HomeMy WebLinkAboutDrainage Reports - 01/06/2017Project Development Plan (PDP)
Final Drainage Report
for
625 Peterson Street Redevelopment
' MA
September 20, 2016
City of Fort2CA 4Approed Phu,. -
Approved by:
Date:
TST. INC. CONSULTING CNC.INE CI'S
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TST
760 Whalers Way
Bldg C, Suite 200
Fort Collins, CO 80525
970.226.0557 main
303.595.9103 metro
970.226.0204 fax
ideas@tstinc.com
www.tstinc.com
TST, INC. CONSULTING ENGINEERS
September 20, 2016
Mr. Mark Taylor, P.E., CFM
City of Fort Collins Utilities
700 Wood Street
Fort Collins, CO 80521
Re: 625 Peterson Street Redevelopment
Project No. 0663.0012.00
Dear Mr. Taylor:
We are pleased to submit this Final Drainage Report for the 625 Peterson Street
Redevelopment. This report analyzes the developed stormwater runoff from the
project and provides stormwater infrastructure and water quality management for
runoff. The 625 Peterson Street Redevelopment is located in the City of Fort
Collins Old Town Moderate Risk Floodplain. It is understood that there are no
floodplain elevation standards for this development, but we have taken the
elevation recommendations into account when designing this site.
This report has been prepared based on the City of Fort Collins Stormwater Criteria
Manual and complies with the PDP submittal requirements for a final drainage
report.
Respectfully,
TST, INC. CONSULTING ENGINEERS
Jon Sweet;
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40341 m
JFS/EMF/jr
s`s�ONAL
Eric M. Fuhrman, P.E.
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C Stormwater
Alternative ComplianceNariance Application
City of Fort Collins Water Utilities Engineering
Engineer Name Jonathan Sweet Phone 970-488-2128
Street Address 748 Whalers Way, Suite 200
City Fort Collins State CO Zip 80525
Owner Name Hellmann Properties LLC Phone 970-372-9500
Street Address 1421 Rollingwood Lane
City Fort Collins state co Tin 80525
Project Name 625 Peterson Street - Multi -Family
Project/Application Number from Development Review (i.e. FDP123456) PDP160005
Legal description and/or address of property North half of Lot 3, Block 146
Northwest quarter Section 13 Township 7 north, Range 69 west
Description of Project Existing single family lot to be converted into multi -family
Existing Use (check one): C residential (-' non-residential r' mixed -use r' vacant ground
Proposed Use (check one): r: residential r non-residential f mixed -use r other
If non-residential or mixed use, describe in detail
State the requirement from which alternative compliancelvariance is sought. (Please include
applicable Drainage Criteria Manual volume, chapter and section.)
Urban Storm Drainage Criteria Manual, Volume 3, Section 3 - Calculation of WQCV
What hardship prevents this site from meeting the requirement?
Please refer to separate sheet attached to the back of this application.
What alternative is proposed for the site? Attach separate sheet if necessary
Additional WQCV has been incorporated into the catchment at the back of the proposed structure to
help offsite a lack of water quality at the front.
Attach separate sheet if necessary
C.
page 2
The owner agrees to comply with the provisions of the zoning ordinance, building code and all other
applicable sections of the City Code, Land Use Code, City Plan and all other laws and ordinances
affecting the construction and occupancy of the proposed building that are not directly approved by
this variance. The owner understands that if this variance is approved, the structure and its occupants
may be more susceptible to flood or runoff damage as well as other adverse drainage issues.
Signature of
The engineer hereby certifies that the above information, along with the reference plans and project
descriptions is correct.
Signature of
rho,, a 3 v I lv
PE STAMP
Date complete application submitted: 11 ?O 1
Date of approvaUdenial: 149 /.2Z' 17 Variance:
0 approved ❑ denied
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ection Q Alternative Comoliance/Variance Information
What hardship prevents this site from meeting the requirement?
625 Peterson is a small existing residential lot. This project proposes to add a tri-plex onto the existing
single-family structure. Site constraints make it very challenging to accommodate water quality capture
volume in 2 of the 3 proposed stormwater catchments. The basin in the rear of the lot is capable of
meeting its WQCV and the 25% pervious paver requirement for the site. The 2 remaining basins consist
of the existing/proposed roof area, narrow sideyards and small front yard. These basins have aback to
front slopes at less than 1.0%. This minimal slope requires the use of a bioswale, or concrete trickle pan,
to transfer stormwater along the narrow sideyards towards Peterson Street. There are no existing
storm systems adjacent to the site and minimal drop across the site make an underdrain system
challenging. Therefore bioswales, to transfer the flow to the front of the lot, and raingardens, to
capture stormwater at the downstream end of the lot, are not viable options for the WQCV strategy.
There is not any paved parking planned in these two basins, so pervious pavers don't make sense for
WQCV either. The remaining option to fulfill the WQCV criteria is extended detention. This would
require the control of stormwater leaving the site and ponding water in the small front yard adjacent to
the existing structure. Ponding next to the structure would be contrary to standard stormwater design
procedures.
In summary this is small residential lot with minimal slope and no reasonable tie point for an underdrain
system. Water quality has been implemented where possible and in places that will minimize risk to
existing and proposed structures.
