HomeMy WebLinkAboutDrainage Reports - 10/12/2017Final Development Plan (FDP)
Final Drainage Report
for
Harmony 23
= - August 17, 2017
City of Fort Collins Approved Plans
Approved by -
Date: `042/2-0
TST, INC. CONSVLTING ENGINEER'.
■
0
Harmony 25, LLC
August 11, 2017
Mr. Dan Mogen, E.I., C.F.M.
Development Review Engineer
City of Fort Collins Utilities
700 Wood Street
Fort Collins, CO 80521
Re: Harmony 23 Development
To Whom It May Concern
It is agreed that when the Harmony & 1-25 property develops it shall include the implementation of the
required Low Impact Development Capture Volume, as per the City of Fort Collins criteria, that has
been calculated with the approved final drainage report for the Harmony 23 project, but -not
established within the boundary of that project. It is also agreed that the Harmony & 1-25 property
development shall be required to detain any additional stormwater detention, as per the City of Fort
Collins criteria, that has been calculated with the approved final drainage report for the Harmony 23
project, but not detained within the boundary of that project.
As per the final approved drainage report for the Harmony 23 project:
• The runoff from an additional 11 acres of impervious area shall be treated on the Harmony & I-
25 property using Low Impact Development techniques.
• An additional 1.49 ac-ft. of stormwater detention (based on a 0.96 cfs, 2yr historic release rate)
shall be included in the Harmony & 1-25 stormwater detention calculations.
,�.
)D Padilla
Harmony 25, LLC
144 North Mason St. Ste. 4, Fort Collins, Colorado 80524
(Office) 970-407-7808 (Fax) 970-407-7823
TST
TST, INC. CONSULTING ENGINEERS
August 17, 2017
Mr. Dan Mogen, E.I., C.F.M.
Development Review Engineer
City of Fort Collins Utilities
700 Wood Street
Fort Collins, CO 80521
Re: Final Development Plan (FDP) for H23
Project No. 1219.0002.00
Dear Mr. Mogen:
We are pleased to submit this Final Drainage Report for Harmony 23 (1-123). This
report analyzes the developed stormwater runoff from the project and provides
stormwater infrastructure and water quality management for runoff. This report has
been prepared based on the City of Fort Collins Stormwater Criteria Manual and
complies with the FDP submittal requirements for a final drainage report.
Respectfully,
TST, INC. CONSULTING ENGINEERS
Derek A. Patterson, P.E.
DAP/JFS/jrm
748 Whalers Way
Suite 200
Fort Collins, CO 80525
970.226.0557 main
970.226.0204 fax
ideas@tstinc.com
www.tstinc.com
Jon Sweet, P.E.
CI
Harmony 23
Final Drainage Report
TABLE OF CONTENTS
1.0 Introduction
Page
1.1 Scope and Purpose.....................................................................................................1
1.2 Project Location and Description.................................................................................1
1.3 Previous Studies......................................................................................................... 3
1.4 Limitations of Future Projections.................................................................................3
2.0 Historic/Existing Conditions.........................................................................................3
3.0 Developed Conditions Plan
3.1 Design Criteria for Hydrologic Analysis.......................................................................6
3.2 Drainage Plan Development.......................................................................................
7
3.2.1 Street Capacity.................................................................................................10
3.2.2 Inlet Design......................................................................................................10
3.2.3 Storm Sewer Design........................................................................................10
3.2.4 Channel Design................................................................................................11
3.2.5 Riprap Design...................................................................................................11
3.2.6 Detention Pond Design....................................................................................11
3.3 Low Impact Development..........................................................................................13
3.4 Floodplain Management............................................................................................14
4.0 Conclusion.......................................................................................................................15
5.0 References.......................................................................................................................16
Figures
Figure1. Vicinity Map................................................................................................................... 2
Figure 2. Outfall to the Poudre River............................................................................................ 5
Appendices
Appendix A: Rational Method Hydrologic Analysis
Appendix B: Street Capacity and Inlet Analysis
Appendix C: Storm Sewer Design
Appendix D: Channel Design
Appendix E: Riprap Design
Appendix F: Detention Pond Design
Appendix G: FIRM Maps and Original Floodplain Workmap
Appendix H: Low Impact Development
Appendix I: Proposed Drainage Maps
INTSr. INC. CONSULTING ENGINEERS
Harmony 23
1.0 Introduction
1.1 Scope and Purpose
Final Drainage Report
This report presents the results of a final drainage analysis for the Harmony 23 (1-123) project.
This report has been developed in accordance with the City of Fort Collins Stormwater Criteria
Manual requirements and complies with Final Development Plan (FDP) submittal requirements.
1.2 Project Location and Description
The H23 project is a multifamily development situated on approximately 25 acres. The project is
located in the northeast corner of Section 4, Township 6 North, Range 68 West, more
specifically at the southwest corner of the intersection of Harmony Road and Strauss Cabin
Road. The site is generally bounded by the following roadways: Strauss Cabin Road on the
east, Harmony Road on the north, and the Fossil Creek Reservoir Inlet Ditch (FCRID) along the
south and west. Surrounding properties include: The Arapaho Bend Natural Area on the north
side of Harmony Road, the Harmony & 1-25 (1-125) Overall Development Plan (ODP) area to the
east of Strauss Cabin Road, Brookfield Subdivision to the southwest, and undeveloped land to
the west.
The Boxelder Ditch cuts through the site starting north at Harmony Road and running south
through the middle of the site where it crosses Strauss Cabin Road approximately 1600' south
of Harmony Road.
This development is located within the Cache la Poudre watershed and City of Fort Collins
Poudre River drainage basin. This project site sits just west of. the FEMA regulated floodway but
within the 500-yr floodplain, per FEMA FIRM Maps 08069CO994F LOMR dated December 15,
2014. The floodplain and floodways lines are shown in Figure 1 on the next page.
TST. INC. CONSULTING ENGINEERS
Page 1
Harmony 23
I
Final Drainage Report
SOXELDER
ul
DITCH �e 1 `
a+�
HARMONY ROAD \ i
G�
74
i� EXISTING
+1`jf1 IRRIGATION
POND
(LINED)
��« a
O
O
EX. > E
a GRAVEL
Y POND 01 Z
p GRAVEL
POND A2
f, Si9LYJi5K>. �.
EX
GRAVEL _
ND a3 .
-
'l
1** tr
} Nv' ` 'A*.: � - • -
�# t' D
Q
' —Sllf
I nra
� (LMED
�1
i' YtflY . tcKECAD • +•�.
iN1Y1N • _ v' y
`tl awFc
Figure 1. Vicinity Map
TST. INC. CONSULTING ENGINCf -
Harmony 23 Final Drainage Report
1.3 Previous Studies
• ODP Drainage Report for Harmony & Strauss Cabin
• North 1-25 EIS, August 2011
• Poudre River Drainage Basin Master Plan
1.4 Limitations of Future Projections
The analysis and proposed stormwater improvements contained in this study are for the H23
project area. Assumptions have been made to account for future development adjacent to the
site where developed flows and storm infrastructure from this project will influence future
designs. In addition, assumptions were made to account for interim and ultimate tail water
conditions downstream of this site. It is assumed that the outfall from the H23 site will connect
to a future stormwater system, which will ultimately daylight into a regional detention facility for
the 266-acre Harmony and 1-25 development. This regional detention facility is also assumed to
be a non -potable irrigation pond. The final/ultimate water surface elevation in this future
regional detention pond will need to be designed to not affectupstream developments. A
master plan for the Harmony and 1-25 development is in progress, but has not been completed
at the time of this report.
In addition, this report also assumes that the H25 development will be constructed at some
point in the future and that the Box Elder Ditch will be realigned through the site prior to H23
construction.
For this project, the downstream interim 100-yr WSEL in the interim regional detention pond
(Ex. Gravel Pond #1) is assumed to be a 4838.59, as this is the existing spill elevation currently
observed out of this pond. This tailwater elevation was assumed to be the worst -case scenario,
and was used for the H23 design and calculations. The ultimate/final water surface elevation in
the regional detention pond is assumed to be equal to or lower than this elevation.
Stream stability analysis, open water and wetlands mitigation are beyond the scope of this
report and will be addressed separately or in a subsequent design report.
2.0 Historic/Existing Conditions
Historically this area was undeveloped grasslands, that was eventually utilized for farming.
The Boxelder Ditch which runs through the site was used for irrigation purposes. Today, this
site is no longer used for farming and has returned back to undeveloped grasslands. The site
generally slopes from the west to the east to the low point in Strauss Cabin Road. Slopes vary
from 1:1 on the west end to basically flat on the east.
TST. INC. CONSULTING ENGINEERS
Page 3
Harmony 23
Final Drainage Report
• According to the Natural Resources Conservation Service (NRCS) the project site is
characterized by Type A, B and D soils. The NRCS soils data for this site can be found in the
Appendix
The historic stormwater runoff rate from this site was determined to be 0.165 cfs/acre (24.9
acres / 4.1 cfs).
There are currently some wetlands, approximately 411 s.f., located on the project site. As
stated previously wetlands will be addressed separately in a subsequent design report if
required.
TST. INC. CONSULTING ENGINEERS
Page 4
Harmony 23
Final Drainage Report
HARMONY ROND
LIMITS OF
i DEVELOPMENTi
s
FOSSIL
CREEK I ✓ _ ` t_. 'W'�_ R
SERVOIR
INLET
DITCH
g_ �1
SPILLWAY FROM J�� 1 •. Fr .
WEITZEL PIT
MSIPT TON
(NO
DOYIA PT TAR A
LP". STATE
t CERI M
EX RISERVpR c
�RCP'^�c =
CULVERT BELOW
KECHTER ROAD -O'
COLORADO YOOTF
ISLAND LAKE J OUTDOORS
qI
�' FOUDR� RIFF
t, CULVERT BELOW ii1 _ t_
IN, FOSSIL CREEK
rG RESERVOIR
!! OUTLET CANAL
Figure 2. Outfall to the Poudre River
TTfT. INC. CON.IULTING ENGINC[RS
Harmony 23 Final Drainage Report
3.0 Developed Conditions Plan
3.1 Design Criteria for Hydrologic Analysis
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
Final Development Plan (FDP). The drainage plan presented is based upon the allowable
developed stormwater release rates prescribed for the Poudre River drainage basin, that being
the 2-year historic rate.
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(Cf)IA where
• Q is the maximum rate of runoff in cfs
• C is the runoff coefficient
• Cf is the runoff coefficient frequency factor adjustment
• 1 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
U=t;+t where
• tc is the time of concentration in minutes
• t; is the initial or overland flow time in minutes
ImTST, INC. CONSULTING ENGINEERS
Page 6
Harmony 23 Final Drainage Report
• • tt is the conveyance travel time in minutes
The initial or overland flow time is calculated with the UDFCD equation:
_ 1.87(1.1—C*C,)�
t 50.33
For design points requiring attenuation, the total area and area weighted average percent
impervious were calculated. The time of concentration for the combined basins was assumed to be
the maximum time of concentration for any individual basin. This time of concentration was used to
obtain a rainfall intensity, which was multiplied by the composite runoff coefficient and total area to
obtain an attenuated flow.
3.2 Drainage Plan Development
The H23 project is proposed to be a multifamily site accompanied by parking areas, open
space, and public roadway improvements. The site and associated storm sewer system has
been designed to collect and convey a majority runoff from this project, including portions of the
fronting 1/2 of the surrounding public roadways to the two separate ponds located onsite. Due
to design constraints, a small portion of runoff from the project site will be collected and
conveyed to an offsite detention pond where it will be detained and released. The release
• structure for this pond will be designed and constructed with the future H25 development.
Drainage to this offsite pond has been approved by both the adjacent developer and the City.
Please refer to the attached letter provided by the H25 development group.
For design calculations, the site was divided into several basins. All basins are further
described below.
Basin N-1, as shown on the Drainage Plan, is in the northern portion of the project site which
includes open space, parking areas and building footprints. Runoff from this basin is conveyed
via curb & gutter into the storm sewer system which drains into to Pond A.
Basin N-2 is the northern most portion of the project site which includes open space, trails, and
building footprints. Runoff from this basin is conveyed via grass swale into under sidewalk
chases and into a storm culvert which drains into to Pond A. The basin includes Pond A.
Basin N-3 is in the northern portion of the project site which includes open space, parking areas
and building footprints. Runoff from this basin is conveyed via curb & gutter into the storm
sewer system which drains into to Pond A.
TST. INC. CONSULTING ENGINEERS
Page 7
Harmony 23 Final Drainage Report
• Basin N-4. is in the northwest portion of the project site which includes open space, parking
areas and building footprints. This basin drains to a curb cut and into Basin N-2. Ultimately
runoff from this basin is conveyed to Pond A.
Basin N-5 is in the north half of the project site which includes open space and building
footprints. This basin drains to several area inlets where it is ultimately conveyed via proposed
storm sewer system and into Pond A.
Basin S-1 is in the southern portion of the project site which includes open space, parking areas
and building footprints. Runoff from this basin is conveyed via curb & gutter into the storm
sewer system which drains into Pond B.
Basin S-2 is in the southern portion of the project site which includes open space, parking areas
and building footprints. Runoff from this basin is conveyed via curb & gutter into the storm
sewer system which drains into Pond B.
Basin S-3 is in the southern portion of the project site which includes open space, parking areas
and building footprints. Runoff from this basin is conveyed via curb & gutter into the storm
sewer system which drains into Pond B.
Basin S-4 is the southern portion of the project site which includes open space, trails and
building footprints. Runoff from this basin is conveyed via swale or sheet flow directly into Pond
• B, or into the storm sewer system which drains into Pond B. This basin includes the extents of
Pond B.
Basin S-5 incorporates the southern fronting portion of Strauss Cabin Road to the back of the
detached sidewalk. Runoff from this basin is conveyed via curb & gutter to a low point in
Strauss Cabin Road where it is conveyed via the proposed storm sewer system and into Pond
B.
Basin S-6 includes a small portion of the south half of the site. Runoff from this basin is
conveyed to a couple of area inlets then via the proposed storm sewer system and into Pond B.
Basin U-1 incorporates fronting portions of Harmony Road and Strauss Cabin Road in addition
to a portion of the project site. Runoff from this basin is conveyed via curb & gutter to a low
point in Strauss Cabin Road north of a future drive access, where it is conveyed via the
proposed storm sewer system south to the offsite gravel ponds. All storage for this basin will be
handled in the offsite ponds.
Basin U-2 incorporates the middle fronting portion Strauss Cabin Road in addition to a portion of
the project site. Runoff from this basin is conveyed via curb & gutter to another low point in
TST. INC. CONSULTING ENGINEERS
Page 8
11
Harmony 23 Final Drainage Report
• Strauss Cabin Road just south of the future drive access, where it is conveyed via the proposed
storm sewer system south to the offsite gravel ponds. All storage for this basin will be handled
in the offsite ponds.
Basin U-3 incorporates the small area which drains to the curb cut located at the northern drive
entrance for the project. Runoff from this basin is conveyed via curb & gutter to the curb cut and
into Strauss Cabin Road, where it is conveyed via the proposed storm sewer system south to
the offsite gravel ponds. All storage for this basin will be handled in the offsite ponds.
The 100-yr runoff volume and WQCV for all "N" basins will be detained in Pond A, while all
runoff and WQCV for all "S" basins will be detained in Pond B. The 100-yr runoff volume for all
"U" basins will be detained in the existing gravel ponds located offsite.
Additional offsite basins contributing to the H23 drainage design are described below.
Basin ODP-1 is an offsite basin contributing to the proposed storm sewer system located in
Strauss Cabin Road. This basin is a portion of the H25 ODP area. Runoff from Basin ODP-1
will drain to a low point on Strauss Cabin Road where it will be conveyed via the proposed storm
sewer system designed with the H23 project and into the existing gravel ponds. Detention and
water quality from this basin will need to be accounted for in the future with future development.
Basin ODP-2 is an offsite basin contributing to the proposed storm sewer system located in
Strauss Cabin Road. This basin is a portion of the H25 ODP area. Runoff from Basin ODP-2
will drain to a low point on Strauss Cabin Road where it will be conveyed via the proposed storm
sewer system designed with the H23 project and into the existing gravel ponds. Detention and
water quality from this basin will need to be accounted for in the future with future development.
Basins 0-1 through 0-8 are offsite basins that will pass through the site. No water quality or
detention will be provided for these basins as they are not part of the subject property.
Basins 0-1 through 0-7 are the areas between the FCRID and the property boundary which
consists of gravel access road and undeveloped open space. Runoff from Basins 0-1 through
0-3 will be routed through Pond A, and runoff from Basins 0-4 through 0-7 will be routed
through Pond B.
