II ♦ I �� 1\,
(TSI L\ \ ♦ \ \ \ (IFI ] 4I
\\ Ql DESIGN POINT
I �1 tx \ `
1 \ I \ `\ BASIN CRITERIA
1 I 5 YR RUNOFF COEFFICIENTI� ' I I T I ♦ I4--AREA IN ACRES
DI
`� : ♦ II I 1 I I I rtAu WM . `♦ I WM (TAP) � i I ii � i ; I FLOW DIRECTION
�I (TrP1 ♦ ♦In\� _ _ 1 I 1 00 BOB 0111 111111 BASIN BOUNDARY
I \ I I I I 3 '' w ♦ � I % I I I s
' I I i i ; 1.63 O.B6 `,\I ..\ '.•♦♦ II / 1\ II I W ; 11 O SILT FENCE
i I I 1 ♦ J/
�_ 1 Ii r 1 I I PAN II I I O® CONSTRUCTION ENTRANCE
EROSION BALES
I 1 1 I I � z wlpeEte \ � I c 1 r I ►
I I I J/ PAx •os _ - O - II1� -- J'\ I O INLET PROTECRON
ji
-- I N ♦ _J SEDIMENT TRAP
�•�\ IV` /
Ex1511NG PIPES
- ---- _. .r /. ► I ,` J PROPOSED STORM PIPE I I _
1•]6 e4 n I'��I t'+. - ♦4W.6 FLARED END Do, SECTION
PROPOSED INL
ET LOCATION ON
_ _ _______________ - -
Q��-- EXISTING S' CONTOUR -'- ---(----
` HIGHWAY N 287 ----------EXISTINGNc I* CONTOURS. C E AVENUE) PROPOSED 5' CONTOUR ♦/JIII I, \ �\♦ - .. _.``_r`` \ ```_ \` `-� II I \ PROPOSED V CONTOUR
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II -UTILITY PLAN APPROVAL
r
DRAINAGE SUMMARY TABLE i I 1 - "11 APPgDVEp II II
r
SCALE, 1- • 30'
4
SIMON
aN(Tr) 1- 1\ \ I I II ♦ I �� 1\,
(TSI L\ \ ♦ \ \ \ (IFI ] 4I
\\ Ql DESIGN POINT
I �1 tx \ `
1 \ I \ `\ BASIN CRITERIA
1 I 5 YR RUNOFF COEFFICIENTI� ' I I T I ♦ I4--AREA IN ACRES
DI
`� : ♦ II I 1 I I I rtAu WM . `♦ I WM (TAP) � i I ii � i ; I FLOW DIRECTION
�I (TrP1 ♦ ♦In\� _ _ 1 I 1 00 BOB 0111 111111 BASIN BOUNDARY
I \ I I I I 3 '' w ♦ � I % I I I s
' I I i i ; 1.63 O.B6 `,\I ..\ '.•♦♦ II / 1\ II I W ; 11 O SILT FENCE
i I I 1 ♦ J/
�_ 1 Ii r 1 I I PAN II I I O® CONSTRUCTION ENTRANCE
EROSION BALES
I 1 1 I I � z wlpeEte \ � I c 1 r I ►
I I I J/ PAx •os _ - O - II1� -- J'\ I O INLET PROTECRON
ji
-- I N ♦ _J SEDIMENT TRAP
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Ex1511NG PIPES
- ---- _. .r /. ► I ,` J PROPOSED STORM PIPE I I _
1•]6 e4 n I'��I t'+. - ♦4W.6 FLARED END Do, SECTION
PROPOSED INL
ET LOCATION ON
_ _ _______________ - -
Q��-- EXISTING S' CONTOUR -'- ---(----
` HIGHWAY N 287 ----------EXISTINGNc I* CONTOURS. C E AVENUE) PROPOSED 5' CONTOUR ♦/JIII I, \ �\♦ - .. _.``_r`` \ ```_ \` `-� II I \ PROPOSED V CONTOUR
iiIiImm,�� -�T� --�/11 n f- \ -� RIPRAP
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-- ---c-= a II City of Fort Co11in6. Colorado
II -UTILITY PLAN APPROVAL
r
DRAINAGE SUMMARY TABLE i I 1 - "11 APPgDVEp II II
DETENTION POND SUMMARY
DETENTION REWIRED .83 AC. FT.
WATER WAUTY REWIRED.09 AC. FT.
VOLUME PROVIDED .1114 ACAT.
3.20
CALL UTILITY NOTUWATBTN
100 YR RWEL 027.54
CENTER W CULMADO
MAX RELEASE RATE CFS
1.800-9221987
L'L rW n wTs IN A9vaa
W W r1u o14 MM. M eI ATF
:NECIQED BY:
Rla -�-
2' C BY:
2ECJ® BY:
MMED BY:
NECKED By
Mi Marc sNAu R CON51RUC1[D IN Afll mm wn. IARWER
Cp1Ntt SNgMp SPEOI1Gnik15 AS PRONOp Bf 1ME Cp1NT'
p9NCER. ExCO'T AS NOTED,
LARINIR COUNTY APPROVAL BLOCK
APPII9Vm FOR L.IMIEA CQMTY, COl01AW
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7
7 OF 21
m No. 192-08
n
1007