625 Peterson Street Redevelopment
PDP Final Drainage Report
TABLE OF CONTENTS
1.0 Introduction
Page
1.1 Scope and Purpose...................................................................................................1
1.2 Project Location and Description...............................................................................1
2.0 Existing Conditions........................................................................................................3
3.0 Developed Conditions Plan
3.1 Design Criteria for Hydrologic Analysis......................................................................3
3.2 Drainage Plan Development......................................................................................4
3.2.1 Channel Design................................................................................................4
3.2.2 Detention Requirements and Water Quality Capture Volume Design ...............5
3.3 Low Impact Development..........................................................................................5
3.4 Old Town Moderate Risk Floodplain Management....................................................7
4.0 Conclusion.......................................................................................................................7
5.0 References.......................................................................................................................8
Figures
Figure1. Vicinity Map..................................................................................................................2
Figure 2. Four -Step Process for Stormwater Quality Management.............................................6
Tables
Table 1. Existing VS. Proposed Impervious Area........................................................................5
Appendices
Appendix A: Rational Method Hydrologic Analysis
Appendix B: Channel Design
Appendix C: Water Quality Capture Volume
Appendix D: Low Impact Development
TST, INC. CONSULTING ENGINEERS
C]
625 Peterson Street Redevelopment PDP Final Drainage Report
1.0 Introduction
1.1 Scope and Purpose
This report has been developed in accordance with the City of Fort Collins Stormwater Criteria
Manual requirements and complies with Project Development Plan (PDP) submittal
requirements which present the results of a preliminary drainage analysis for the 625 Peterson
Street Redevelopment.
1.2 Project Location and Description
The 625 Peterson Street Redevelopment is a 12,000 s.f. existing single family lot located in the
northwest quarter of Section 13, Township 7 North, Range 69 West. The site is located on the
west side of Peterson Street approximately halfway between East Laurel Street and East Myrtle
Street. Please refer to Figure 1 on the next page for a Vicinity Map.
This development is located within the City of Fort Collins Old Town Moderate Risk Floodplain.
The Base Flood Elevation (BFE) at the rear of the property is approximately 4989.9 and the
front is at roughly 4988.9 (NAVD88). This floodplain has no elevation standards for
development, but it is recommended that the lowest finished floor and all duct work, heating,
ventilation and air conditioning, hot water heaters, electric, etc. be elevated a minimum of 24"
above the BFE.
laTST, INC. CONSULTING ENGINEERS
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625 Peterson Street Redevelopment PDP Final Drainage Report
Figure 1.
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VICINITY MAP
2.0 Existing Conditions
The existing site contains a single family residence, shed/garage type structures and
interconnecting paver/concrete pathways and patios. The site generally drains to the east, or
toward the front of the lot, at roughly 0.8%. There is an existing concrete alley in the back of
the lot that flows north at approximately 0.3% and is captured by area inlets in the alley roughly
185' to the north. The front of the lot has a vertical curb and gutter. This gutter flows south at
roughly 0.3% to the intersection of Peterson Street and East Laurel Street where runoff is
picked up by a curb inlet.
TST. INC. CONSVLTING ENGINVE""
E
625 Peterson Street Redevelopment
3.0 Developed Conditions Plan
3.1 Design Criteria for Hydrologic Analysis
PDP Final Drainage Report
The drainage plan presented in this report has been developed in accordance with the City of
Fort Collins Stormwater Criteria Manual and the City of Fort Collins submittal requirements for a
Project Development Plan (PDP).
The drainage basin presented in this report is less than 90 acres, therefore, the method used to
analyze drainage for this project will be the Rational Method. Runoff calculations for both the 2-
year and 100-year storms will be presented here.
The Rational Method is given by:
Q = C(CQIA where
• Q is the maximum rate of runoff in cfs
• C is the runoff coefficient
• Cf is the runoff coefficient frequency factor adjustment
• I is the rainfall intensity in inches per hour for a storm duration equal to the time of
concentration
• A is the total area of the basin in acres
The runoff coefficient C has different values depending on the design storm recurrence interval.
The runoff coefficient is also dependent on land use or surface characteristics/imperviousness.
Runoff coefficients were assigned using Table RO-11 from the Fort Collins Stormwater Criteria
Manual. The frequency factor adjustment, Cf, varies depending on the storm frequency and can
be found in Table RO-12 of the Fort Collins Stormwater Criteria Manual.
The rainfall intensity is selected from Rainfall Intensity Duration Frequency Curves for the City of
Fort Collins (Tables RA-7 through RA-9 of the Fort Collins Stormwater Criteria Manual).
In order to utilize the Rainfall Intensity Duration Curves, the time of concentration is required. The
following equation is used to determine the time of concentration
tc = t; + tt where
• tc is the time of concentration in minutes
• t; is the initial or overland flow time in minutes
• tt is the conveyance travel time in minutes
The initial or overland flow time is calculated with the UDFCD equation:
TST, INC. CONSULTING ENGINEERS
Page 3
625 Peterson Street Redevelopment PDP Final Drainage Report
t =
5.0.33
3.2 Drainage Plan Development
The 625 Peterson Street project is proposed to remodel the existing single family home and
expand the footprint on the west side to accommodate 3 new rental units. A new parking area
will be required off the rear alley.