Basin 0-8 is the area just south of the project which consists of a small portion of undeveloped
open space and a portion of Strauss Cabin Road. Runoff from this basin is conveyed via curb_ &
gutter to a low point in Strauss Cabin Road where it will be routed through Pond B.
IMTST. INC. CONSULTING ENGINEERS
Page 9
Harmony 23
3.2.1 Street Capacity
Final Drainage Report
Street capacities have been analyzed using the Urban Drainage UD-Inlet spreadsheet, version
4.01. Street capacity was analyzed along Strauss Cabin Road on the west side where ultimate
roadway improvements are proposed between Harmony Road and the south end of this project.
Table ST-2 and ST-3 in the City of Fort Collins Stormwater Criteria Manual state inundation
standards for the minor and major storms. These standards are summarized in the table below.
Table 1.
Street 1D
Street Classification
Minor Storm (2-yr)
requirements
Major Storm (100-yr)
requirements
Strauss Cabin Road
2-Lane Arterial
No curb -overtopping,
Depth of water must
flow spread must
not exceed bottom of
leave at least 12' wide
median gutter, 12"
travel path in each
max depth at gutter
direction
flowline, flow must be
contained within
ROW.
For this project street capacity for Strauss Cabin Road was analyzed. It was determined the
streets meet the applicable requirements and will function below the allowed capacities. The
results of the street capacity analysis can be found with supporting calculations in Appendix B.
3.2.2 Inlet Design
Inlets have been analyzed using the Urban Drainage UD-Inlet spreadsheet, version 4.01. CDOT
Type R inlets are proposed to collect runoff and have been placed at the low points of the
basins where infall, vertical curb & gutter is located and have been analyzed for a "sump"
condition. In addition, Nyoplast area inlets have been placed within the open space throughout
the project site. Sizing of these inlets is based on the capacity curves provided by Nyloplast.
A majority of the inlets have been sized to capture the 100-yr storm. However, some inlets due
to location and site constraints have been sized to carry the 10-yr event, with the 100-yr storm
overtopping and spilling directly into the ponds.
The results of the inlet analysis are provided in Appendix B.
3.2.3 Storm Sewer Design
Storm sewer pipes have been analyzed using UDSEWER 2009, version 1.4. All storm pipes on
this project site are designed to collect and convey the 100-yr storm runoff. The pipes have all
Harmony 23 . Final Drainage Report
• been sized to ensure that the hydraulic grade lines remain below the flowline elevation at inlets
and below rim elevations at manholes.
The results of the storm sewer analysis are provided in Appendix C.
3.2.4 Channel Design
Proposed curb cuts and swales at this project site have been analyzed using Hydroflow Express
Extension for Autodesk Civil3D. Swales have been designed to include 1-ft of freeboard above
the normal 100-yr water depth in the channel. Where the 1-ft criteria isn't possible, the swales
have been checked to make sure they can pass at least 133% of design flow. All curb cuts
have been sized to convey the 100-yr event.
The results of the channel design are provided in Appendix D.
3.2.5 Riprap Design
Riprap has been proposed at all outlet pipes into the ponds. Riprap has been sized based on
equations and figures provided in the Urban Drainage manual.
Although the ST-01 C pipe outlet will discharge directly into groundwater filled pond, and the
pipe outlet is anticipated to be underwater during an average day scenario, the groundwater in
that pond may be lowered at any given time due to future construction activities at this site, so
riprap has been proposed in this area as a ground stabilization measure.
The results of riprap sizing are provided in Appendix E.
3.2.6 Detention Pond Design
The existing conditions for this area was analyzed to determine the allowable release rate from
• the site. The 2-yr historic discharge for the project area was determined to be 4.1 cfs for the
24.9 acres. This ends up being a release rate of approximately 0.165 cfs/acre (4.1/24.9), which
is the allowable release rate used in this report.
There will be two ponds utilized on this site for water quality and detention. Pond A on the
northeast end of the site and Pond B on the south end of the site. Both are designed to treat
and release the WQCV, and have been designed using a 40 hour drain time. Both ponds have
been sized to capture and release the 100-yr developed runoff at the 2-yr historic rate. In
addition, due to high groundwater levels, Pond A will be lined to prevent groundwater from being
exposed and a portion of Pond A will be utilized for wetland mitigation.
The Ex. Gravel Pond #1, as shown on the drainage map, will be utilized to detain the 100-yr
TST. INC. CONSVLTING ENGINEERS
Page 11
Harmony 23 Final Drainage Report
runoff from Basins U-1, U-2 and U-3. Per conversations with the City stormwater staff, the
existing gravel ponds can be used as a water quality feature. Therefore, the WQCV for these
basins was not added into the total required volume being detained offsite in Ex. Gravel Pond
#1.
The UDFCD manual and equations were used to calculate the WQCV. Pond A is sized to
collect the WQCV for all N basins, and Pond B is sized to collect the WQCV for all S basins.
The WQCV is designed to be released in 40-hr as recommend by UDFCD.
A mass -balance spreadsheet was used to calculate the overall 100-yr detention requirements
for this site. The required 100-yr detention volumes for Pond A and Pond B calculated from this
spreadsheet were determined to be 1.89 ac-ft, and 2.08 ac-ft respectively. An additional 20%
was added to these volumes, per City Criteria, resulting in a total 100-yr volume of 2.27 ac-ft for
Pond A and 2.49 ac-ft for Pond B. The total volume required in the ponds based on City Criteria
is the 100-yr plus the WQCV. Therefore, the required total volume was determined to be 2.45
ac-ft for Pond A and 2.69 ac-ft for Pond B. The results for these ponds are provided in Table 2.
Table 2.
Pond
Contri-
2-yr
100-yr
Required
Total
Total
100-yr
ID
buting
Historic
Detention
WQCV
Required
Provided
Water
Area
Release
Volume
(ac-ft)
Storage
Storage
Surface
(acres)
Rate
(120%)
(ac-ft)
(ac-ft)
Elevatio
(0.165
(ac-ft)
n
cfslacre
Pond A
9.76
1.61
2.27
0.18
2.45
2.53
4848.00
Pond B
1 11.40
1.88
2.49
1 0.20
1 2.69 1
4.06
1 4846.00
Total
4.87
0.38
5.14
6.59
Required
A mass -balance spreadsheet was used to calculate the overall 100-yr detention requirement for
Basins U-1, U-2 and U-3. The required 100-yr detention volume from these basins was
calculated to be 1.24 ac-ft. An additional 20% was added to the volume for a total volume of
1.49 ac-ft. Ex. Gravel Pond #1 has an approximate surface area of 41 acres, and a total
available depth of 0.59 feet (Groundwater 4838, Spill Elevation 4838.59). This allows for an
approximate storage volume of 24.19 ac-ft, which is 16 times more than what is required.
Taking the required detention volume of 1.49 ac-ft and dividing by the total surface area of Ex.
Gravel Pond #1 (1.49 ac-ft / 41 acres), shows that we would raise the existing water surface in
this area 0.036 feet, or roughly 0.5 inches. The H25 ODP shows this pond being filled in the
future, and will therefore need to be redesigned with the future H25 development.
The undeveloped offsite areas adjacent to the site denoted as 0-1 through 0-8 will release
1S7 I.Y C1,14... I.r.,:, F.,._.
Harmony 23 Final Drainage Report
undetained through the site. This amount will be treated as a pass -through flow, and is in
addition to the 2-yr historic release. The resulting amount of stormwater (100-yr) passing from
Pond A will be approximately 1.1 cfs and 8.6 cfs for Pond B. The total 100-yr pass -through
runoff from these undeveloped offsite areas amounts to approximately 9.7 cfs.
There will be 2 separate outlet structures utilized in Pond A, a water quality outlet structure (40-
hr drain time) to treat the water prior to entering the mitigated wetlands and a 2-stage outlet
structure that will include the 100-yr detention volume and emergency overflow. The outlet
structure for Pond B will consist of 3 stages. A WQCV stage (40-hr drain time), detention
volume (2-yr historic release), and emergency overflow. An emergency overflow stage was
added to both outlet structures due to site constraints discussed below. All ponds will have a
minimum 1' of freeboard above the detention surface elevation to the spill point out to Strauss
Cabin Road. In addition, due to high groundwater elevations, Pond A will be lined with either
bentonite or some type of geotextile to prevent exposure of groundwater.
The ponds for this site were located in areas to maximize developable area. Emergency
spillways for each pond have not been provided due to site constraints. Therefore, these ponds
don't have a defined spillway. Instead Pond A is designed to pass a portion of the emergency
flow through the 100-yr overflow stage on the outlet structure. Any runoff which exceeds the
overflow capacity will pond up to the Boxelder Ditch (Elevation=4849.20) located along the east
side of this pond, where it will ultimately either spill into and or across this ditch to the low point
in Strauss Cabin Road. The difference between the detention surface elevation (4848.00) of
Pond A and the Boxelder Ditch is approximately 1.20'. All building foundations within this area
will be designed at an elevation higher than the spill point elevation to prevent flooding. The
difference between the spill point elevation and the lowest foundation elevation is 4.30' (Building
J Top of Foundation = 4853.50).
Similar to Pond A, Pond B will also have an emergency overflow stage on the outlet structure.
However, this outlet structure and outlet pipe will be sized to convey the 100-yr storm event. In
the event that the outlet pipe becomes clogged, runoff would back up into the parking lot and
around Bldg. G (lowest T.O.F.= 4851.65), until it can spill across the Box Elder Ditch and into
Strauss Cabin Road. This elevation is approximately 4849.50, which is 3.50' above the 100-yr
WSEL. All building foundations, and or garage units within this area will be designed at an
elevation higher than the spill point elevation to prevent flooding. The difference between the
spill point elevation and the lowest foundation elevation (Building G) is 2.15'.
3.3 Low Impact Development
Per agreements with the City and adjacent property owner, all LID requirements for this project
will be handled offsite on the property to the east with future development and will not be
required at this time. At least 75% of the H23 developments impervious area will need to be
TST. INC. CONSULTING ENGINEERS
Page 13
Harmony 23 Final Drainage Report
. treated using one or a combination of LID techniques on the H25 development. The total
impervious area for the H23 project was calculated to be 14.67 acres. Therefore, 11 acres of
additional impervious area will need to be treated on the H25 development. Refer to Appendix
H for this calculation.
3.4 Floodplain Management
This site is situated outside of any City of Fort Collins regulatory floodways and floodplains. This
project site sits within the FEMA FIRM Map 08069CO994F dated December 19, 2006. The new
LOMR (Case # 14-08-0580P, effective date 12-15-2014) that just received FEMA approval
corrected the floodway and floodplain lines to align with the original floodplain workmap.
Information provided in this LOMR was taken into consideration for this project. More
specifically, flood zone designations within this project site per the LOMR are as follows:
• Flood Zone X, Shaded 500-YEAR FLOODPLAIN: Areas of 0.2% annual chance flood
hazard. Areas of 1 % annual chance flood with average depth less than one foot or with
drainage areas of less than one square mile.
• Flood Zone X, Unshaded: Areas determined to be outside the 0.2% annual chance
floodplain.
Chapter 10, Flood Prevention and Protection, of the Fort Collins Municipal Code provided
guidance and limitations for building and development within the floodway and floodplain.
Division 4 — Poudre River Flood Hazard Areas of this chapter provide specific standards for
development within the Poudre River floodway and flood fringe.
The "Limits of Development' as shown on the Grading and Drainage Plan are outside of the
half -foot floodway. However, we recognize that a majority of this area still resides within the
500-year floodplain. Land uses proposed within the "Limits of Development' do not include any
critical facilities, essential service critical facilities, hazardous materials facilities, government
services, or at -risk population facilities. All structures planned to be built within the "Limits of
Development' will be elevated and flood -proofed 2 feet above the 100-year flood elevations
(shown as Base Flood elevations on the FIRM maps.)
TST, INC. CONSULTING ENGINEERS
Page 14
Harmony 23
• 4.0 Conclusion
•
Final Drainage Report
The City of Fort Collins Stormwater Criteria Manual has been used to establish the criteria for a
developed condition runoff plan within the H23 project. This FDP drainage design report has
highlighted the following items:
• Project site development is outside of the effective floodway boundary, but within the 500-yr
floodplain.
IS LID techniques are planned to be implemented offsite with future development, but are not
required at this time.
• Water quality and stormwater detention for the project will be provided in two separate
ponds located onsite. These ponds have been sized to release the 100-yr storm at the 2-yr
historic release.
• A small portion of this project will be detained offsite in Ex. Gravel Pond #1 located east of
the project.
• All storm infrastructure has been sized to collect and convey at a minimum the 10-yr storm
event.
TST, INC. CONSULTING ENGINEERS
Page 15
Harmony 23
5.0 References
Final Drainage Report
1. 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. Federal Emergency Management Agency, 2006, Flood Insurance Rate Map, Larimer
County, Colorado, Map Number 08069CO994F
4. Federal Emergency Management Agency, 2006, Flood Insurance Rate Map, Larimer
County, Colorado, Map Number 08069C1013F
5. Natural Resources Conservation Services, 2013, Web Soil Survey: Soil Survey Area
Larimer County Area, Version 8, Dec 23, 2013
6. Colorado Division of Reclamation, Mining & Safety website,
http:Hmining.state.co.us/Pages/Home.aspx
7. Chapter 10 of the Fort Collins Municipal Code, http://colocode.com/fcmunihtml.html
8. LOMR, Case #14-08-0580P, Letter of Map Revision (LOMR-BD) Based on Better
Data on the Cache la Poudre River 1-25 Divided Flow Path Southwest of Harmony
Road and Interstate 25, Anderson Consulting Engineers, Effective Date December
15, 2014.
TST. INC. CONSULTING ENGINEERS
Page 16
APPENDIX A
Rational Method Hydrologic Analysis
H
H
V
Soil Information for All Uses
Soil Properties and Qualities
The Soil Properties and Qualities section includes various soil properties and qualities
displayed as thematic maps with a summary table for the soil map units in the selected
area of interest. A single value or rating for each map unit is generated by aggregating
the interpretive ratings of individual map unit components. This aggregation process
is defined for each property or quality.
Soil Qualities and Features
Soil qualities are behavior and performance attributes that are not directly measured,
but are inferred from observations of dynamic conditions and from soil properties.
Example soil qualities include natural drainage, and frost action. Soil features are
attributes that are not directly part of the soil. Example soil features include slope and
depth to restrictive layer. These features can greatly impact the use and management
of the soil.
• Hydrologic Soil Group
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.
10411
0
Custom Soil Resource Report
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.
21
K 31M' N
M^ 30'WN
Custom Soil Resource Report ;
Map —Hydrologic Soil Group a
a
s `s
4993DO 49M 49MO 499600 499700 499800
3
a Map Smle:1:5,38DKyx10etl an Ap0r0ak(8.Sx11')sha-
N Mea+s
0 50 100 7ll0 300
DO
0 2Y1 SOD 3000 1500
Mopper:We6Merminr ComercoordhWm WGSB4 Edge OM:U1MZaneMWGSB4
22
11HHE11111111 |
7
ate& !"�°m°&>\«0G°a`«®0 !|
- ■
a
� ® m
■\ �!} }mno� §
!3 o u ` 22 ®#»#f olM !2 !3M w �
i{o `� /� > } \\0oo M,- E§ )0M }
| E! , !� ;* ;a|! -
7|7[!\2 I)J ! EL 2 |
i(; } E■ { k■4/» /cam (§±E 4 ! ■
\\§\ ;rE ( J. ¥
w0 i! |; �; , • _ ,,,} £
§)] 0 {7 )kz@) 0 *!£! £ %
;3E; §!R j §/}7 \ , o
&/\ 0 §�}!! �-0 ; !
} 3_#! &
§EK k
0 ���
*!- 7 ]- FL33k ! ) 6
§!/ ! }§f�
a4; \ ! : 4;0 ] (!]/ £
\ ` -!
Custom Soil Resource Report
Table —Hydrologic Soil Group
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
5
Aquepts, loamy
AID
6.5
18.5%
22
D
11.0
31.3%
Caruso day loam, 0 to 1
percent slope
Larim gravelly sandy
B
2.0
60
5.7%
loam, 5 to 40 percent
slopes
62
Larimer-Stoneham
8
7.4
21.1%
complex, 3 to 10
percent slopes
81
Paoli fine sandy loam, 0 to
A
0.5
1.4%
1 percent slopes
103
Stoneham loam, 5 to 9
B
7.7
22.0%
percent slopes
Totals for Area of Inbrest
36.1
100.0%
Rating Options —Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
24
H23
City of Fort Collins
IDF Curves
Duration
2-yr
10-yr
100-yr
5
2 W
4.87
9.95
6
2.67
4.56
9.31
7
2.52
4.31
8.80
8
2.40
4.10
8.38
9
2.30
3.93
8.03
10
2.21
3.78
7.72
11
2.13
3.63
7.42
12
245
3.50
7.16
13
1.98
3.39
6.92
14
1.92
3.29
6.71
15
1.B7
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
274
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
140
2.39
4.87
27
1.37
234
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
Z04
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 V
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
0.90
1,54
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
Z96
58
0.84
1.43
2.92
59
0.83
1.42
2.89
60
0.82
1.40
2.86
From the City of Fort Collins Sic" Drainage Design Criteria and Construction Standards
Final Drainage Report
Appendix A
H23
12.00
10.00
8.00
c
6.00
d
`c
4.00
r E
0.00
0
Final Drainage Report
City of Fort Collins OF Curves
+an
+goo.
—cmm faro
R2=0.
y = 2.566
10 20 30 40 50 60
Storm Duration (min)
ro.ea
379
5
-0 021.
9 33
70
III_._,..... Appendix A
H23
Final Drainage Report
City of Fort Collins
Rational Method Runoff Coefficients
Runoff
Coefficient
Lawn, Heavy, <2% Slope
0.20
Lawn, Heavy, >7% Slope
0.35
Lawn, Heavy, 2-7% Slope
0,25
Lawn, Sandy, <2% Slope
0,10
Lawn, Sandy, >7% Slope
0.20
Lawn, Sandy, 2-7% Slope
0.15
Roofs
0.95
Streets: Permeable Pavers
0.30
Streets: Gravel
0.50
Streets ave
0,95
From Table 3-3 of the City of Fort Collins, Stormwater Criteria
ST
J
Appendix A v�f
l
Un
E
t
U
$L5
U
O �
0
rc u
o
0
0
0
$ o
0
0
$
c
o
$ e
0
a
c u
o
c
e
o
0
0
0
0
0
o
c
o
u
S
0
0
o
e
o
0
0
0
0
0
E
o
0
0
0
uE
r
m
N
a
m
e
$
9
9
U
m. m
m ry m
m o
o m$
00o
ry$
yt,
ry m
m ry m
m
ry tR
m
a
o dc0000
d�co
oco
doo
00o
n
rcE
$
r
U
f
Q
rvo v`riry$m
c'-
.:oo
cco
�ooco
oory
doo
do
a
pV¢
S
0
41
N
N
ve
e
N
e
N
N
e
p!
V!
bF
N
N
W
ry
fa
a
e
eJ
E
n
N
ry
C
2
K
G
K
4 y K
E K@
C
q K
C
m¢
q
q
p
mq
(/
N
N
N
N
h
N
✓�
(Il
Vl
4l
N
�
�
�
�
�
p
�
�
�
�
I
m
a
W
N
Z
Z
z
Z
Z
Z
2 V)
N
(O
N
V! J
J
J
J F
tl m
m
o
0
0
M
N_
O
0
0
$
N
<
x
2
222«92v
2
)
|}
I
EIIIIIf
f
f
�
!|!!!!!!!
!|
!!
■
$z!z\«za\
:l;;;;
-!
!
�
�
;
;;;;;§;
k
M
N
T
LP
(O
O
W
O
r
O
_
O
o
0
c
0
p c
f0 E
U ~
CO + T
Cn
N
W
O
00
r
00
O
V
H
o u
a
E
H
7,
rn
Lb
m
00
r
m
r
of
M
�.
N
IT
N
M
R)
t0
to
N
W
N
a
a
N ^
N v C
,()
Q
n
O
m
00
r
O
LO
t0
00
O
M
V
m
c E
o
o
r
m
r
o
o
v
o
o
0
0
0
0
0
o
N
L H
U
� T
C U h
C
0)
O
Q
M
O
O
cD
M
Cn
m
00
Q
Q
O
O
O
O
(0
O
O
N
N
N
Co
M
m
m
m
L j
U
a, y
C CL a
O
N
Q
O
Ln
O
w
CO
in
N
LO
m
(o
Q
c-
O
O
O
O
O
O
c0
O
N
L (A
r-
N
O
0
N
O
O
O
m
O
O
U
-O L_
N m'
0
O
00
O
(O
Q
O
O
O
O
N
O
C)
(D
C J
N
m
m
m
O
O
C 3 v
LO
r
10
m
V
N
L O
L) 1
O T
N
r
N
N
r
r-
m
m
0
H O
O
d
B o a
m
co
a
Co
�
m
Q
Ln
�
a
(o
Q
co
Q
N
a
m
m
m
m
m
v
v
-.-
v � o
c
`w
O
o a
c0
m
Q
m
o
m
Q
Ln
v
m
a>
Q
Q
Q
m
m
m
m
m
Q
Q
N
d
D
O
O) N
O
m
M
m
M
M
m
m
' O
Q
�
7
0
0 0
0
LL
O
(0
O
O
L0
O
O
O
O
O
O
O
O
_ C
y
j J
O
Lr
U
m
N
O
LO
(D
f�
O
n
00
V
L•
O
L0
00
O
m
LO
0
(0
LD
Ln
,n
N
U
m
V
O
h
O
0)L`
00
N
h
LO
O)
r
00
N
0)
00
N
N
N
N
N
N
N
r`
U
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
o
O
O
O
o
O
O
N
C
at
U_
0)
O
V
m
V
7
O
Cl)
CO
L`
O)
m
N
(DLO
N
It
CO
O)
O
O
O
O
C)O
C)C
O
0 U
t`
O
m
O
00
O
(0
O
LO
O
r-
O
L0
O
(D
O
N
O
(D
O
V
O
n
O
(O
O
(D
O
N
O
r
O
(DN
O
N
O
O
N
O
N
o
N
O
N
O
N
o
O
O
-O
Q
T
c
N
m
V
V
O
m
m
r-
m
Cl)
N
(D
L0
N
V
O
00
O
O
O
O
O
O
O
O
O
U
m
00
(O
L0
n
LO
(D
N
Co
V
n
(D
(D
N
r
(D
.
N
.
N
N
N
O
CrN
C
0
o
O
o
6
o
O
C)0
0
0
0
0
0
0
0
0
6
0
0
0
0
0
0
0
LL
U)
m
U)
N
U)
(0
U)
U)
c
O
O
O
O
O
_O
_O
_O
D
_
N
p W
O W
p W
p W
p W
p W
p W
p W
Z
Z
Z L
Z F
Z r
Z t
Z�
Z
'N
•-
N
m
Q
Ln
I?
I?N
>
m
O
U
LL
d
O LL
O u
O u
O U
O N
O n
O n
O w
Z
Z
Z
Z
Z
(n
N
rn
(n
rn
Ln
>
>
p
p
LL
"LL-U
LLUO
LL
m
U
.o
O
LLLL
UU
.
.
LL
. LL
.
wOLXOLxOLxOLXO
WO
WOLxO
N
S
N
m
Q
Ln
(O
n
m
O
O
O
O
O
O
O
O
a
X
C�
m
>
ry
ry
m
m
0
a`
ry
m,
ry
m
f'1
8
W
T
G
W
Oi
S
m
P
0
N
Oi
E
L
c
n
n
E
F
b u
o
n
n
n
m
8 U '
E
_
q
m
`o
x
a m
0
e
n
o
m
m
N
O
N
N
O
N
O
N
Z
12n
Z
0
r
N
n
N
11
9
f
lV
y�u1
Zt�mO
'ZQ
Z20 yC1
Z0
ZO µC1
yyyCyyyC111111
�LL
ULL
m�NO✓10NOYl�LL
Un
uLL
uLLuu.
voV
owor�'ooVoVovo
�
d
d
b
�
�
�
d
H
J
i
I
U
n
A
z
y
W1�1
N
Q11
bR1
m
C
A
N
O
J
N
<
K m
y
H
m
j
D
(yn
D
q2
Y
m
D
D
F
D
O
O
O
N
Ji 'O
m 9
m o
0
a
0
a
a
p
N
N
H
`
N m D
D
D
m
D
m
Om
c
s
CL
On]]
uc]�
N�A
NH�NmW
ti.
O
NQ
O
'
P
D
ma
N 1
P
m
N
A
P
O
O m n
P
W
A
A
m
Y
i O
oe �
N
w
A
w
q
wV
O
J
N
�U
T
0
P
N
m mss
'e A
p0�
m
N
0
A
N
N
1J
IJ
N
N
N
m
�p
w
Y1
N
W
W
W
yN
O
U
y�
O
N
N
A
m y
W
u
p
a
>
W
W
a
p
o]
• 3
m
(wJ
W
N
P
w
P
o
m
gV
w
my�
N
yy
w
t1�
Y
P
(p
�1
J
N
V
N
W
mO
O
N
'p
N
V
A
w
y O
Y m
D
c
m
APPENDIX B
Street Capacity and Inlet Analysis
q
m
m E
m E
mv
m
r d
c
c
0
N 'O
E
-EE
EE >
> >
>
>
> >
>
>
EE >
0
U
L
w-
o�noo3i33
+Hd+
C '�
N
N
J
d
0
m m
C
C C
�Cp
N
m
N N
a`aaa
m
m
m m
u
G
m m
C
C
C C
r
r
r rrrr
r
r r=='==
m
r
r
r r
r r
r
r
r r
m
u
m m
0000000000Zo
c
O
U
p
UUUUUUnnnn
0 U0
0 0
O
p
p O
m
m
m m
o
ar
'm io
US
N
N N
O
O
O O
2
zzz
T
y...
O
.0.
N
m Z.
OONOb
�ONNNNd
N
(Om
N
L U
�D
N
NO�pN
{7
Nt7L
bNntO
NNQ
00f
� N�
N
Nf
R q
i
O �?
a
N U
�
OI
OfQ
W
(7M
C)I�(7QNNNN
R 'U
Q
Q
t7 O
b 6l
Yl
O)
Gl M
tOO
fV
lV N
3a
O
m
Q U
0 L
B
m
3
G p
N
N
N N
N N
N
N
Q c c
of
of
of of
j
m
c
0 0
O n
m L
Q
Q
Q Q
O ....
Q
O
O
O O
4Op
��
v
v
vee�d
.dro<b
Gov
�6
cc
�c rri
D
T
4,0
a.
c
m
p
t
p
Of
N N
N
N r_-
h
(O
�p
N
N O
T 3p
fNV
m
N m
M d
N�
m C�
O
ro
N
0
O G
0
w
»
m
Mc
{p
m m
O O
Q^
O] N
N
N
p
TLL
0
0 0
ry
C y
m
O.MOI
OJ
ooh
N
W
p
NO
O .m..
r
00)OQ
LLJ
O
CAN
OQON
C m
U a
a
m
Q
m
m
a
a
M
U a<
01
N
'Q
u
p 6
c
c
c c
c c
c
c
c c
c
c
c c
m
O'
m
a 0
m C
> Q
o FL
n o
m c m
y
O z O
O C
m t T
0 0
F C �
N m o
m -
C L 'p
N m h
N O C
� C m
Y
m m
m N O
G a N
T ry C
Zm �y
O m Q Q
O
m N
_c 5 o n
m o
m O p 0
a C_ G C
x_ Lp L S
O 6 m
C m t C
G y E 6 y
n m E m 5 m n E v
o a E 9 c
N x D
om E c
m 3 `m to $
T� m ti o s
-i,2'6 N 7 p
O
E c 5 n$ 2
m a d a m m
fi m E m o m
o
o=
a o 1O Z Y 2
o m c m m
p N C T O m
y o U O C
LOPL-
m
miN c - 5 y
c c_oio
O L p f
3 x
rya m
m N C m C
y C y
m N m m
�cn=co5
m m n N mm
U V m L y C
-
pU,-Cm`D0C
p C C O C
u noa
O
om
@ n m
x a vi
m� m N O L
O o Z Z . p . % f
Pr0(act
Inlet to
I ALLOWABLE CAPACITY FOR ONE•HALF OF STREET (Minor S Major Storm)
b heave blank W m mnveMw m Abehiw cuNl
BWIN Can lrypually b vwn a Ott mtl 0.0201
or Cwb el colter Fk Una
e ft. Coro Face 10 Street Crown
Tremyelae Sly,
Ceyo Sbpe (l plcelly 2lmhee ove124 Incbn a10.083 Ml)
L.w4.1n0Sbpe Enle,Oforlamp.WJJlan
q'e Ro,h,. lm St,. Sedlon (lyplcelly bWween 0.012 aM 002p1
Nbwabb SpW010F M1W S MW Slone
AnawMle Denb M Olney Fk wllm br M1m16 Mope Sum
Fbw OWlh n S.. C— playa el.. lol m)
STORM Allowable Cepeclry ie b—d an DepN C.-ion
STORM Alowablo Capacity Ic nanotl on Oepth CrllOnon
+t.Ln
<+o+w
T....`
%.,n.=
-
Rape=
w -1
S,
Sw =
Sc-
ncrxe
loo
n
WM1
ncnea
IS
R
NM1
IUM1
owo
aw
000
2.DO
0.020
0.003
0.000
0.013
Mlmr Slate Myw S e
Ttw= 120 320
00 120 IfttW
r I' m =ye0
MWF Slom M Sbtm
oy_ .1 SUMP I SUMP 01e
U6Inlet v4.01. Inlet -IA 61812017, 11:18 PM
F
INLET IN A SUMP OR SAG LOCATION
�Lo(C)+
N•Cure N-Ved
Wo
W
Via
Lo(G)
In Mlarmalbn flneNt
of lnll CDOT TypORCUID Opening
TYM=
Depmeebn(national b wMlnumx goner dernaNOn'a1ban O-Allon)
a—
ner of Und Ii (Green or Can Opening)
III
r own of Fbwllne bureau. of bul.preealon)
Porli Deeper
I Inbrmllan
In of a Jan Grele
IG)
I of a Unit 01.1.
W.
01.1, Rahn our a Gale 0roica Ileea D.tSO W)
Am =
III Fadal for a Cirinln Grain flnlcel vaaa 0,50- O70)
C, io).
Weir Caeffldenl(fearer Inner 2 15.3.00)
C• (G)'
Orlore LoolOalnnl pyplwlrehm Ol0 0,80)
0°(G).
Opening lnformllon
hole will Coro Canal,
(C)'
it of Vembal taro Opening in lndrea
N_'
Il of Curb Onilro rnmel In bailee
N,r,—
of TiOol fees UGDCM Figure GT-6)
Them.
final for Depraineon Pan (Irowaii be inner web of 2 bell
W, =
III Freim for a single Curb Oyenbre (VW Ia l vrd. 0. 10)
C. (C) _
Opening WmI Coegaiem (lyplraI .In. 2.. 3 21
C• (C) °
opening Orli coemnarre (broad Ielae 0 00- 0 70)
C, (C) =
I for Gale Mb1wMn
dr,-
I For Curb Doming Wait Equation
dn.n
abortion INl Perfgmai Reluelbn Fatlor ler Well bell
RFra„—
Ormarea PerlormYae Redudbn Factor for Long III
RFC..
of Inll Proka ca Redudnn Finn ar IOI La, Inds
RF..,.•
CDOT Type R Cab Coal
3.00
I
4.a
B.2
WA
WA
N/A
N/A
NIA
NIA
N/A
goo
D
m
010
N/A
0 m
M
082
O.Ba
N/A
no.
lme
O.emOe Depine
aol
ou
ani
nallnn
nrnne
leenene
oal
roral Intel interception Capacity (assumes clogged Condition) GL �� a.B ) 3e.a �TIc'7�a
mal Caparnyl3 c000 br Minor and Yam, smrrunI PI -ol-Rw a.e 22.2 p•
UPlnlet W,01, 111111
5/8Q017.11:18 PM
Plefp[t
Into, lD
V ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Plbwebin WIOM lot Spread BehIM Curb
Bouncl Curb I love b%nk for notmll,mun n, bossiness: md)
R 4priess Fowled Cum (MPlcelly between o 012 eM 0020)
of Curb as Guitar Flow Lim
n from Curb Food to Sleart Crown
Width
rranevarse Slope
Cores Slope (p plcallp 2lrehas over 24 lmhw or 0080 M)
Lmyllurllnel Slope Enter 0 for sump mMWon
Iu o Rouphers. far Strout Semml P,HMlly betwusn 0012 end 0.020)
file Spread for Mhou 8 Mopl Storm
able Depth at Grntw Flowkrw for Minor 8 Mapr Storm
Gaplb at Strout Crown l leave blank Mr rot
STORM ♦llowabls Capacity la based on Depth Criterion
STORM Mlowabb Capacity Is based on Depth Cmerlon
Minor Storm Melar Skrm
T,v„ = 12.0 M.0
dt•n.= 00 12.0 Ilusbaked
f cMwk=ys
M... Storm Me I
or Storm
Our• SUMP SUMP h
UDAnkt_v4.01. Iek41B 99=17, 11:18 pM
INLET IN A SUMP OR SAG LOCATION
{—Lo tc1
H-CuT H-Vern'
W0
Wp
IN
Lo (GI
In lnlofmMlon Intent) CDOT TypeRCUT Opening
.rl lmnl
Type:
DuVrnasmgnlJXlantlbmnlrrluaw glMer tleprwbn'e'Irom'O-AIW)
a-,
m nt Unit Inlets One. or CUT Omar")
No =
r Dolph at Fbwlim (oulede of poet rearne.ron)
Funding paper =
r lofamlMlon
y. of jr," Grate
1.,(G)•
t of a urn Grate
W,
Overturf, Ratio for a creep (typkal vetoes 0.160.W)
Awn =
pop Factof for a SIM Grale Dypicel value 0,50-0 70)
Cr(G)=
WWI Coeeldenl (typical Wake 215 - 0.90)
C. (G)
Orlllce CoaMlclml (Iyplcel value 0m - DAD)
ce (G) =
Opening lnlormMlon
h of . Unh cunt Otani,
Lr (c) °
It of Vol CUT Open, In Inchn
H„t a
It of cuT 0,It . Tlroel In Inch..