The existing property to the north has a shallow swale along it's south property line that
captures flow from this property and routes it to Peterson Street. The property to the south has
roof drains directed onto their driveway, which directs runoff east, to Peterson Street.
Therefore offsite flows onto the property are assumed to be zero for this analysis.
Basin A, as shown on the Drainage Plan, is located in the rear of the property along the existing
concrete alley. This basin consists of the parking area and trash enclosure. The parking will
sheet flow in a southeast direction at a 1.65% slope toward the curb -cut and 2' gutter.
Basin B is located along the south property line and extends from the front to the back of the
lot. This basin is a mixture of grass, landscaping, concrete walkways and half of the existing
and proposed roof area. These areas will generally sheet flow at 1 % - 2% toward the southeast
where runoff will be captured in a 2' wide gutter, located on the south property line, and directed
toward Peterson Street.
Basin C encompasses the northern portion of the property and consisted of grass, landscaping,
concrete walkways, a new concrete driveway and half of the proposed and existing roof area.
This basin will drain toward the northeast and will be directed toward Peterson Street in a 2'
wide concrete.
Basin runoff results are provided in Appendix A.
3.2.1 Channel Design
Proposed channels and swales at this project site have been analyzed using Bentley
Flowmaster V8i, Select Series 1 software. These swales have been designed to include 133%
of design flow. The standard 1' of freeboard above the normal water depth is not possible due
to existing conditions and the flat nature of the site.
Swale A -A, B-B, and C-C are 2' concrete gutters located on the south property line and sloped
at a minimum of 0.5%, and maximum of 0.93%, to the east. This swale will convey runoff from
TST. INC. CONSULTING ENGINEERS
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40
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625 Peterson Street Redevelopment PDP Final Drainage Report
i
Basin A and B. Swale D-D is a 2' concrete gutter located on the north property line and will
convey Basin C at a 0.8% slope toward Peterson Street.
The results of the channel design are provided in Appendix B.
3.2.2 Detention Requirements and Water Quality Capture Volume Design
As per the City standard, developments with less than 5,000 sf of new impervious area are not
required to provide detention. This site has a new impervious area total less than 5,000 sf and
therefore this project will not provide detention. Please see Table 1 below for existing versus
proposed impervious area information.
Table 1
Existing VS. Proposed Impervious Area
Basin/ Sub -Basin
Attribute
Attribute Area (sf)
Total Impervious Area (sf)
PROPOSED SITE
Hardscape/Pavement"
3960
7018
Roof
3058
EX SITE
Hardscape/Pavement
940
3318
Roof
2378
New Impervious Area
3700
'Hardscape/Pavement area excludes proposed pervious paver area.
The Water Quality Capture Volume (WQCV) has been calculated using Equation 3-3 and
Figure 3-2 from the Urban Storm Drainage Criteria Manual Volume 3. The WQCV for this site
is 0.0039 ac-ft, or 170 cu-ft. Permeable pavement areas proposed for this project site are
capable of storing approximately 0.007 ac-ft, or 293 cu-ft of WQCV within the sub -structure of
these paved areas. However, this water quality will be implemented within Basin A only. Due to
significant site constraints, including a small site, and the inability to daylight an underdrain,
Basins B and C will not have a water quality component. A variance to cover this non-standard
approach is included with this report.
WQCV calculations are presented in Appendix C, and the permeable pavements storage
calculations are shown in Appendix D.
3.3 Low Impact Development
With the building coverage and parking areas on this small lot, the amount of imperviousness
on this site will be fairly high. However, the grading design aims to minimize the "directly
TS-
l
62S Peterson Street Redevelopment PDP Final Drainage Report
connected impervious area" (DCIA) as much as possible. Strategies to minimize directly
connected impervious areas follow the Four -Step Process for Stormwater Quality Management,
as outlined in Volume 3 of the Urban Storm Drainage Criteria Manual. The four -step process is
shown below.
Figure 2. Four -Step Process for Stormwater Quality Management
The Four -Step Process for Stormwater Quality Management
Step 1 Employ Runoff Reduction Practices: To reduce runoff peaks. volumes, and pollutant
loads from urbanizing areas, implement Low Impact Development (LID) strategies,
including measures to "minimize directly connected impervious areas" (MDCIA). These
practices reduce unnecessary impervious areas and route runoff from impervious surfaces
over permeable areas to slow runoff (increase time of concentration) and promote onsite
storage and infiltration.
Step 2 Implement BMPs that Provide a Water Quality Capture Volume (WQCV) with Slow
Release: After runoff has been reduced, the remaining runoff must be treated through
capture and slow release of the WQCV. WQCV facilities may provide both water quality
and runoff reduction benefits, depending on the BMP selected. This manual provides design
guidance for BMPs providing treatment of the WQCV.
Step 3 Stabilize Drainageways: During and following urban development, natural drainageways
are often subject to bed and bank erosion due to increases in the frequency, rate, duration.
and volume of runoff. Although Steps I and 2 help to minimize these effects, some degree
of drainageway stabilization is required. Many drainage"ays within UDFCD boundaries are
included in major drainageway or outfall systems plans, identifying recommended channel
stabilization measures. If this can be done early, it is far more likely that natural
% drainageway functions can be maintained with the addition of grade control to accommodate
future devclopment. It is also less costly to stabilize a relatively stable drainageway rather
than to repair an unraveled channel.