Htv°° °
of Throe pea USOCM Figure ST 5)
Tager a
NIMh Id Dapfuabn Pan (p,II.oy 1M gWler wMb.121")
W, °
,in Facbt for a Single Cud, open," (Iyvkei valw 0.10)
Cr (0)=
ORWI, WN, 0o011dw1(111.1 veto. 2,}0])
C. (C)=
Openitg Ortnw coNudnn (lwlwl velw 0.ef1- 0,70)
C,dc) _
r I., G.W. Mrtlwglh Ee,.e
t br Curb OV.mng W nr EVuntwu u-
1mNnn 1.1.1 p.d.nnanro Re a 11— F.dot Inr L., I.I. RFo_
Open., PaCormam. Retludlon Fedor for Lmq Intel, RFcw r
J lnlel Wrlotmnrwa Ralurlan Fact., to, Lon, N. RF.,er
Inlet Interception Capacity (assumes clogged condition)
MINOR MAJOR
COOT Type R Curb Opurr.
300
4.4 u2
MINOR MAJOR
WA
NIA
NIA
NIA WA
NIA
NIA
nnr.e
owmne Delrme
00
m
a InMAJOR
p
NIA NIA
01
a nn
II
0.41
08%
0..
00a
NIA
NIA
MINOR MAJOR
U6lnlet v,1.01, Inlet-18 W2012, 11:18 PM
Int c!
ALLOWABLE CAPAC TY FOR ONE-HALF OF STREET (Minor & Major Storm)
Sbpe SebrrFl Curb (Meve bank iw m canvnyence uWn bebrM wM)
I"a RoWlrnue IMaM Cab(Irac lly beawear 0.012 eM 0(I20)
of Cab el Gurley Flow We
s I.ra Crab Faro In Ill" Crown
a slopenyprcelly 2 Inches over 24 lrrcee or 0.003 Nfll
IMWInelSkrpa EMar Olm Gump wrWAlan
Rnikinmee far Sboe1 Sedlon (lyplu lly between 0.012 mx10020)
Nle Spread for Mt., S MSlor SlIar
Ile Depth at GtAer Flowline for Mlmr S Major Slorm
Gepin el Street Crown fleeve blank Im ml
STORM Allowable Cepwiry M beeetl an Depth CM.d.
STORM Naweba Gepa411y Is beN4 on Depth Criterion
mm
cage
Te.r�= 18
0 1
0.020 IM
Mmne=M03
arhaa
Trv.we�n
nIpuwn
Sr, =MS
erere =
Mirror Slorm Malor Storm
Tr.o..= 120 020 0
00 120 Inebee
rr- cback -yea
Manor Storm ME
Orm
O+r' SYMR p PM
IPA
i
1
UO ale1 v4.01. InM14C &912017, 11:19 PM �\1
J
_J
INLET IN A SUMP OR SAG LOCATION
.�—Lo (c)
M-Cuea M-Van
Wo
WP
IN
Lo (G )
an lnfarmetbn llneWl
o101M COOT TWO R CUM Opening
T ypa.
IOmreeeron laWnbnalb mWlnlum 9Wler Eepreubn'e'fmm'OAIION')
Arc.'
bet of Unll Wele (Graor or Curb Openlrg)
No
n Dxplb el Fbwllm (.Nelda of burl tlepreeelon)
P.ml, OaMII
a lnl.rmMlon
1h of a UNI Gram
L, (G)
r or a Unn G1Me
W1.
Oprning Ron. I., It Gw. ("I.rl velum 0.'"w)
b.
pill, Factor far a 51,10 GfMe("1au vale 0.90- 0.70)
C, (G)
r Welr Coen,denl ("lull value Y. 15- 9 W)
0.. (G)
a Onnm Cue0lded (Iw,w, vdus 0eo. o. W)
C. (G)
Opening lnfornmium
M.F. JIM Cur. olrxnlnp
L IC)'
k W VMlul Cwb On.nmg,n Irrtlree
M..,
1 of Coro Orlllw Throd m IrlCres
M,xs
r o Thr.d (na. USOCM Fgur ST-5)
iM1ae
Wider Io, Den,azc,tnt pan uwlully Im gult. w !r of z feel)
W.
Inq F.., I., a Sug4 C.rb Oven., nwltal relue 0 10)
C. (c)
opal„re W a,t :wlbao o (1w,ad rel.e 2131)
c- (c)
Gnnm,w onbca coa@o.nl Irwxal vale. o W .0.]D)
Cu ID)
>r Gmlx M..011, 4„r
m Curn Op—, W xr, E... I— Ecr
.I.. I.I. Pmlmman- Rmucnxn Factor br Lang Id. RFre.,.r
x,n,ryl Pxnmmxncx Rooudron Fodor I., L., miss
Inlxl P.,rmmennx Rdwd,un Podu, for Lora WMA RFs
Capacity (assumes clogged condition) Q.
Ilnnrmn M.I., Sftr—,W PEAKI Gau nF.,,n,n
MINOR MAJOR
CDOTTypeRCL Openln
0.W Imbm
1
4.4 1v3 Irebm
MINOR MAJOR FOwoido DepN.
N/A (eel
NIA led
Nla
NIA N/A
N/a
Nla
MINOR
low
MAJOR
led
ow
a 1e
a
res
WAO
.y,om
2.00
0,10
0 10
0.00
0.m
MINOR MNOR
NIA WA
040
OBO
oat
o
&W
1m
NIA
WA
IJD-InieLv4.01, Inlet -IC
502017, 11:19 PM
War ID:
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
um Albwebb W 41 Im Spra. BeMM Curb
Stop. Beblml Colt IMevn part lot . convay»nce rutpit beMM cupl
algb ROupbmeo 3e111N Curb fr arally between 0012 all 0.020)
at Curb at Goller Flaw Llne
x Imm Curb Feu 10 S1raa1 Crown
Width
Tmmvamo Slope
CLOY Sppe (IypluOy 2 armai over 241MM1ee w 0083 MI)
.arRdmnMl Slope Enter 0 for Bump wrWhIca
g's Roupllresa for Slre& Stmon (IWmHy belw6en 0012 and 0020)
Ala wnbb Spam br Minor S Mma Spam
Nlowa le Cream M Catlx FbwbrarM arm Q Map, Storm
I Fbw Dam Y Sbetl Crown (4avo bWM KK no)
STORM MIcavabla Ca,amy Is baaetl On Oaplb CrIpaim
STORM NlawabM Capat M hoed On Depth CrllarlOn
Tow. •
Sow'.•
OFF
Ncuxn •
Tce w
Sr
Sy
u5W.. ,==
10.o
b
NO
LMnea
n
m
IMN
II
0.02C
0,020
0 no
40.0
2oWIIb
a
00
Mlmr Slwm Map, Storm
Tv..= 120 320
J...,,=1 90 1 120 Inches
r- r cMk=Yes
MI., Storm Me Storm
0,.�• SVYP BUMP M1
UD-Inlet 04.01, IFI0Lt 0 51912017. 11:19 PM
INLET IN A SUMP OR SAG LOCATION
DLO (GI!
H-Cut H Ven
W.
Wp
IN
Lo(G)
caliph leforediflo, bripartl
MINOR
MAJOR
ye of lnlel CDOTTMpe R Cut Opening HI
eWe=
a Dan—,.. (.dH.nal a confir.. eguae, depmerlo.'aimm'0.AIIm)
Inches:
umber of Unit trials (Grate or Cut Opening)
No =
star Del el Fbwllne(aWltle of d.capita gn)
Plead, Depth-
an
rate Informal..
MINOR
MAJOR rdata. Catch.
anger of a Unit Glen
-(G)=
feel
Mln of a Onll Gra.
ar,
lee,
use Opening Ra40 for a Grefe (lyplcel valuer 0.16090)
A,.. =
egging Fedor fora Single Code(iyplral value 050- 0.e0)
Cr(G)=
late Weir Coefficient (typical value 2.15 -3.00)
C. (G) _
,Me ONnce co.mnem (typical vtue 0.00- 000)
L, (G) -
urbOpening lnfmrnall..
MINOR
MAJOR
engtb of a Unt Cut Opening
4(C)= feet
Height of Vetch Curb Opening In I.-
i-
Inches
Rican of Cut Orifice Thera In fund.
Heim`
Inches
Angle of Throat heed USDCM Figure SLS)
ThM=
,.
Side Width for Deprusron Pan Oypi®Ily the gutter wain of 2 Map
Wc=
%el
egging Fehr for a slrgl. cut Opening (hi v01m 0.10)
C. (c)=
Cut Opera, War Contained(f I.I nitx}3.T)
CNOf-
ut Opening Orifice coemciem pypical value DJW- 0,70)
or (0) _
Lear Head P rmence Reduction Cac atl
MINOR
MAJOR
Depth for Grate Midi
aq.m` f
epm for Cut Opening Weir Equation
d,,-
1
omYMelbn Inlet Performmrce Reaii FetOr for Wofret,
RFea„y,ao,=
urb Opening Performance Reduction Factor for Long Inleta
RF,..-
sled Inl.l Pelfmmence Financier, Fedor far Long Inlela
RFv.=,=
MINOR
MAJOR
Total Inlet Interception Capacity (assumes clogged condition)
Qa •
4.9
me lots
total Clinch, 15 GOOD Ion Mlno, and Mgar S,hchd OPEAR
QKMaeouneo`
3.9
18Y fa
COOT Type R Curt OVnnmO
000
1
4q
92
NIA
NIA
N/A
NT
NIA
N/A
WA
Ia ;,
NIA
FJ
&I.W
B.W
0.00
mTg9
za0
9.fo
DID
3.00
O.0>
NIA
NIA
az0
o.w
1101
O:BT
D Bz
0.89
NIA
NIA
U0.lnlei va.Gt, inlebip 51912017. 11:19 PM
INLET-2A
INLET IN A SUMP OR SAG LOCATION
L.(C) 4
H-Curb H-Ved
We_-
W Win
L.(G)
barren Infoaeon
MINOR MAJOR,
yp. of mlol CDOTTyp.RCulb Op.ning
Type -
caMlmpenig) tlapreeelon'e INm'G-Alluw')
aad=�IOdlas
krone, of Jeion(aOtllbone.,
umhe� of Unu kkts IGreta ar CUN Openly)
No =
Water Depth at Flow I- beside of kcal depression)
PoMIy Dapm=
inches
rate Intern allon
MINOR MAJOR W Coamee Driji
ear of a Jon Gum
L.(G)'
to.
pth of Uhll Oral.
W, =
teal
ee Opening Ratk tar a Grate (lypicel values 0. 15-0.90)
A.. =
bg0iy Fedor for a tal G.I.N twl value of-0.70)
CF(0)=
tale Weir Caretaker! finalvalue Cl5-3.e0)
C„ (G-
rate OalCaeRnent(tallwalue Valf -fuji
Ce(G)
urb Opanmp Informal..
MINOR MAJOR
elgib W a Unit Curb Opening
L.(C)-
(ea
Ralph of Vern.1 Curb Openly in ladles
H.a=
lochs
ei of Curb Oaf. These In hrcM1ee
Hn„m =
i1
yle.I Throat flee USDCM Figure CT-5)
Them =
agrees
He WMNfor Depression Pan brplially lhageter wklh of 2 feel)
Wr=
fed
Crafty, Fedor far a Sil Curb Openhg(Iypical value 0. 10)
Ci(0)=
ulb Opening Wa r Coeffidare (rypNal ualue2b311
C, (C)=
mh Openly Coke Coeffidam (Feel value 0.50-0.70)
C.(C) _
Lm Head a ce Reduction C Iculm d
MINOR MAJOR
Depth for Glade Wall
tlma. _
Doll for Curb Cenral Weir Equation
el
Comninmian lnfaf Performance Paelbn Fedor br Log lean.
AF..ys,o.=
Curb Opening Pmformar. RelugWn Fagar for Long Inl.m
RF,,-=
raleh Intel Performance Rehlx1ka Fader for Loy let.
RFe,.r=
MINOR MAJOR
Total Inlet Interception Capacity(essumes Clogged Canadian)
Q.
ea 25.a lie
IAI - 1n a Peak for Major Slorm
OwM.r.—F.
s.. ZaLe
COOT Typa Opmlrq
)Curb
3 00
i
g.a
tz.g
NIA
N/A
NIA
NIA
rvrA
NIA
N/A
t0.00
BW
B.00
e0A0
2W
o.tg
n lg
9.80
gsr
NIA
NIA
039
003
0:5]
1 00
O.B3
1.00
N/A
N/A
J
U0.able W.01, InIeN2A 619/201Y.11:19 PM
INLET-M
INLET IN A SUMP OR SAG LOCATION
,1=Lo (C){
H-Cum H-Van
WO
WP
W
L.(G)
3,,I,alnicarear n In ul �I
ype of lnlol COOT TpaPGuIO CPrmnO J
TW.-
MINOR MAJOR
ralD(aIEJIOnal to wmenee.sur aBplWbn . som'ONbw')
ri.
rrclmn
owner.1 Can at (Drale or CUM OpMYaq)
N0 -
sterDepth at FbMnie(ouml0e of bul0•gruon)
Penal, DepN.
ncaes
Drive Inbrmtllon
MINOR MAJOR W OwmOe D,,s,
Ia of a Una G.m
uet
MM1 of a Car Gala
W., •
Joel
reater Operate Rude be aGlale llyplralvrlin. 0.'59W)
hr-
k IM Fat for a SiMb, Grain (yphul value 0.W-070)
G(G)-
men Won CanOir a rt Uyp¢. venue 2 le. 3 W)
C. (0) -
rateOnbceCanpinnalgb,balvalue0Wb O.W)
C.(G)=
orb Oga®rs Mlwmtlbn
MINOR MAJOR
aFglb of a Unit Curb Onto,
L. (C) -
ant
sent of VONrul Curb Opentig In III
Haa.
want or Curb Onbm Tread. lncn-
H_•
rgk al Tnroal loran USDCM Fgue ST-5)
TM1M• •
pe Walrb toi Deprrauvwn Ponflyprelly lMOMfor wn0121.1
Wv'
awFehr
N
for a Snyle Curb Opervrg IIII for. 010)
Or (C)urn
Op ra, wwr Coalition. fiyploal value 2.13.7)
C.(CI'umopmttgonbceeoemerenit'hoovelueo
00 - 070)
C„(C)'aw
Hetel PrHormarrw Radactlon Cticulalee
MINOR MAJOR
I for a'.. M.wtlrn
do —:Win
for Curb Opamrg Won Equation
Ec„amnlnallon
Intl Paaboban ce Re]ugpn Fatlm fur L., lnle.
RFr,�,�„,-
uM Openirq Porlurrwrre Rodur ion F.. ba L., Iol&s
RFr,,,>-
releJlnblPwlornenva Reduction FrMm br Lnrg III
RF,._.MINOR
MAJORo[al
lnletlnterceptlon Capec"(assumes cloggeD canDitlon)
a •
s.! SaInapwlySGOGG
IinMlnor nnJ Meur SlurniN'O PEAKI
Gwa.awwu'
It1 113
N/AN/ANIA
NIANIA
N/A
tOW000sODNb3.000.10
aao
p.m
WA
WA
0.!!