Step 4 Implement Site Specific and Other Source Control BMPs: Frequently, site -specific needs
or operations require source control BMPs. This refers to implementation of both structural
and procedural BIv1Ps.
Step 1: Runoff Reduction Practices for this project site are planned to include porous pavers in
the parking area and maintaining grassed/landscaped areas where possible. The porous
pavers will aid in the stormwater filtration for runoff generated by the parking area. The
grassed/landscaped areas will help to minimize the directly connected impervious roof and
hardscape areas. This will also provide the opportunity for runoff infiltration and increase the
time of concentration.
Step 2: BMP's to Provide WQCV with Slow Release for this project site will employ LID
techniques such as a permeable pavement system and grassed/landscaped areas within the
project site.
The City of Fort Collins criteria for low impact development, as outlined in the Stormwater
Criteria Manual in Volume 3, Chapter 3, are as follows:
• No less than 50% of any newly added impervious area must be treated using one or a
I$T. INC. CONSULTING ENLINEL �'
625 Peterson Street Redevelopment
PDP Final Drainage Report
combination of LID techniques, and
• No less than 25% of any newly added pavement areas must be treated using a
permeable pavement technology that is considered a LID technique
Step 3: Stabilized Drainageways will come in the form of reseeding and/or sodding the open
areas between downspout locations and the swales on the north and south property lines.
Step 4: Site Specific Source Control BMP's may include things like proper maintenance of the
permeable pavers.
LID calculations are included in Appendix D.
3.4 Old Town Moderate Risk Floodplain Management
This development is located within the City of Fort Collins Old Town Moderate Risk Floodplain.
The Base Flood Elevations (BFE's) have been provided by the City Stormwater Department
and are approximately 4989.9 at the rear of the property and 4988.9 (NAVD88) at the front.
This floodplain has no elevation standards for development, but it is recommended that the
lowest finished floor and all duct work, heating, ventilation and air conditioning, hot water
heaters, electric, etc. be elevated a minimum of 24" above the BFE. The new units are to be
located in the center of the site, so we have assumed a BFE of 4989.5 at this location. Due to
site constraints the finished floor (and duct work, HVAC, etc.) will be set 18", rather than 24",
above this BFE at 4991.00. The finished floor elevation of the existing home is 4988.21 and will
need to stay at this elevation.
4.0 Conclusion
The City of Fort Collins Stormwater Criteria Manual has been used to establish the criteria for a
• developed condition runoff plan within the 625 Peterson Street Redeveloped area. This PDP
drainage design report has highlighted the following items:
• Project site development is within the confines of the City regulatory Old Town Moderate
Risk Floodplain.
• Stormwater detention will not be required due to the fact that this project will add less than
5,000 s.f. of new impervious area.
• Water quality has been provided through the use of permeable pavers. Areas that we
have been unable to provide water quality for are covered under the attached variance.
• LID techniques are planned to be implemented within the site design that include the use
of minimizing directly connected impervious areas. These are through the use of
permeable pavement.
TST, INC. CONSULTING ENGINEERS
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625 Peterson Street Redevelopment PDP Final Drainage Report
0
5.0 References
City of Fort Collins Stormwater Criteria Manual, Amendments to the Urban Drainage
and Flood Control District Criteria Manual, Adopted December 2011, Last Revision
April 2012.
2. Urban Drainage and Flood Control District Criteria Manual, Volume 3, August 2011
3. Natural Resources Conservation Services, 2013, Web Soil Survey: Soil Survey Area
Larimer County Area, Version 8, Dec 23, 2013
4. Chapter 10 of the Fort Collins Municipal Code, http://colocode.com/fcmunihtmi.html
TST, INC. CONSULTING ENGINEERS
Page 8
APPENDIX A
Rational Method Hydrologic Analysis
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Hydrologic Soil Group—Larimer County Area, Colorado
Hydrologic Soil Group
625 Peterson Street
Hydrologic Soil Group— Summary by Map Unit— Larimer County Area, Colorado (CO644)
Map unit symbol
Map unit name
Rating
Acres In AOI
Percent of AOI
35
Fort Collins loam, 0 to 3
percent slopes
C
0.3
100.0%
Totals for Area of Interest
0.3
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
USDA Natural Resources
2II—M Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/11/2015
Page 3 of 4
Hydrologic Soil Group—Larimer County Area, Colorado
Tie -break Rule: Higher
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
625 Peterson Street
12/11/2015
Page 4 of 4
0
625 Peterson Street Redevelopment PDP Final Drainage Report
Developed Runoff
Developed condition runoff was evaluated in accordance with the criteria established by the City
of Fort Collins Stormwater Criteria Manual dated February 26, 2013. Design guidelines and
information were also obtained from the Urban Storm Drainage Criteria Manual (USDCM)
where applicable. A full description of this method is available through those manuals. The
Rational Method computes only the peak flow at a design point and does not provide
hydrograph information.
Rational Method
City of Fort Collins
The Rational Method calculates peak runoff using the equation:
Q = CCflA
Where: Q = The maximum rate of runoff (cfs)
C = Rational Method Runoff Coefficient for the design storm frequency. City of Fort
Collins runoff coefficients are found in Table 3-3 of the SDDC manual.
Cf = Storm Frequency Coefficient found in Table 3-4 of the SDDC manual.
I = Average intensity of rainfall in inches per hour for a duration equal to the time of
concentration, To. City of Fort Collins rainfall intensity data are shown in this
Appendix.
A = Basin Area (acres)
Rational Method Runoff Coefficients, C, are a function of the basin land use and the design
storm frequency. They are listed in Table 3-3 of the Storm Drainage Design Criteria manual.
For basins containing more than one land use, a weighted average runoff coefficient has been
computed.
Time of Concentration, To, is the sum of the overland travel time, to, and the channel or
conduit flow time, tt. Time of concentration is used to select the correct rainfall intensity for the
rational method equation.
T,=t;+t,
where: Tc = Time of Concentration (min),
to = Overland Travel Time (min),
tf = Channel or Conduit flow time (min).
Overland Travel Time, to, is computed using the frequency adjusted runoff coefficient and is
applicable to all design storm intervals.
TST, INC. CONSULTING ENGINEERS
Appendix A
•
625 Peterson Street Redevelopment
i.s(t.l —CC f) L"
to = (s),
PDP Final Drainage Report
Where:
to = Overland Travel Time (min)
C5 = The Rational Method runoff coefficient for the 5 — year storm
L = Length of overland flow (ft), Maximum = 400 feet.
S = Average basin slope M
Channel or Conduit Travel Time, tt, is determined from the velocity of flow computed for the
hydraulic properties of the channel, ditch, gutter, pipe or sewer. For the purposes of this report,
the following equation was used:
_ L
t` 60*V
Where:
tt = Channel or Conduit Travel Time (min)
L = Length of channel or conduit flow (ft)
V = Velocity of flow (fps), determined from Figure 3-2
rmTST. INC. CONSULTING ENGINEERS
Appendix A
625 Peterson Street Redevelopment
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ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH RATIONAL FORMULA
TST. INC. CONSULTING ENGINEERS
Appendix A
625 Peterson Street Redevelopment
City of Fort Collins
OF Curves
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9
2.30
3.93
8.03
10
2.21
3.78
7.72
11
2.13
3.63
7.42
12
2.05
3.50
7.16
13
1.98
3.39
6.92
14
1.92
3.29
6.71
15
1.87
3.19
6.52
16
1.81
3.08
6.30
17
1.75
2.99
6.10
18
1.70
2.90
5.92
19
1.65
2.82
5.75
20
1.61
2.74
5.60
21
1.56
2.67
5.46
22
1.53
2.61
5.32
23
1.49
2.55
5.20
24
1.46
2.49
5.09
25
1.43
2.44
4.98
26
1.40
2.39
4.87
27
1.37
2.34
4.78
28
1.34
2.29
4.69
29
1.32
2.25
4.60
30
1.30
2.21
4.52
31
1.27
2.16
4.42
32
1.24
2.12
4.33
33
1.22
2.08
4.24
34
1.19
2.04
4.16
35
1.17
2.00
4.08
36
1.15
1.96
4.01
37
1.13
1.93
3.93
38
1.11
1.89
3.87
39
1.09
1.86
3.80
40
1.07
1.83
3.74
41
1.05
1.80
3.68
42
1.04
1.77
3.62
43
1.02
1.74
3.56
44
1.01
1.72
3.51
45
0.99
1.69
3.46
46
0.98
1.67
3.41
47
0.96
1.64
3.36
48
0.95
1.62
3.31
49
0.94
1.60
3.27
50
0.92
1.58
3.23
51
0.91
1.56
3.18
52
1 0.90
1.54
1 3.14
53
0.89
1.52
3.10
54
0.88
1.50
3.07
55
0.87
1.48
3.03
56
0.86
1.47
2.99
57
0.85
1.45
2.96
58
0.84 -
1.43
2.92
59
0.83
1.42
2.89
60
0.82
1 1.40
2.86
From the City of Fort Collins Storm Drainage Design Criteria and Construction Standards
PDP Final Drainage Report
Appendix A
625 Peterson Street Redevelopment
12.00
10.00
8.00
c
r
a 6.00
m
2.00
0.00
0
City of Fort Collins 10
10 20 30 40
Storm Duration (min)
PDP Final Drainage Report
�,.......... Appendix a
625 Peterson Street Redevelopment
PDP Final Drainage Report
City of Fort Collins
Rational Method Runoff Coefficients
Runoff
Coefficient
Lawn, Heavy, <2% Slope
0.20
Lawn, Heavy, >7% Sloe
0.35
Lawn, Heavy, 2-7% Sloe
0.25
Lawn, Sandy, <2% Slope
0.10
Lawn, Sandy, >7% Slope
0.20
Lawn, Sandy, 2-7% Slope
1 0.15
Roofs
0.95
Streets: Permeable Pavers
0.30
Streets: Gravel
0.50
Streets: Paved0.95
From Table 3-3 of the City of Fort Collins, Stormwater Criteria
Appendix A
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APPENDIX B