O.aJ
0.!)
i W
021
1.00
WA
WA
UPINII_W.01, INet-JA
519I201 ], 1120 PM
,r—La IC) •I,
H-Curb H-Verl
Wo
Wto — IN
La(G)
mmon Orman I COOTTp RC.MOP.nlnO
anmman
Type:
Correlation laddilonM but coMlnwlro 9ubar drefterno a front G-AIIUW)
4w`
nor of Unit Irwin 1Grele or Caro OW.,)
Nor-
n OePIM1 el Fbwlbn(.tod. of brat Jeer o)
PortlYq 0,10
In of a Una Gmm
b IO)
1 or a UnA Grain
Wn •
Conform Rabb for a Grate III vNes U 15-0 Pat
Aa
JIM Fatlar lot a SirgM Grate (lyrical iff 0 50 � 0701
G la)
Wen coenloor" b " vela. 215.3 N)
i (a)
tonfeacoef5wemtanoelvalenorio owl
C„181
OPanlnb lnformrtlw
In of a Unn Curb Orenlrp
L. (c) •
u o1 vemtel C.. connate, In Inches
H-
A .1Curb orir TMan In 1.
H..e-
r of TNoal (caa USCCM Figure SL5)
TMM •
W nlb for Carferell Pen RyPlcaEy, a1a eubrerwOn.121")
W. •
IN F., to a SNW Curb OPuntq fleebal vffiw 0. to)
C. (C).
oconut, Web Cwlnnnfm (tminl valor 213 71
C. (c)
opernrg orair. Confncmnt(bo lvexn 0w-0lot
C. (C)
for Grate MdwMa do—
lor Curb Coemtg Wan Etlualrn 6:..
nation lneaf Patlmmmca ReducLon Factor for tarp Inaft RFr,..y..e,
)pennon Ple ormanoa RW udern Fadm for WIN WIN, Hil—
I Inlet Performance Reeudbo Former lot Lore Inlet Rh,...
tl0rception Capacity (assumes clogged condition) Q.
ISGOO, .vO PEANI Orvunemnrr
coor rpRa R club oP«xre
]W
1
Bp r
MINOP MNOR
ncMe
rcM1ro
W ovamae Corona.
WA feat
N/A feet
NM
N/A N/A
Well
WA
tom
I.,
noner.
6.00
e.w
f.
Wmee
bere
MA0
2.00
0.10
0.10
3N
o.m
MINOR MI
NM N/A
0.]3
F.
0.57
1m
Ir
0.
tm
WA
N.
UG-Intet_14.01, Ilmlel-SA 5191201T, 11:20 PM
IN A SUMP OR SAG LOCATION
,�—Lo (C).
H-Cure H.Van
WO
Wto
W
La(G)
an of later„Ion flacon CDOTTypaRCurprDMp O
rate
I Dupreeebn(abAbrellp wMNww Orrller tleprmbn'e'Irom'O-Albw')
er'
aer at UM IMMe (Onfor or Curp Operate)
No
or Depth at FWeOrle (ouMMe of WCN deformation)
PoMLe DwIF
e lnlpnnFllpn
m of a onA Gale
4101'
a of a Dahl copper
W o'
creep, Ratio fora 0m1e(Iyplael veluw0 1".00)
h..'
pare Fed., far n What. Good. ("I" value 0.50- 0.10)
Cr (0)
1 war coell¢Iwr(NoNral value 215. 300)
C. (G)•
s Oaflm Cooflbleat (tvioel value 0 an- OHO)
C. (G)
I Opnln0lnlofinetlon
m of a Unll Cup Op rnla0
4 (C) •
at of van"I Orat®r OpennO hawses
H•„I
It of cwa onfke Threat In )..a
Hiq
. of Throtl lees DSDCM Feun ST 51
IDda
WWIa tar De ,.. Pan (t,koflly the BWar wMltl of 21")
W,.'
jlre F WWr Far a Glreb OUN Openae (tylrcel ash. 0.10)
C, (C)'
OWN wolf coemdeM ( w—t aerate 2.33,1)
C, (C) `
open, DNIw Caelndml l+ypacal-tee 0 W - 0 70)
c.. (c) •
for On . MW.411,
br Cup Open, Wen Eeuellon
4.n'
Ilratern IN. Per.... ReOucllon F'.., br Lore ankle
ptfr , :
Open, Perlormanw Reoudbn Fedor for Lore arras
RFIu-
J Inkl P.Rarre lw Renudwn Fedor to L., Inbk
RFo...'
Inlet Interception Capacity(assumes clogged condition) Q.
rnnrlrr 1.1 000O 1nr M,n or nna M.nnr Slnrnrnl aO PEArtI a--- n
MIA
NIA
NIA
mNIA
NIA
NIA
NIA
MAJOR
CDOT Type R Cur! Opemrlp
J.00 Irbum
t
8.0 n.0 Indoor,
MAJOR W OvemEe Depth.
tent
Nor
MINOR
15.00
MAJOR
lad
am
Incnne
e.00
mcnee
040
Porw.
300
a n
0.10
0 la
0w
om
1 JJ
WNIANIA
100
1 w
NIA
MAJOR
110.1n1et vA.01. Irea-OR WQ011.1120 PM
T'—LO (C)T
H-Cub H-V.M
WO
wp
so
LO (G )
),,I,R pf,MR0-p1 -
MINOR MAJOR
ypepl,nlet COOT T)peft Cub Opening
Typo=
COOT
1 Depreeegn(eEOtl4nnl b Rods.. We, repression 'e' 1mm G-All—)
""'
Incnnx
umbel of Unit Inlets (Grele Or Cub Openhq)
No
star Derl M FIDWInt(oWMo of N,,W depression)
petMtrg ONoth=
Ird'.,
Me Myennelon
MINOR MAJOR I�Ouemae Deptbe
wglh of M Unit 0.1.
L�(G)=
1-1
Allen of a Unit Grote
W„-
.tot
tee Opening Fall. for a class (Intent veW.0.160.00)
A,.o'
I ,I, Fedor lot a91,1. Graf. logical.MtM 080-0,70)
4.IG)
role Wen Coebdnnt (RPlpel value 2,16- 3e0)
C. (G)
rob Ortl COeffldesl (typical vela. 0, W - 0.e0)
C. (G)-
meOpening lnlermallon
MINOR MAJOR
south of a Unit Curb Consist,
L.(C)`
Fort
ett,hl of VaN,cal Curb Opening In trees
H..n=
InpM1m
eght of curb OOOca Thmat in Most
H.—
IMOM.
ryM of Threat (see UBDCM Flyurr BLB)
TMIe'
IW taee
IW WMb for Deensewn Pon(tW"ly tin gullerwq .12 feet)
We`
lee,
Mg01F0 Fedor for a Gogle Ours Opens, (ypNet vMbre 0.101
Q tc)=
cab Op." Won Coeelneb (Nelson.1w 2"7)
C. (C) `
uro Opening Onflce Caemcrore (ryplW VIAM o.eo-0 70)
C. (C) -
PM Redudbn CalcultleJ
MINOR MAJOR
f0r Grlb MI.Not
Bus` 8
spin br Curb Conn.o Wen Enueu.n
Cr— `
b
Ombenson Intel PMwmanon ReelucbOn FMot lot Lmq Inters
RFu,.., -
ub Openng PerlOrmence RWudbn F., Im U., Inlets
RFpy =
rase Inbl Pisormwoo Redr dan Factor lot lmg Inlets
if
MINOR MAJOR
Ocal InIW InNIO: IIOO GepeCHy (868UTe8 CIOgQBG CORGRIOn�
Qea
8.3 10.] CIS
Inlet CannmvrS GOOD I.1 Yinm sett Mom SmnnMaO PEARI
Q. I,t—o
1.8 B] ds
Tyco R Cum Onomrq
3W
1
e.0 110
N/A
N/A
NIA
N/A
N/A
N/A
NIA
tong
e.ao
e.W
ea ao
2:ao
0.10
aW
o,m
WA
N/A
o.eg
oso
Od]
Di5
0B3
100
WA
N/A
U0.1n1e1 v4.01, InIe46C SIB12(11I, 11:21 PM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor d Major Storm) )
lnm
wn RNoweflk WMN to, SoreW 6WM C.
Slane eemmt Curb (I.eve conk for no mnvayarm min celem Cum)
rmp a nonplusses annual Cams (Wvally Important 0.012 and o.M)
of Curb at GUMr Flow Lma
a Imm Coro Firm to somal Cm
ra Sbne (1,rualy x Induce ovm 2,l acnn or 0.o0S nm)
tMJlnel Slope- Eller olor sump cmNnMn
RoWI nese for Street Carbon (tm✓-ally prosper o 012 and o.oxot
rob SPnW br Mlrwr 6 in.)., Storm
role pegM1 at GMer Fbwllue for Mirror 6 Major Storm
Depth at Strait Crawrr (I"ve bin" rot mr)
♦lloweble Capacity is eeesa on N rth Cmerlon
•llowebb Capacity I. b.wa on 0.pth Crlmnon
T_=-.= too p
s1C.= U. nm
rvw.= Omm
Won = B00 Y¢M1m
Too-- b0 11
W = 00 fl
S,= 000
s:.= ooas nm
S, o.000
n..... = 0.013
Minor Stom Mepr Sbrm
To,. -F 120 aaa fl
d s, a.o txa Inclw
r r ch..l • yea
Minor Slarm Ma ai Sloim
q,rw.• SUMP SUMP of.
UO-Inlel v4.01. Inlet-6A 519120V, it 21 PM
INLET IN A SUMP OR SAG LOCATION
,--Lo (C)K
N-Curb N.V."
We
Wp
W
Lo(G)
In Il
upon noul) COOT Tpe If Curb Corning �
ul nnl
T pe:
Connors— latintA In, oombe a Bute, re uenalon'I from 0 Allons)
so -
., of Un,I plate (GrNe or Curb OWI,)
No
r Debi, M FlowlFv Intends of bW tleprtYbn)
PgtlXq Coco,
InNemallor
n of o Unit Go..
le (0)"
I u n Unn Grnle
W.
Onemmp Ralp for a Code Gynrol velwe o t1 Og0)
Av'
nqf Fnam for a Slrgb Grate (byglul Value 050.0 70)
G (G)
War Contribute (fY "V91u 210.5.00)
C. (CS):
Orton Cootr¢Imnl(typical Velu (I'M-0,W)
O,(G):
Opening information
If or a Unn Curb Cirrus l
t„(C)I
it of Vertical Curb opening In Inatures
N,.,,:
II oI Curb griper Three, In nrclln
N,.m'
of Tbmef (son USOCM Figure ST 5)
There
Width for Oopremlon Pen (ly0laally Ion guller each of 2 Nei)
W.
II, Fadm lm .Slagle Curb Openllg(typkelvalue0f0)
C,(C)'
Opening Wait Coefetlent(IypIW value 230.21
C,,(C):
Openblp Conn. CoetrlaNnt(1,lom) velw b.eo. 0 0)
C,(C).
I for Gale M10wNln
Ely,,,:
I for Curb Corona Web ENualbn
0c.a'
tlnelron Intel Perlormenu Rechristen Factorfor Long lnlau
Opens, Pelbrmenoa ReEuclNn Factor for Lang fears
RFo.:.'
It lnNr PMmmmu Redugbn Factor for Long Inlet.
RFc,-:
Inlet Inrorceptlon Capacity (assume clogged condition)
ll -lnleLv4.01, Inlet -SA
00
DD
m
0.
0.67
N/A
NIA
010
aeo
0.91
0&1
car!
I 100
N/A
I WA
0„ar00e Dep01e
art
none.
norm
IPoree.
J
&9/2017,11:21 PM
■"■■■■■
N!
■■'■■■■
■■1,■■■■
■■"■■■■i
■■■■■■■
■■■
.■■■■■■�
■■■„■■■■■■I
■■■„■■■■■■'
■■■■.■■■■■I
■mmmmm■m■■I.1
■■■■„■■■■■�
■■■■M
MEME■�
■■■■.I„■■■■m
■m
Imlhqhm■■�
• �
m■■■I_.
MEmm
m■■■I
II■■E\■1
IImmmu\I
I
I
■mm■I
■■■■MIMMM
W�►"
■■■■■Im■■sMMMMMIMMMM
ME
0
0
0
0
- o
O O O o O o 0o O o 0 0o O
O o 0 0 o O o 0 0 0
O 01 W r 10 h O 17 N � O
(s)o) Alioedeo
I
N W W
a I
. 10110111
Ell
Ell
I: ■���1
IJ
\
Ir
M--_1
■--
�1111IMEM1
■EME
�___,_■__
■____,__
MNM
ill •
■_____
,_
■
s
--
--
--,--
--'■
E
--■'-
---'-
1_
__
.
=Kim=
maim�
mmmm
mmmm
mMMLUMMM
--\----�
==a\===i
---,---m
--_---m
,
m
0
d = �
� d N
oN� II
0
0
a
t7 Ol fV tV r' s G
LL
(sp) 43edeo U
� o
N O
R
O N
I
e N � yob
O N I O
O
O
Capacityjcfa)
O O O
{NCI {J {4�11
O O O
� O
� O
� l
J
O
l
v
m
0
1 /
APPENDIX C
Storm Sewer Design
U.
M
N
x
A
LLaaada
LL
as
a
LL
a
aaaa
a
a
cncn(n
m
UUUUUU
U
UU
U
U
u
UUUU
U
U
000
0
�m����
m
��
m
�m��
¢¢¢
¢
v
a
a
c
a
E
Doi
m
vv
D
D
v
cowo0m
D
v
tmm
o
m
(D
CD
n
In
to
V
M
S
N
N
M
M
M
N
N�
W
o.
a
N
U
0
N
N
N
1-
Ln
co
co
O
CO
i�
N
O
CD
coO
N
I-
r
r
O�
O
Ln
U[
M
N
N
(D
co
co
S
LL
co
(N
N
O)
O
N
N
W
CDN
V
<" )
V
It
(D
co
N
pp
N
O
C
co
(D
CO
N
N
N
=
M
in
V
V
co
m
y
N
0
C)
a
a
L
¢m
C)OWLL
(D
2—
¢
¢
¢mUQ
W
¢
¢mU
¢
N
M
Ln
(n
LO
(D
m
3
v
0
w
w
_
E
J
J
m
O
F
U
¢
m
F
¢
¢
¢
m
U
¢
¢
m
U
¢
4)
¢
m
U
2
N
C>
Ln
¢
mLI?
to
O
r
r
r
OJ
0
H
HF-
Np_
=
2
2
S
W¢
W
W
W
m
W
W
W
2
2
W
W
W
W
W
W
W
J
J
J
J
J
J
J
J
J
J
J
J
J
J
Z
Z
Z
Z
Z
Z
Z
Z
Z
—
O
0
a
a
E
¢am
¢
�22SSW
S
22
2
co
(nWSS
2
�
(nW
W
cn
O
W
J
W
W
W
J
cG
W
W
J
J
W
0
LL
Z
—
LL
LL
LL
Z
LL
LL
Z
Z
LL
O
U.
U.
N
M
tP.
¢
(D
r
r
r
o]
O
O
O
0
0
O
I?
O
O
CD
O
O
I?
O
O
~
(n
co
(n
cn
(n
(n
(n
(n
(n
(n
0
a
S 1 -0 1, ST-0 1 A, ST-0 1 B, ST-01 C
100-yr Design Storm
Tailwater Elevation = 4838.59
DUMMY NODE INLET ID
t IE 10
lY NODE OUTLET A
DUMMY NODE IN1li1'-1C
G DUMMV NOW.[NLRT-IH
�O
O�
Y
IJ IA FES-lA
DUMMY NODE OUTLET STRUCTURE POND B
Manhole Input Summary:
Given Flow
Sub Basin Information
Ground Knw Local
Drainag Overlan Gutterrelo
lement Ekvation Cootributio
rver'an
Runoff Syr
a Coeff-icien Coefficien d d Lengt
Name nn
w
Area Lengthlopeh(It)(olsS
(cfsAc.tt(ft)%)
(ft)
FES-IA
4850.00 70.00
0.00
FO.00 7 0.00
0.00
F 0.00
F 0.00
0.00
70.00
1 A
4850.87 F66.22
F 0.00
0.00 0.00
F0.00
F0.00
0.00
0.00 0.00
1 B
4849.32 62.72
0.00
F 0.00 F 0.00
0.00
F 0.00
0.00
0:00 FO.00
IC
4846.35 62.-
0.00
o.00 0.00
0:00
0.00 0.00
0.00 0.00
II
4845.89 18.90
0.00
0.00 0.00 0.00
0.00 0.00 0.00 0.00
DUMMY
NODE
4845.89 I8.90
����������
0.00
0.00 0 00 0.00
0.00 0.00 0.00 0.00
INLET-1 B
1 D
4849.17 29.77
0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
1 E 4848.26 20.85 0.00
0.00
0.00
0.00 0.00 0.00 0.00 0.00
C�
IF _4843.00 2.70 . _ 0.00 0.000 OAO� 0.00 _ - 0_00 I _ O.00 : 0.00 D
OUTLET A F
43.00 ( 2-70 - 0.00 0.00 0.00 F7oo-
Foo-oJl-o-oo
lo-oo-
0 00
UMM
UMM
NODEY 4848.26 18.22 0.00 r 0.00 0.00 ; 0.00 0.00 "[ 0.00 Fo
.00 0.00
INLET -ID
I - 1G - .I 4848I1 _0_00
_-._-_. -0.00 _ L_ _0.00 -1- -0_00 11_ 0.00 _'1 0.00 10.00
DUMMY
1 " �
NODE 4848.11 9.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 INLET-
IH 1 4845.89 1 22.16 1- - 0.00 _ I 0_O0 I_. 0.011 ..I _ O.UU it O.UUq 0.0U ,1_ U.W
DUMMY
INTT
ODEA 4845 89 22.16 o oo 0.00 J 0.00 0.00 0.00 0+00 0.00 0 00
lJ 4839.25 10.51 0.00 jQ7W71 0.00 0.00 0.00 ! 0.00 F 0.0o 0.00
DUMMY ' Foo
DE OUTLET 4839.2510.51 ,[ 0.00 0.000.000.00 0.00 0.00 ! 0.00
STRUCTUR;
E POND B .
Manhole Output Summary:
Local Contribution Total Design Flow
Overland
Gutter
Basin
Local
Manhole:PeaF
Element 1
Time
Time
Tc
lntensIt
Contrib'
Coeff.
Intensity.
Tc
FloComment
Name
(min)
(min)
(min) ,
(in/hr)
(cfs)
Area
(in/hr)
(min)
( cfs
-
-
1 FES-IA 1 0.00 1 0.00 1 0.00 1 0.00 :1 0.00 '10.00 1 0.00 1 0.00 110.00:1
IA 0.00 0.00 0.00 O.Oo i 0.00 0.00 0.0o 0.00 66.22:F
_ IB 0.00 0.00 0_00 0.00 0-00 ^0_00 0.00 0.00 62.72,�
1C 0.00 0.00 0.00 0.00 j 0.00 0.00 F 0.00 F 0-00 62.72
11 0.00 0.00 0.00 F 0.00 iF o.00 10.00 F o.00 F 0.00 + 18.90 F-DUMMY NODE 0.00 0.00 0.00 { 0.00 ! 0.00 0.00 0.00 0.o0 18.90•F
INLET-1 B
1 D 0.00 0.00 0.00 0.00 To To 0.00 T 0.00 29.77 F
I 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 20.85F
1 F _ OAO J 0.00 0.00 0_00 0.00 10.00 OAO ; O to 2.70
DUMMY OUTLETODE A IF 0.00 0.00 0.00 0.00 0.00 + 0.00 o.00 o.00 2.70
D INL T-IDDE 0.00 0.00 0.00 0.0o 0.00 0.00 ' 0.00 ! 0.o0 18.22�
1G 0.00 0.00 0.00 0.00 I -o-o 0.00 0.00 i 0.o0 19.53'F-
DUMMY NODE 0.00 0i00 0.00 0.00 ( 0.00 . 0.00 0-00 0.00 9_53
INLET_1C
I H F0.00 10.00 0.00 0.00 I 0.00 0.00 o.00 OAO 22.16
DUMMY NODE 0.00 0.00 0.00 0.00 f 0.00 0.00 0.00 0.0o 22.16 F
INLET IA
L
Ii F o.00 Fo.00 o.00 F o.00 F o.00
o.00 F o.00 F o.o0 10 51
DUMMY NODE
Surface Water
OUTLET o-oo 0.00 0.00 0.00 0.00
0.00 .00Fo oo
F
STRUCTURE POND B
IFo(Up cream)
Sewer Input Summary:
Elevation Loss Coefficients Given Dimensions
Sewer
Upstream
p
Cross
Rise
San
pName
Element
Lengthvert
Nstream
fSope
Invert
Fnings
Bend
Lateral
(ftor(ftor/o)
(ft)ft)
u
(ft)
Loss
Loss
Section
in)
in)
lA 144.20 4834.82 0.2 4835.11 0.013 0.00 I 1.00 CIRCULAR 160.00 60.00
� in in
54.00 54.00
1B 538.76 4835.21 0.2 4836.29 0.013 1.32 0.00 CIRCULAR
in in
in in
1C 595.72 4836.39 0 2 4837.58 0.013 0.05 0.25 CIRCULAR" 54.00 54 00
11
65.46 4840.09 in in
I I.0 4840.74 . 0.013 1.32 0.00 CIRCULAR 24.00 24 00
DUMMY IOBDE INLET- 1.00 4840.73 1.0 4840.74 0.013 0.25 0.00 CIRCULAR 36.00 36.00
in in
in in
1D 543.71 4837.68 0.5 4840.40 0.013 0.05 0.25 CIRCULAR F00
00lE 18.53 4840.50 0.5 in in 4840.59 0.013 1.32 0.00 CIRCULAR.00 36.00
I in in
IF 51.30 4840.69 0.6 4841.00 0.013 0.05 0.00 CIRCULAR 18 00 18.00
DUMMY OUTLETODE 1.00 4840.99 0.6 4841.00 0.013 0.25 0-00 CIRCULAR 18 00 18 00
in I in
DUMMY NODDE INLET- 1.00 4840.59 0.5 4840.59 0.013 0.25 0.00 CIRCULAR 36.00 36.00
in I in
I G 78.58 4840.50 OS 4840.89 0.013 1.32 0.00 CIRCULAR 18 00 18 00
DUMMY NODE INLET- 1.00 4840.89 0.5 4840.89 0.013 0.25 0.00 CIRCULAR 18 00 18 00
1H 14.00 4840.08 1.0 4840.22 0.013 1.32 0.00 CIRCULAR 24.00 24.00
DUMMY NODE INLET 1 00 4840.21 1.0 4840.22 0.013 0.25 Fo
.00 CIRCULAR 30.00 30.00
1J 52.00 4836.99 0.5 4837.25 0.013 0.05 0.00 CIRCULAR 36.00 36.00
DUMMY NODE
OUTLET STRUCTURE [100.4837.21 4.1 4837.25 0.013 0.25 0.00 CIRCULARFn
36.00
POND B
Sewer Flow Summary:
I Full Flow
Critical Flow Normal Flow
Capacity
j
Surcharged`
Element
Flow
Velocity
Depth,
Velocity
Depth,
Velocity,
Froude
Flow
Flow
Length
Comment;
- Name I
(cfs)
(fps)
(in)
(fps)
(in) -
(fps)
Numbed
Condition
(cfs)
(ft)
IA 116.79 5.95 27.531 7.54 ! 32.35 i 6.13 0.73 Subcritical . 66.22 0.00
IB f 88.18 5.54 27.64 7.66 ' 33.65 6.02 0.69 Subcritical 62.72, 0.00
IC-1 88.18 5.54 27.64 7.66 ! 33.65' 6.02 0.69 Fsubcritical 62.72 0.00
I I-i 22,68 7.22 18.77 - 7.17 16.74, 8.08 _ L26 _ Supercritical' 18.90
DUMMY NODE',' 66.88 9.46 16.72 5.88 13.09 8.14 1.60 Supercritical 18.90 0.00 IF
INLET-1 B
1 D ; 101.84 8.10 19.41 6.25 17.78 ; 7.03 1.18 ,Supercritical' 29.77' 0_00
IE ! 47_29 6.69 '17.60 6.07 l, F,6.73 6.48 1.10 Supercritical 20.85r 00 IF
1F 8:16 4.62 7.48 3.89 j 7.13 4.14 1.10 r Pressurized' 2.70 51.30 i�
DUMMY OUTLETODE' 8.16 -4.62 - 7.48 3.89 7 13j 4 l4 1 10 Pressurized 2_70 1.00
DUMMY NODE 47 29 6.69 16.40 5.81 15.51 , 6.26 1.1 I Supercritical 18.27 0.00
INLET-1D :F������ � I - I
I 7.45 4.21 18.00; 5.39 j 18.00; 5.39 0.00 Pressurized 9.53, 78.58Jl
DUMMY NODE; 7.45 4.21 18.00; 5.39 i 18.00" 5.39 0.00 Pressurized 9.53i 1.00F.
INLET -IC
1H 22.68 F722 120.16 1 7.87 1119.19' 8_23 1.12 'Supercritical F22.16F 0.00
DUMMY NODE 41.13 8.38 19.21 6.67 � 15.68 { 8.53 1.48 Supercritical FIT
0.00 ;I
INLET IA
1J 47.29 6.69 12.32' 4--9 11.53' 3.38 1.14 Supercritical.10.51 0.00
DUMMY NODE F678
OUTLET
STRUCTURE [135.42 19.16 12.32 4.92 11.37 3.19 F
rcritical 10.51, 000
POND B I! 1 �
• A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
• If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
• If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
Existing Calculated Used I 'I
Element rF
ak Cross Area Comment
wRise Span Rise Span Rise SpanName s)' Section (ft 2)
IA 66.22 CIRCULAR 60 00 60.00 54.00 54.00 60.00 ; 60.00 19.63
m m m m m m
- - -
54.00 54.00 488 00 FI 48.00 54.00 j 54.00
1B 62.72 CIRCULAR 15.90;
' S4 00 S4.00 48.00 48.00 54.00 54.00
1C 62.72 CIRCULAR 15.90
in in in in in in
24 00 24.00 24.00 . 24n 24.00 24.00
11 18.90 CIRCULAR`������ 3.14
m m m m m m
DUMMY NODE INLET-1B 18.90 CIRCULAR, 36.00 3 1.00 . 24.00 24.00 36.00 36.00' 7.07
in
n in I in in in
48 00 48.00 33.00 33.00 48.00 48.00
- 1D 29.77 CIRCULAR,���FF� 12.57 F
m� m m m m m
36.00 36.00 27.00 2Z00 36.00 36.00
lE 20.85 CIRCULAR 7.07
F-�
m m m m m m,
-- - - - _
- - - - j�
18 00 18.00 12.00 12.00 I8.00 18.00
1F 2.70 CIRCULARI .' �,FF�� 1.77 F
m m m m m m
18 00 1 in 12.00 12.00 18. 00 18.00
DUMMY NODE OUTLET A 2.70 CIRCULAR ������ 1.77
m m m m m m
36 00 36.00 27.00 27.00 36.00 36.00
DUMMY NODE INLET -I D 18.22 CIRCULAR ���i��� 7.07
m m m m m m
Existing height is
smaller
than the
suggested height.
1G
9.53
CIRCULAR
18.00
in
18.00
in
21.00
in
21.00
in
18.00
in
18.00
in
.
77 1
Existing width is
smaller
than the
suggested width.
Exceeds max.
Depth/Rise
Existing height is
smaller
than the
DUMMY NODE INLET -IC
9.53
CIRCULAR
18.00
in
18.00'
in
21.00 '
in
2I.00
in
18.00
in
18.00
in
1.77
suggested height.
Existing width is
smaller
than the
suggested width.
Exceeds max.
i
Depth/Rise
1H
22.16
�1-.
CIRCULAR
24.00
�n
'
24.00
m
24.00
m
24.00
m
24.00
m
24.00
�n
3.14 .
- - -
DUMMY NODE INLET IA
22.16
CIRCULAR��
30 00
m
30.00
m
24.00
m
����
24.00
m
30.00
m
30.00
m
4.91
lJ
]0.51
CIRCULAR
36 00
in
36.00
in
21.00 .
m
21.00
m
36.00
in
36.00
in
7.07
DUMMY NODE OUTLET
STRUCTURE POND B
10.51
CIRCULAR
36 00
in I
36.00
in I
I5.00
in I
15.00
in I
36.00
in I
36.00
in I
7 07
• Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
• Sewer sizes should not decrease downstream.
• All hydraulics where calculated using the'Used' parameters.
Grade Line Summary:
Tailwater Elevation (ft): 4838.59
;[__1
Invert Elev.
Downstream f
Manhole HGL ; EGL
Losses
Element Downstream Upstream!
Bend rLateral Downstream Upstream, Downstream Friction, Upstreaml
Name (ft) (ft)
(ft)sLos(ft) (ft) (ft) (ft)Loss (ft)
IA 4834.82 4835.11 0.00 0.00 4838.59 4838.67 ' 4838.86 0.12 4838.98
1 B 4835.21 4836.29 0.32 OAO 4839A0 48395I 74839.30 0.63 4839.92
1C 4836.39 4837.58 0.01 F0.18 4839.74 4840.50` 4840.12 0.90 4841.01
11 4840.09 4840.74 0.74 0.00 4841.48 4842.30 4842.49 0.61 4843.10 ;
DUMMY NOBDE 4840.73 4840.74 0.00 4842.95 4842.95 4843.13 0.00 , 4843.13
10.03
INLI
D 4837.68 4840.40 0.00 0.22 4841.13 4842.02 4841.24 1.39 ! 4842.62
lE 4840.50 4840.59 IF0718 0.00 F 4842.55 484255 4842.80 0.03 4842.83
1F 4840.69 4841.00 7o --0.00 4842.80 4842 83 4842.83 0.03 F 4842.87_'
DUMMY OUTLETODE 4840.99 4841.0 1 0.01 0.00 4842.84 4842.84 4842.88 t 0.00 f 4842.88
DUMMY NODE 4840.59 7 4840.59 0.03 `OAO 4842.67 4842.67 ` 4842.86 0.00 , 4842.86 I
INLET-1 D
I 4840.50 4840.89 0.60 0.00 4842.77 4843.41 4843.22 0.64 j 4843.86
DUMMY NODE 4840.89`! 4840.89 0.11484352 484353 i 4843.98-; 4843.98
-0.00-i J001
INLET -IC
IH 4840.08 4840.22 1.02 0.00 484L68 4841.90 4842.73 0.13 4842.86
DUMMYNODE 4840.21 4840.22 0.08 0.00 ' 4842.62 4842.62 4842.94 0.00 ! 4842.94
INLE
1J 4836.99 4837.25 0.00 0.00 4838.90 4838_90 4838_98 0:03 4839_Ol I
DUMMY NODE
i
f
OUTLET
STRUCTURE 4837.21 4837_25 FF4839.780.000.00 4838.91 4839.7414839.78 ;
POND B
• Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a
sewer.
• Bend loss = Bend K * V_fi ^ 2/(2*g)
• Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g).
• Friction loss is always Upstream EGL - Downstream EGL.
ST-02
100-yr Design Storm
Tailwater Elevation = 4848.00
Manhole Input Summary:
Given Flow Sub Basin Information
Total
Ground Local Drainage Fve Overland Gutter[Gu
tteElementKnownRunoff 5yrElevationContribution
Area Slope Leng[h elocity
Name Flow Coefficient. Coefficient
(ft) (cts) (cfs) (Ac.) (%) (ft) (fps)
FES-2A 4842.00 0.00 0.00 0.00 0.00 0.00 o.o0 0.00 0.00 0.00
2A 4849.79 32.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DUMMY
NODE
4849.79
������i����
32.58
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INLET-2A
Manhole Output Summary:
Local Contribution Total Design Flow
Gutter
Basm
Local
Manhole
Peak
FOverland
Element
Time
Time
Tc
Intensit
Contrib
F0eff-�
Intensi
Te
��
FlowCommentName
(min
(min)
(min)
(in/hr)ya
(cfs)
(=Isi)
(mm)
(cfs)
FES-2A 0.00 0.00 0.00 0.00 0.00 0.00 I 0.00 0.00 0.00 I Surface Water Present
- -- -- -- - -- _ (Upstream)
2A 0.00 0.00 1 0.00 FO
.00 0.00 0.00 0.00 0.00 32.58 Surface Water Present
(Downstream)
11 DUMAMY FFF��FF[NODE
INLET- .00 0.00 0.00 0.00.58
L]
Sewer Input Summary:
Elevation Loss Coefficients Given Dimensions jl
Element
Sewer
Downstream
Slope'iInvert
Upstreami
Mannings'
Bend
Lateral
Cross
Span
Len tr
Invert
I
[Rise
orft
orName
(in)
(f j
(ft)
(%)
(It)
n
Loss
Loss
Section
in)
2A 56.93 �- 4844.00 '1 0.5 4844.28 ',1 0.013 1 0.03 1 0.00 CIRCULAR 136_00 in 136.UU in
DUM L T NODE 1 00 4844.28 0.5 f 4844.28 , 0.013 6 0.25 0.00 CIRCULAR 36.00 in 36.00 in
Sewer Flow Summary:
Capac ty CFull Flow ritical Flow Normal Flow
SurchargedLengthCommentName
Element
Flaw
Velocity .Depth.