Channel Design
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E
Worksheet for Peterson Gutter Flow A -A
Solve For Spread
Channel Slope
0.00500
Wit
Discharge
0.80
Wis
Gutter Width
2.00
ft
Gutter Cross Slope
0.15
ft/ft
Road Cross Slope
0.15
ft/ft
Roughness Coefficient
0.013
Spread
1.98
it
Flow Area
0.29
ft'
Depth
0.30
ft
Gutter Depression
0.00
ft
Velocity
2.71
ft/s
Bentley Systems, Inc. Haestad Methods SdbAkbjX WNaster V8i (SELECTseries 1) [08.11.01.03]
12/16/2015 8:48:29 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 1
Lj
Worksheet for Peterson Gutter Flow B-B
Solve For Spread
Channel Slope
0.00930
ft/ft
Discharge
1.60
ft'/s
Gutter Width
2.00
ft
Gutter Cross Slope
0.15
ft(ft
Road Cross Slope
0.15
fVft
Roughness Coefficient
0.013
Spread
2.29
ft
Flow Area
0.39
ft'
Depth
0.34
ft
Gutter Depression
0.00
ft
Velocity
4.07
ft/s
Bentley Systems, Inc. Haestad Methods SdSMWa)CEgbsMaster V81 (SELECTseries 1) [08.11.01.031
12/16/2015 8:47:58 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203.755.1666 Page 1 of 1
Worksheet for Peterson Gutter Flow C-C
Solve For Spread
Channel Slope
0.00500
ft/ft
Discharge
1.60
ft3/s
Gutter Width
2.00
ft
Gutter Cross Slope
0.15
ft/ft
Road Cross Slope
0.15
ft/ft
Roughness Coefficient
0.013
it 'z. " i s z a 4. -d„T
^�1,"".'� - e.. ..:...=,
Spread
2.57
ft
Flow Area
0.50
ft'
Depth
0.39
ft
Gutter Depression
0.00
ft
Velocity
3.23
ft/s
Bentley Systems, Inc. Hassled Methods Sdb@d6b% kMNaster V8i (SELECTseries 1) [08.11.01.03]
12/16/2015 8:47:38 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
C'
•
Worksheet for Peterson Concrete Swale D-D
Project Description
Friction Method
Solve For
Manning Formula
Normal Depth
CoefficientRoughness
0.013
SlopeChannel
0.00800
ftift
Left .- Slope
3.00
SlopeRight Side
3.00
Discharge
r
[
r-
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
Supercritical
0.29 ft
0.26 ft'
1.85 ft
0.14 ft
1.75 ft
0.32 ft
0.00486 ft/ft
2.74 ft/s
0.12 ft
0.41 ft
1.26
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
0.29
ft
Critical Depth
0.32
ft
Channel Slope
0.00800
ft/ft
Critical Slope
0.00486
ft/ft
Bentley Systems, Inc. Haestad Methods SdilltfiElef3hobaMaster V81 (SELECTseries 1) [08.11.01.03]
5/1812016 3:01:13 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
•
Worksheet for Peterson South Sidewalk Chase
rojeet Description
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
Roughness Coefficient
0.013
Channel Slope
0.04000
Rift
Bottom Width
2.00
ft
Discharge
1.60
ft3/s
Results
Normal Depth
0.14
ft
Flow Area
0.28
ft'
Wetted Perimeter
2.28
ft
Hydraulic Radius
0.12
ft
Top Width
2.00
It
Critical Depth
0.27
ft
Critical Slope
0.00524
ft/ft
Velocity
5.67
ft/s
Velocity Head
0.50
ft
Specific Energy
0.64
ft
Froude Number
2.66
Flow Type
Supercritical
773 Input Data
Downstream Depth
0.00
ft
Length
0.00
It
Number Of Steps
0
MFIOTtput�Data
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
0.14
ft
Crifical Depth
0.27
ft
Channel Slope
0.04000
ft/ft
Critical Slope
0.00524
ft/ft
Bentley Systems, Inc. Haestad Methods SdMMM)CRkbWaster V8i (SELECTserles 1) [08.11.01.03]
5118/2016 2:55:15 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA ♦1-203.755-1666 Page 1 of 1
E
•
Friction Method
Solve For
Worksheet for Peterson Nouth Sidewalk Chase
Manning Formula
Normal Depth
Roughness Coefficient
0.013
Channel Slope
0.05000 ft/ft
Bottom Width
2.00 ft
Discharge
0.70 ft3/s
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
Downstream Depth
Length
Number Of Steps
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
Supercritical
0.08 It
0.16 ft'
2.16 ft
0.07 ft
2.00 ft
0.16 ft
0.00555 ft/ft
4.47 ftls
0.31 ft
0.39 it
2.81
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity fills
Infinity ft/s
0.08 ft
0.16 ft
0.05000 ft/ft
0.00555 ft/ft
Bentley Systems, Inc. Haestad Methods ScMdbt63%*khWaster V8i (SELECTseries 1) [08.11.01.03]
5/18/2016 3:00:15 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 1
APPENDIX C
Water Quality Capture Volume
Calculating the WQCV and Volume Reduction Chapter 3
Once the WQCV in watershed inches is found from Figure 3-2 or using Equation 3-1 and/or 3-2, the
required BMP storage volume in acre-feet can be calculated as follows:
V = (WQCV
12 A Equation 3-3
Where:
V = required storage volume (acre-ft)
A = tributary catchment area upstream (acres)
WQCV = Water Quality Capture Volume (watershed inches)
0.500
O:A50
0.400:
O 350
6.300
0:250
0;200
0.150
0:100
0:050
0.000
I-----�'
-M
I-------M
M
0 0.1 0.2 0:3, 0A 0:5 O:6 Oi7 0:8 0:0 1
Total Imperviousness Ratio (i = IA/100)
Figure 3-2. Water Quality Capture Volume (WQCV) Based on BMP Drain Time
3-6 Urban Drainage and Flood Control District
Urban Stone Drainage Criteria Manual Volume 3
August2011
625 Peterson Street Redevelopment PDP Final Drainage Report
Table C-1
Water Qualitv Caoture Volume (WQCVI
% Imperviousness
59.74%
WQCV inches"
0.17
inches
Volume = (WQCV/12)xA
1 0.0039
ac-ft
'WQCV in 12-hr drain time
from Figure 3-2. Water Quality Capture Volume (WQCV) Based on BMP Drain Time
UDFCD Storm Drainage Criteria Manual Volume 3
Appendix C
•
APPENDIX D
Low Impact Development
635 Peterson Street Redevelopment
POP Final Drainage Report
Low Impact Development (LID)
Table D•1
No lee. than 50%a1 eny newly ended lmperviaue arae must be trealea uelne one or s combinatlon of LID techniques
volume 1. chanter 3. section 31 Ln Imnact Devalonmant Drltada
Basin
Proposed Impervious
Area (acres)
Overall Area (acres)
Impervious Area
routed to LID (acres)
LID Technique to be Applied
A
0 057
0.079
0.O79
B
0.040
0,096
0.000
None
C
0037
0.100
0.000
None
Total
0.134
0.275
0.079
59.05%
11:;T
Appendix D
625 Peterson Street Redevelopment
POP final Drainage Report
Table D-2
No lees than 25% of any newly added Pavement Brame must be treated uMnB a p rmaade pavement
technom, that is considered as LID..M1Meue
Volume 3. Chanter 3. Section 3.1 Low enoam Development Criteria
Basin
Newly Added
Pavement Area (acres)
Permeable Pavement
Area (acres)
%of Permeable
Pavement
A
0.079
0.022
27.05%
B
0.000
0.000
0.00%
c
0.000
0.000
0.00%
Tubl
0.079
0.022
27A5%
r :r
Appel 0
625 Peterson Street Redevelopment
PDP Final Drainage Report
Table D-3
Permeable Pavement Reservoirs
Slooetl Installations
UDFCD Design Procedure Form for Permeable
V = Plf6 sl.-1112A
Pavements stems PPS
Slope of Permeable
Length Between
Permeable Pavement
Volume Available in Reservoir
length Between
6dn
Pavement (ftflt)
Lateral Flow Banters
Area
IR'i
lateral Flow
k
Barnerc fl
0.0165
'66
293
185
AA
Te tl fl
293
Tool I.meatl
1
0.007
P 4xv-1n)- Oa
D(depth in ncbee)= 12
e (elope m Will vanes, see table
L (Lenglb betwean Dow
twnwra) vanes, sae ratio
A (Area in Irr voles, see table
Appendix D
D.elen.r'.
Company'.
0.1.'
N.J.&
Design Procedure Form: Permeable Pavement Systems (PPS)
51ee11 of 2
Jon Sweet
TST, olo. Consulting Engineers
D—ma r16, 2015
625 Pat-... Rorl.—Imintsnl
Location: Fur- A
arc
1 Type d of Permeable Pavement Salon
a
0 Hn InfY4AYa1
A) Who, type of .—,.a .1 ...hisp tyramm Is aced,
Q martin Samuel Soots
(Be.al oa in. land... and —".I., mounaly to adlacom
® full Vsta. union
structural am sell co megenetics I
B) What mrs.1 weans, r4nn.'1
D�.OR
® mLv
O cernmk cm nsmwAt
O setae rmoaw
O somes, Events
2 Reauead Sloops Volume
A) Efleslbe lmparvbueneea of Arse TdbuMry to Permeable Peeamnl.1,
1,= 721 %
0)TMutaryAmes lmparvmueaees Ralw(1=1.1 IN)
I= DT21
C) Tntelary Wabash.] A em
A,- 9.M5 soft
flo,su lag also of mmarroWle pavement eytlan)
0) Area of Permeable Pavement system
A, = IN so it
(Min.. recmmmer W la ,smbW reveal erect' 910 ea N)
E) Immmkue Trans, Rarer
Rr= 1.9
(Contributing Committees Amea I Pnneabk Pavement Runs)
FI Water Ouse, Capture Volume(WOCV) eaeea on 12-rots Done Time
WOCV- 65 euh
(VADCV = (0.8- to.91- la-1,19' It a 0.78' 11,112)' Areal
d normal
G) Is Need vrllumen min9 added'!