Velocity'
Depth
Velocity
Froude
Flow
Fw
(cfs)
(fps)
(in)
(fps)
(in)
(fps)
Number•
Condition
(ft)
2A 147.29 1 6.69 �22.23'� 7.11 121.96 1 7.21 1 _1.U2 jPressunzed,j3Z.M,j j6.93 ,1-
D INLET 2UMMY 0DE 4Z29 6.69 22.23 7.11 21.96, 7.2] i 1.02 Pressurized 32 58; 1 00
• A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
• If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
• If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
Existing F Calculated Used
PeakFIross
Element
Fcf)ection
Rise
fSpan
Rise
Span
[[['Area
Rise
Span !
CommenC
Name
(fN Z)
-
-
-
-
-
_2A_ 32.58 Rini' 36.0U m 33_AU -m- 33.0U m 36.UU in 36.UU m! L(rl -0
DUMMY NODE INLET-2A32.58CIRCULAR3600in36.00n33.00 in33.00 m36.00 in 3600injl 7 _
• Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
• Sewer sizes should not decrease downstream.
• All hydraulics where calculated using the'Used' parameters.
L-1
Grade Line Summary:
Tailwater Elevation (ft): 4848.00
Downstream
Invert Elev. Manhole HGL EGL
Losses
BendF
Friction
Element
Downstream
UpstreamDownstream
Upstream
Downstream
Upstream
Name
(ft)
(ft)
Loss
(ft)
(ft)
(ft)
Loss
(ft)
(ft)
(ft)
2A 4844.00 4844.28 1 0.00 1 0.00 4848.00 4848.14 4848.33 0.14 1 4848.46
DUMMY NODE 4844.28 4844.28 0.08 0.00 4848.22 4848.22 4848.55 0.00 4848.55
INLET-2A
• Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a
sewer.
• Bend loss = Bend K * V_fi ^ 2/(2*g)
• Lateral loss = V_fo ^ 2/(2*g)- ]unction Loss K * V_fi ^ 2/(2*g).
• Friction loss is always Upstream EGL - Downstream EGL.
rI
ST-03
100-yr Design Storm
Tailwater Elevation = 4848.00
w
A
zz
a
Manhole Input Summary:
FES-3A
Given Flow T
Sub Basin Information
Element
GroundF
l
n
Lacal
Drainage'
AreaLengthlope
unoff
Fc
SyrElevationContribution
Overland
rverland', FG GutterF
VelocityName
(ft)
ow
(cfs)
(Ac.)
fficient
CoefficienN
(ft)
%) (fps)
FES-3A 4848.00 0.00 0.00 0 00 0 00 0.00 0.00 0.00 0.00 0.00
1 _
B1 _ 4852.68 14.17 0.00 0.00 0.00 0.00 Oy00 _0.00 0.00 _0.00-
D O
4852.68
14.17
0.00
0.00
0.00
0.00
0.00
1. 0.00
0.00
0.00
NO
Manhole Output Summary:
Local Contribution Total Design Flowil
Overland!
GutterPeak
I
F_ment
Time
Time
Basm Tc
Intensity
Con�trib'
Coeff.
Area
Intensity
Manhole Tc
Flow
[Comment�a.c
mm
( )
mm
( )
(min)
(in/hr)
(cfs
I )
(in/hr)
(min)
cfs) ,
FES-3A t 0.00 10.00 I 0.00 I 0.00 'I 0.00 11 0.00 I 0.00 'I - 0.00 11 0.00 !1
B I 7 0.00 0.00 0.00 0.00 0.00 0.00 OAO 0.00 14.17
DUMMY NODE' OAO _OAO 0.00 OAO OAO 0_00 0_00_' 0.00- i 14.17
L-j
Sewer Input Summary:
Elevation Loss Coefficients Given Dimensions
Sewer Downstream' rl7nvertm
a'
Element Length Invert FSI.ofpe Mannings Bend Lateral Cross RiseP
pan
Name ) _ - Loss Section (ft or in)or in)
(It) (It)
B1 60.69 1 4846.00 0.5 1 4846.30 1 0.013 10.03 1 0.00 (CIRCULAR 124.00 in 124.00 in
DUMMY NODE' 1.00 4846.30 0.5 4846.30 0.013 0.25 0.00 CIRCULAR 24.00 in 24.00 in
Sewer Flow Summary:
Full Flow Capacity Critical Flow Normal Flow
Surchar ed
Element
[Flow
Velocity
Depth
Velocity
FDepth
Veloci
Froude
Flow
Flow
Length
Comment
Name
(cfs)
(fps)ty
Qn)
(fps)ty
(fps)ty
Number
Condition
(cfs)
Bl 16.04 5.11 16.27 6.25 17.53 5.76 0Subcritical .86 14.17 3.14
--- - - - - --- - - - - - -. --_ _--- - Surcharged - - - - --- ---------
DUMMY 16.04 5.1 I 16.27 6.25 17.53 5.76 0.86 Pressurized; 14.17 1.00
NODE
• A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
• If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
• If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
Existing Calculated Used �I
eak
Element
FI0%[Sect
Cross
RiseSpanRise
Span
Rise
Span
Area
Name
ion
(ft^2)Comment
cfs) '
B1 114.17 I CIRCULAR 124.00 in 124.00 in 124.00 in 124.00 in 124.00 in 124.00 in 1 3.14
DUMMY NODE 14.17 CIRCULAR 124.00 in 24.00 in 24.00 in 24.00 in 24.0o in 24.00 in F3.14
• Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
• Sewer sizes should not decrease downstream.
• All hydraulics where calculated using the 'Used' parameters.
Grade Line Summary:
Tailwater Elevation (ft): 4848.00
Downstream
Invert Elev. Manhole HGL EGL
Losses
Lateral
Friction]
Element
Downstream!
Upstream[Biend
Downstream'
UpstreamFstream�,
Upstream
Name
(ft)
(ft)
Lss
Loss
(ft)
(ft)t)
Loss
(ft)
( ft)
(ft)
(ft)
' Bl II 4846.01) ,I 4846.3U 'I U.UU I U.UU I 4848.UU 14848.11 4848SL _I . U.1L 'I 484z5.�4
DUMMY 4846.30 j 4846.30 ' 0.08 0.00 4848.30 4848 30 4848.62 0.00 ' 4848.62
NODE
• Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a
sewer.
• Bend loss = Bend K * V_fi ^ 2/(2*g)
• Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g).
• Friction loss is always Upstream EGL - Downstream EGL.
r)
ST-05 and ST-05A
100-yr Design Storm
Tailwater Elevation = 4846.00
DUMMY NODE INLET -5B
Q
FES-SA
Manhole Input Summary:
Given Flow Sub Basin Information
Total
Ground Local Drainage Overland Overland Gutter Gutter
Element Known Runoff 5yr
Elevation Contribution Area Length Slope Length Velocity
Name (ft) (cf� (cfs) (pc,) Coefficient Coefficient (ft) (%) (ft) (fps)
�_ �� �_�
FES-5A 4846.00 0.00 0.00 0.00 0.00 0.00 0.00 F70.09 0.00 0.00
SA 4847.90 F53.98 F 0.00 F 0.00 F 0.00 F 0.00 F 0.00 FO.00 F 0.00 0.00
DUMMY
NODE 4847.90[12-11
0.00 0.00 0.00 0.00 0.00 FO00
0.00 0.00
INLET-5A
5B 4849.21 1 44.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
SC 4849.61 44.21 0.00 0.00 0.00 0.00 0.00 6.00 0.00 0.00
5E 4849.19 F8.32 F 0.00 0.00 0.00 F0.00 F0.00 F0.00 F0.00 0.00
DUMMY
NODE 4849.19 8.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
INLET-5C [ f
:1 5D 14848.59 1 36.01 1 U.U0 I U.UU I 0.UU I U,UU 'I U.00 I U,U0 1 0.00 1 0.00
0
•
DUM
IN NODE B F
8.59 ; 36.61 i 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00
LET
-- - - - - - - - ---- -- -Loc- -- - - - - - - -To -- -- - --�I
al Contribution Total Design Flow
OT d'
BTaass
lI
Manhole
Element
me
Timteer
cn
Intensi
C000
ntrib
Coeff.
Intensi
FI0
w1FCom
Name
(mm)
(mm) -
(mm)
(m/hr
(cfs)
Area
(in/hr
ty
(mm)
(cfs)
FES-5A I 0.00 1 0.00 1 OOU j 0.00 UOU 1 UOU it U.UU I U:UU I U.uu 1-
5A 000 000 F 0.00 7-00 0.00 0.00 000 0.00 53.98iF
DUMMY NODE INLET 0.00 0.00 0.00 0.00 0.00 0.00 i 0.00 0.00 12.111E
5A
SB 0.00 0.00 0.00 ', 0.00 0.00 0.00 j 0.00 0.00 44.21 �-
5C 6.00 0.00 0.00 _ -Too 0.00 0.00 I 0 00 j 0.00 44.21 �
SE 0.00 0.00 0.00 0_00 0.00 0.00 0.00 0.00 8.32 iF
- ---- -
DUMMY NODE INLET- 0.00 ! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.32;Fj
SC
- -
_ SD _ i 0_00- - 0.00 OAO-I _ 0_00 0.00 0.00 0.00 0.00 _ 36.61I,
DUMMY NODE INLET - 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 36.61!�`,
Sewer Input Summary:
Elevation Loss Coefficients Given Dimensions
Sewer .Downstream
Upstream
-Pin)
Rise
Span
Element
Length
Invert
Sloe
p
Invert
Mannm s
g
Bend,
Lateral;
,
Cross
or
(It or
(in)
Name
(ft)
(ft)
o
(/o)
(ft)
n
Loss
Loss
Section
in) i
SA ;I 148.25:� 4840.60 0.5 4841 34 0.013 0.00 0.00 0.00 I CIRCULAR 14i "' 14S UU I
DUMMY NODE 1.00 4841.34 0.5 4841.34 0.013 0.25 0.00 I IF 48.00 j 48.00 j
INLET-5A in in i
SB in
75.65 4841.44 0.5 J 4841.82 0.013 0.05 0.00 CIRCULAR 48 75 65 F4841 o5800 j 48 00
5C 270.03 - 4841.92 0.4 4843.00 0.013 0.05 0.25 CIRCULARli 4 in 48.00
i
5E j 12.50 4843.10 0.5- 484336 0.013 1.32 0.00 CIRCULAR; 36n S6.00
in
DUMMY in 1
INLET SODE i 1.00 4843.16 0.5 4843.16 0.013 0.25 0.00 CIRCULAR{ 36.n 0 ! 36.00
5D 135.64 4843.10 0.4 48433664 0.013 005 -0.00 CIRCULAR' 36 in ` 36.00
DUMMY
NODE
I.00 4843.64 0.5 4843.64 0.013 0.25 0.00 CIRCULAR 36.00 ± 36.00
Sewer Flow Summary:
��-Full Flow Critical Flow Normal Flow
Capacity
ed
Element
Flow
Velocity
FDepth
Veloci
De th
Veloci
Froude
[Number
FlowFlowSurchar
Length
Comment
Name
(cfs)
(fps)ty
(fps)
(n)
(fps)
Condition
(cfs)
(ft)
1 5A 1101.84 1 8.10 126.50 1 7.59 124.85 1 8.22 1 1.13 1 Pressurized 153.98 1 148.25 1 I
DUMAMY 11o,F810 F54 ��NODE INLET-.84 12.19 4.82 ] 1.18 FF
rized 12.11 1.00
1 511 11UL84 1 8AU 123.87 1 7.U9 122.11 1 7.82 1 1.16 1 Pressurized 144.21 1 75.65 1
.02SuPical 44.21 201.897223.87723.58 7.19SC 9L09 Jump
5E 47.29 6.69 Flog,4.60 10.22 5.04 1.14 Pressurized 8.32 12.50 F-
DUMCMY F 9 F [10
�FPressur
��F
NODE INLET-; 47.29 6.69 10.91 4.60 .22 5.04 1.14 ized' 8.32 1.00
d5D42.3U I 5.98 123.61 7.45 125.86I 136.611 135.64 1
Pressurized
DU BMY �F669
��[23
���F366P[
�
NODE INLET 47.29 23.61 7.45 .79 7.39 0.99 Pressurized 1.00
• A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
• If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
• If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
-IF Existing FCalculated F Used
peak
Element
Flow
Cross
Rise
San
p
Rise
San
p�
Rise
San
Area
Comment
Name
(cfs)
Section
ft 2
( )
1 5A 153.98 1CIRCULAR, 148.00 in 148.00 in 142.00 in 142.00 in 148.00 in 148.00 in 112.57 1
-SA 8.00 in24.00 in22.57DUMMY NODE INLET 44
5B 44.21 CIRCULAR 48 00 in 48.00 in 36.00 in 36.00 in 48.00 in 48_00 in' I2.57 F-
5C 44.21 CIRCULAR! 48.00 in 48.00 in 42.00 in 42.00 in 48.00 in 48.00 in; 12.57
5E 8.32 CIRCULAR 36.00 in 36.00 in 2L00 in 21.00 in 36.00 in 36.00 in F7.07 F
DUMMY NODE INLET-5C 8.32 CIRCULAR: 36.00 in 36A0 in 2I.00 in 21.00 in 36.00 in 36.00 in 7.07
5D 36.61 CIRCULAR' 36.00 in 36.00 in 36.00 in 36.00 in 36.00 in 36.00 in 7.07 �-
DUMMY NODE INLET -5B 36.61 CIRCULAR 36.00 in 36.00 in 33.00 in 33.00 in 36.00 in 36.00 in 7.07
• Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
• Sewer sizes should not decrease downstream.
• All hydraulics where calculated using the'Used' parameters.
is
Grade Line Summary:
Tailwater Elevation (ft): 4846.00
Downstream
Invert Elev. Manhole HGL EGL
Losses
Bend
Lateral
Downstream.
Upstream.
LossLoss
Downstream
Upstream
Downstreamtream
rFrictiisonjl�,Element
Name
(ft)
(ft)
(ft)
(ft)(ft)(ft)(ft)(ft)
--. 5A-_ -_ _.1 4840.60_ 1_4841.34_1 0.UO_..�,- 0.00-__-_.4846.UU �� 4846.21_ 1 4840.29 _I-U.21_ 1_4840.49
DUMMY
INLET SODE 4841.34 4841_34 0.00 0.00 4846.48 4846_48 4846.50 0.00 i 4846.50
5B 4841.44 4841.82 0.01 0.00 4846.31 4846.38 4846.50 0.07 4846.58
5C _ _484L92 4843_00 OAI 0.14 4846.54 ' 484671 - 4846.73_ 0.19 484692
4846.94846.95 4846.95E 4843.10 443.16 003 0.00 4846.93
DUMMY NODE 4843 16 4843 164' 0.01 0.00 4846.93 4846.93 m 4846.96 - 0.00 4846.96
INLET -SC
SD 4843.10 4843.64 ' 0.02 0.00 - 4846.74 4847_l4 4847_15 0.41 484Z56
DUMMY NODE 4843.64 4843--( 0.10 0.00 4847.25 4847.25 , 4847.66 0.00 4847.67
INLET -5B
• Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall,.sewer #0, is not considered a
sewer.
• Bend loss = Bend K * V_fi ^ 2/(2*g)
• Lateral loss = V_fo A 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g).
• Friction loss is always Upstream EGL - Downstream EGL.
•
•
ST-06
100-yr Design Storm
Tailwater Elevation = 4846.00
DUMMY NODE INLET-6A
FES-6A 6A
Manhole Input Summary:
Given Flow I Sub Basin Information
Element
Ground
Elevation
TOta1
Known
Local
Contribution
Drainage
Area
Runoff
Syr
[oeI
Overland
Length
utter
Overland Gutter[eloc
Slope Length ity
Name
Flow
Coefficient
ficient)
- -
(ft)
-
(cfs)
(cfs)
(Ac)
(ft)
-
(%) (ft) fps)
- -
FES-6A 4842.00 F0.00 6.00 0.00 0.00 F0.00 0.o0 F0.00 0.00 0.o0
6A 4850.31 12.30 F 0.00 0.00 0.00 0.0o 0.00 0.00 0.00 0.00
DUMMY
NODE
4850.31
����������
12.30
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
INLET-6A
Manhole Output Summary:
Local Contribution Total Design Flow
Overland
Gutter
Basin
Local
Manhole
Peak
Element
Time
Time
Tc
Intensity
Contrib
Coeff.