0 rEs
No
9 D.pin of Raamvna
A) Minimum Depth of Ramor lr
Dls,- 12,0 ran —
(Minimum recommeMed depth Is 61nsMe)
Dqp .0m,
B) le the earl, of the reaemarkubprade lnksl.ea equal 0 ter
O YPS.ftel Cr SamuelloMlWlpn
® No- seams anus n
Ca Partial, (Porous Gravel Pnvemem_O.3. Oeme 1 OAO)
P= 0.e0
0) Slim, of the Bee. Coumr'SOrgntle Intedace
5= 0.017 11111
E) Larglh Belwnn Lateral Flow Swayes (mail a 20.65 IL)
I. = 1115 ff
F) Volume Provided Bend on Dope of Beea Course
V 293 so fl
Flat or snipped- V e P - (jD„e,.1y12) - Area
Sleped'. V= P' f(O,rn,.(D., WSL-I))1121-Aron
Volume assumeir sense. Wens
Canyon. Ile vebme.f .e.h—111ruli.'ii.....'.
a. lateral Flow Bank,
owme me
A) Type of usual Flew Bemere
O fm,Re Walk
® m 9 aterwmnbnw ernati l mmai b Nvr
O Omv(oerowq'.
B) Number of Permeable Pevemnl CO.
Cliffs = 1
5. Penal. Beasts
A) Is a sameralw bamm pmvNad on all aNaa at Ilse
r nvv M
®YES
a
,vor,
0 to
mnnl
(R seedeit d lot tom PICP, wnnslo qnd pneomunt. or for any
rro-InlNhalron Ill .l
LID BASIN A.alsm. PPS 121162015, 922 AM
Design Procedure Form: Permeable Pavement Systems (PPS)
viral z ul z
Dilations,,. Jan Sw.t
comwm: TST. Ine. Consulting Engineers
Data DwemMr 18, 20+6
Protect: 625 Pommaon R..—m,l
Lmnllon: Beale A
fins Filtm Material earl Undom em Syelem
A( le me underdml. pieoed below a 6Irth Nita Wyar of
Cleea C filler mateealy
nmCDOT
F
8)Oamear of SbMd Ppe(abl dimension. per Teats PPe-2)
Onwe Oat
I O e.—
&Nm
C) Distance Mm the Lowest EWvetbn o1 the S Wrpe Volume
y e 0.2 tt
(I,e. the bottom of ins base wales to IM.1. al the odfxe)
T. Impermeable Geomembmm Liner and Geoletlile Separator Fabwc
A)1. there a mimeo. 30 mil IMck Imparmeabia PVC B.membrene
aware ore
liner on the bottom arel adea of the Noah, a atending up to the top
yD
of the Mae wumea
• NO
8) CDOT Cla.B Separator Fabric
rOmse One
Ra[G Wre Ne.
Q pWutl .4xeaM Lebw tlt tub
B.0
(Aam
(Assumes mcn cell lw eimtler arm, aungratla elope. eM bgln
lateral (anima eubgretlo u IIaN. cekulele se11e
imlvmualiy while Ine vad..)
Wividua r the v
A) Depth of WOCV In the Rea.1,
Dwocv 3.88 inches
(Elevehan of Me Fbad Cartel Outlet)
8) Diameter of Oehw for 12-hour Drain Time
Doe. a 0.30 Inch.
Lim a minimum on0u dlarmam of 318.Inch.)
Nome:
LID BASIN A.elsm. PPS 12116QO15, 922 AM
I
L_J--L-1--I--L-J--L-J
I
I
I
I I
I
I
I
L-J--L-T--1--T-J--L-,
EMSTNG PARKING FOR
APARTMENT EMI
0
CONCRETE PAYERS. SEE
CONCRETE PAYER CROSS
SECTON DETAIL ON STREET
DETAIL SHEET 9.
LEGEND
UNITS Be DEVELOPMENT seem 10eweew NI-C - BASIN NUMBER
AB—C
K - AREA INACROSS
r - Is0-YR RVNCiF % Y
PROPOSED CONTOURS COEFFICIENT 'C
IASI Sterol �� / DESIGN PONT Q
WfPOSED UD PANNC AREA CONCRETE WASHOUT AREA El O
1MWDYd FLOW ARROW ELBOW RI SOON fly
PROPOSED FwlsxCD GRACE R6GZ&19 WATTLE WE � O
DEVELOPED BASIN BOUNDARY m — NNKIE TRARIC f/AtlR0. ® O
CURB SOM O
I I I
I I I
I I �
I I I
I I
I I I
I I ,
ExISINNG 2—STORY I I
APARTMENT BLDG I I
I I I
------------------------------------
I
2' CONCRETE TRICKLE PAN ZCONCRETE TRICKIE PAN '
In
ae*_J
2' CONWETE GJi SEE
- VERTCAL CARRY DUMB DUAL
ON STREET DETAIL SHEET 9.
PROPOSED TOP OF
FOINDATUN se 4991.00
Mae, sam was was saw, � mew
y
E%ISTNC SINGLE
\ FAMILY HOUSE
P� F==9B6�21
---T7w -- saw, wee, ,//,— r
In 'L)ilu 0 ElFl -\ /RY / U
9' V.E.
7
EYJSTNG E%ISTNG DRIVEWAY 2' CONcflEa WTTE�R. QEEt
r — — 9RmGARAGE — — — — — — — ON STREET DETAIL vE4T 9� — — — —
II
L_ - EIOSTNG HOUSE /_�i
\ /
RRY
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