Intensity
Tc
Flow
Comment
Name
(min)
(min)
(min)
(in/hr)
(cfs)
Area
(in/hr)
(min)
(cfs)
FES-6A 0.00 0.00 0.00 0.00 I 0.00 0.00 0.00 I 0.00 0.00.1 Surface Water Present
(Upstream)
6A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.30 Surface Water Present
���������� (Downstream)
DUMAMY F_F_[o
������NODE INLET-0.00 00 .00 0.00 0.00 0.00 0.00 0.00 12.30,
Sewer Input Summary:
Elevation Loss Coefficients FGiven Dimensions i
Sewer
Downstream
Upstream'
Rise
Span i
Element
g th
Invert
Slopel
Invert
Mamm�gs I
BendaFLateral,
CrossLen
ftor
ftorName
(ft)
(It)
(%)n
(ft)
LossssSection
in)
in)
6A 60.66_1 4840.00 1 0.5 11 4840.30 11 U.013 I 0.1)3 am CIKCULAK lz4.uu In' L4.UU to
DUMMY NODE 1.00 4840 30 0.5 4840.30 0.013 0.25 .00 CIRCULAR 24.00 in 24.00 in
6
Sewer Flow Summary:
-Full Flow
Cava citv - Critical Flow `Normal Flow -- — _ — -- --
Surcharged
Element
Flow
��
Velocity
Depth`
Velocity
Depth
Velocity
c
Fronde
Flow
F(cfs)'!�
Comment
Name
(cfs)
(fps)
(in) f
(f s
P)
m
C)
f
(P) :��
Number'
ConditionLength
(ft)
6A 1.16.U4,I 5.11 115.12:1. �1.91,) ,I IZIJZ, I :1.03 I.-u.yz Irressurizea,IiL�3u,l ou.00 _,I
D INLIET 6ODE 16.04 -5.11 15-12 j 5-90 15.75 5.63 0 92 Pressurized! 12 30., -1 00 11
• A Fronde number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
• If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
• If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
Existing Calculated Used r !I
Element
Fcfswwk)
Cross
Rise
Span
Rise
Span
Rise
Span 1
Area
Comments
Name
Section
-
(ft^2)'
1 6A _112.3U ICIKCULAK 124M in 124.1-11) in_124_UU in IZ4.1iU in IL4.UU in IL4_UU
DUMMY NODE INLET-6A 12.30 CIRCULAR, 24.00 in 24.00 in 24.00 in 24:00 in 24.00 in 24_00 in; 3.14 r j
• Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
• Sewer sizes should not decrease downstream.
• All hydraulics where calculated using the'Used' parameters.
C]
Grade Line Summary:
Tailwater Elevation (ft): 4846.00
Downstream
F-1 Invert Elev. Manhole HGL EGL
Losses
Downstream
Bend
Lateral
Upstream
Downstream
Upstream
Downstream
Upstream
(ft)
(ft)
LossLosssName
(ft)
(ft)
(ft)t)
r1rictisonElement
(ft)
(ft)(ft)
6A 4840.00 4840.30 1 0.00 OAO 4846A0 4846.18 1 4846.24 0.18 1 4846.42
DUMMY NODE 4840.30 4840.30 0.06 0.00 4846.24 4846.24 4846.48 0.00 4846.48
INLET-6A
• Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a
sewer.
• Bend loss = Bend K * V_fi ^ 2/(2*g)
• Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g).
• Friction loss is always Upstream EGL - Downstream EGL.
0
L
11
ST-07
100-yr Design Storm
Tailwater Elevation = 4848.00
a
r
F
W
a
w
A
LFES7A
70
5,
x
O
M
Z
tV
Manhole Input Summary:
_G_iven Flow Sub Basin Information
-�FJ.Total� -
Ground Local Drainage Overland FvGutter Gutter
t Knawn� Runoff Syrlevation Contribution Area LengthLeng[h Velocity (ft) Flow (cfs) (pc,) 'Coefficient Coefficient (ft) (ft) (fps)
(cfs)
FES-7A 4848.00 F 0.00 j 0.00 0.00 F 0.00 0.00 F 0.00 F 0.00 F000 0.00
7A 4851.50 8.57 j 0.00 0.00 0:00 0.00 0.00 0.00 0.00 _ OAO
76 4851.75 2.50 ? 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
DUMMY
NODE 4851.75 2.23 0.00 Foo
F
.00 0.00 0.00 0.00 Foo
0.00 ,
INLET-7B
7C 14852.00 1 0.28 '!1 0.00 1 0.00 .1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 j 0.00 ,�
DUMMY
INLE EC 4852.00' 0.28-- 0.00-_e_- 0.00 _ - 0.00 0.00 - 0.00 - 0.00 0.00 S 0.00
IN NODE A 14851.50 6.06 I 0.00 0.00 0.00 0.00 I 0.00 0.00 10.00 1 0.00 i
Manhole Output Summary:
Local Contribution Total Design Flow
Overland
Gutter
Basin
Local
Manhole
Element
Time
Time
Tc
Intensi
Contrib
Coeff.
Intensi
Tc
[loweak
Comment
Name
(min)
(min)
(min)
(in/hr)
(cfs)
Area
(in/hr)
(min)
cfs)
FES-7A 0.00 0.00 10.00 I 0.00 I 0.00 10.00 I 0.00 I 0.00 10.00 I
7A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8,57 Surface Water Present
(Downstream)
7B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.50
DUMMY NODE 0 00 - 0 00 0 00 0.00 0.00 0.00 0.00 0.00 2.23
INLET-7B
7C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 028
-1
DUMMY NODE 0 00 0 00 0 00 0.00 0.00 0.00 0.00 0.00 0.28
INLET-7C
INLINL E. T--7A
7 I 0.00 10.00 10.00 I 0.00 I 0.00 10.00 I 0.00 ;I 0.00 16.06
Sewer Input Summary:
Elevation Loss Coefficients Given Dimensions
Sewer
Downstream
U stream
CrossPP
Rise
Element
Length
Invert
Sloe
P
Invert
Mannin s
g
Bend
Lateral
(ft or
ISan
(ft or
Name
(It)
(It )
o
( )
(ft)
n
Loss
Loss
Section
in)
in)
7A 1246.12 I 4847.00 10.5 14848.23 I 0.013 .I 0.03 10.00 ICIRCULAR 124.00 in'I24.00 in
7B 73.87 : 4848.33 0.5 4848.70 0.013 0.05 0.00 CIRCULAR 18.00 in, 18.00 in
DUMMY NODE 1 00 4848.70 0.5 4848.70 0.013 0.25 0.00 CIRCULAR 18.00 in 18.00 in
INLET-7B
7C 67.36 4848.80 0.5 4849.14 0.013 1.32 0.00 CIRCULAR 18.00 in 18.00 in
DUMMY NODE 1.00 4849.14 0.5 4849.14 0.013 0.25 0.00 CIRCULAR, 18.00 in 18.00 in
INLET-7C
4848.27 CRCULAR!4.00 n'4.00 nDUMMY NODE 1544823 013 25
INLET-7A 0000.00
Sewer Flow Summary:
Capacity
Critical Flow -- -- ---- --- - - -- - -- ------ - - Full Flow Normal Flow
ed
gY
Element
Flow
*,S;
De th,
P
Veloci �i
De th;
P
Veloci ty'
FroudeFFlowFlowSurchar
Length
Comment
Name
(cfs)
(in)
(fps)
(in)
(fps)
Numberndition
(cfs)
(ft)
I 7A 116.04 I 5.11 112.52 iI 5.17 112.48 ,I 5.19 I. 1.01 ISupercritical 18.57 I 0.00 I
- 7B 7.45 4.21 7.18 3.80 7.18 3_80 ; L00 Supercritical 2.50 0:00
DUR M T 7BDE 7 45 4.21 6.77 3.67 6.75 3.68 I.00 Supercritical, 2.23 0.00
0
• A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
• If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
• If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
Existing Calculated I Used
Peak{
Element
Cross
Rise
Span
Rise
Span
Rise
Span
Comment
Namet)
j
Section
(tom 2e;
7A LL--.18.57 ICIKUULAK'1Z4.UU m 1Z4.UU m lZl OU m lZLUU m_IL4.VU m lL4.UU m 3_14^�
--. -- - R -- -- -
7B _� 2.50 � CIRCULAR; 18 00 m' 18.00 in 12.00 in 12.00 m 18.00 in 18.00 in' 1.77 �� j
DUMMY NODE_ INLET-7B 2.23 i CIRCULAR 18.00 in' I8.00 in 12.00 ini 12.00 in 18.00 inj 18. 0 in 1.77
7C 0.28 CIRCULAR 18.00 in 18.00 in, 12.00 in 12.00 in 18.00 in' 18.00 in 1.77 'F
DUMMY NODE I_NLE_T-7C 0.28 _ CIRCULAR; 18.00 in 18 00 in' 12.00 in' 12_00 in 18.00 in 18A0 in 1.77 j
DUMMY NODE INLET-7A 6.06 CIRCULAR 24.00 in 24.00 in 18.00 in 118.00 in' 24.00 in; 24.00 in' 3.14
• Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
• Sewer sizes should not decrease downstream.
• All hydraulics where calculated using the'Used' parameters.
Grade Line Summary:
Tailwater Elevation (ft): 4848.00
Downstream
Invert Elev. Manhole HGL EGL
Losses
BendFLale.ral
U
Downstream
Friction
Element
Downstream
Upstream
Loss
p stream
LossUpstreamp
,
Name
(ft)
(ft)
(ft)Downstream
(ft)
(ft)
ft
( )
(tt)
7A f 4847.00 'I 4848.23 1 0.00 1 0.00 - 4848.U4 4849.27 4848.46 1.23 I4849.69
7B 4848.33 ' 4848.76 0.00 0.00 4849.65 4849.65 4849.69 F553 `, 4849.72
DUMMY NODE 4848.70 4848.70 0.01 0.00 4849.68 4849 68 4849.73 0.00 j 4849.73
INLET-7B
7C 4848.80 4849.14 0.00 0.00 4849.72 4849.72 4849.72 0.00 4849.73 j
DUMMY
NODE 4849.14 4849.14 0.00 0.00 4849
.72 4849.72 4849.73 30.00 ( 4849.73
D INLET 7ODE 4848.23 4848.23 0.01 0.00 4849.59 4849.59 4849.70 0.00 4849.70
• Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer #0, is not considered a
sewer.
• Bend loss = Bend K * V_fi ^ 2/(2*g)
• Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g).
• Friction loss is always Upstream EGL - Downstream EGL.
0
ST-08
100-yr Design Storm
Tailwater Elevation = 4846.00
FES-8A
Manhole Input Summary:
Given Flow Sub Basin Information
Element
Ground
Elevation
Total
Known
Local
Contribution
Drainage
Area
Runoff
Syr
Overland'
Length
Overland Gutter Gutter
Slope 'Length. Velocity
Name
(ft)
Flow
(cfs)
(Ac.)
Coefficient
Coefficient
(ft)
(%) (ft) (fps) i
--
-(cts) J
-_ _
------ - - _J
FES-2A 4842.00 0.00 0.00 0 00 0.00 0.00 OAO , 0.00 0.00 0.00 j
8A 4849.00 1.08 0.00 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00
DUMMY
[4849-00
f
1.08 4
0.00
0.00 ,
0.00
0.00
0.00
0.00
0.00
0.00
f
mNODEBA
.
Manhole Output Summary:
�- Local Contribution i Total Design Flow
Gutter
Basin
Local
Local
Manhole
Peak
F16Vcrland
Element
�
T�me
Tc
Intense)
Coeff.
Intensity
Tc
Fl�w
Comment-
Name
,Time
mm
( J)
mm
( ),r
(min
(m/hr
(cfs)
Area
(in/hr)
(mm)
(cfs)
i
FES-2A 0.00 10.00 10.00 'I 0.00 0.00 0.00 0.00 0.00 0.00 Surtace water rresent
(Upstream)
8A 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Lpg Surface Water Present
��I�I �i
(Downstream)
DUMMY NODE 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.08
INLET-INLET
Sewer Input Summary:
Elevation 'Loss Coefficients Given Dimensions i
Element
Sewer
Downstream
,Upstream
Span
Length
Invert
Sloe
j
Invert
Mannin s
g
Bend
LateraP
CrossName
7Risv
(ftor(
(ft)
•
/o
(tt)
n
Loss
Loss
Section(ft)
-
in)
8A 1151.70 1 4842.00 1 2.0 1 4845.03 1 0.013 10.03 1 0.00 (CIRCULAR 118.00 in 118.00 in
DUMMY
INLET-8A
1.00 4845.01 f 2.0 4845.03 0.013 0.25 0.00 CIRCULAR, 18.00 in 18.00 in
Sewer Flow Summary:
Full Flow Critical Flow Normal Flow
�_- Capacity I --- -- --.__- ___-- ---- --- --- --- --7
8A I14.89 I 8.42 14.66 2.98 3.28 4.90 1I 1.98 ISupJumpicalll1.08 125.83
--- DUMMY IF
INLENODE.1490 8.43�48.662.98 I
4.90 f 1.98 �Su (1.08 0.002�I
F
• A Froude number of 0 indicates that pressured flow occurs (adverse slope or undersized pipe).
• If the sewer is not pressurized, full flow represents the maximum gravity flow in the sewer.
• If the sewer is pressurized, full flow represents the pressurized flow conditions.
Sewer Sizing Summary:
Existing Calculated Used F1
Peak
Element
Flow
Cross
[Rise
[SpanRise
Span
Rise
Span
Area
Comment
Name
(cfs
Section(ft^2)
8A 11.08 (CIRCULAR 118.00 in 118.00 in 112.00 in 112.00 in 118.00 in j 18.00 in,l 1.77 1
DUMMY NODE INLET-8A 1.08 CIRCULAR 18.00 in I8:00 in 12.00 in 12.00 in 18.00 in 18.00 in F,.77 �-
• Calculated diameter was determined by sewer hydraulic capacity rounded up to the nearest commercially available
size.
• Sewer sizes should not decrease downstream.
• All hydraulics where calculated using the'Used' parameters.
r,
u
Grade Line Summary:
Tailwater Elevation (ft): 4846.00
Downstream
Invert Elev. Manhole
Losses
HGL
EGL
Bend
Frictlonj
Element
Downstream.
Upstream
P
Loss `.
F
Downstream
Upstream,
p
Downstream;
Loss
U stream
P
Name
(ft)
({t)
(ft)
(ft)
(ft)
({t)
(ft)
(ft)
8A I 4842.UU 14845.03 I U.UU I U.UU 'I 4846.UU 14646.U1 4640M U.UI 14846.UG '.
DUMMY INLET BODE 4845.01 4845.03 0.00 0.00 4846.O1 4846.01 4846.02 0.00 4846.02
• Bend and Lateral losses only apply when there is an outgoing sewer. The system outfall, sewer 40, is not considered a
sewer.
• Bend loss = Bend K * V_fi ^ 2/(2*g)
• Lateral loss = V_fo ^ 2/(2*g)- Junction Loss K * V_fi ^ 2/(2*g).
• Friction loss is always Upstream EGL - Downstream EGL.
APPENDIX D
Channel Design
r
N
�
m
o v
V
m
W
o
Z
Z
Z
E
T C
C
Y
C
Y
O
Y
C
Y
p
C
N
C
N
C
O
C
Y
O i0
E
E
E
E m
YLL
Y
aaaa
Y
Y
N
T
U
O
6)
7
N
�p
V
� O.
w
V
7
M
%
N
L
4
�
3 �
000.o
0
LL
O j
U
U
U
P
Y=
Y
Y
Y
V
i
J
7
N
L
3_
O
O
m
e
o
e
e
e
p
O
O
O
O
p
O
O
O
O
N
N
N
N
N
y y
d V
'-
p LL
O
� y
ow
U
ow!
w
t0
M
M
fD
T O
p LL
u
Y
ow
G
U
U
U
af?fm
w
u
U
U
iq
0
x
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Aulodesk, Inc.
H23 - Swale A
s
Tuesday, May 9 2017 -\
Triangular
Highlighted
Side Slopes (z:1)
= 4.00, 4.00
Depth (ft)
= 0.94
Total Depth (ft)
= 3.00
Q (Cfs)
= 12.33
Area (sqft)
= 3.53
Invert Elev (ft)
= 100.00
Velocity (ft/s)
= 3.49
Slope (%)
= 2.00
Wetted Perim (ft)
= 7.75
N-Value
= 0.035
Crit Depth, Yc (ft)
= 0.91
Top Width (ft)
= 7.52
Calculations
EGL (ft)
= 1.13
Compute by:
Known Q
Known Q (cfs)
= 12.33
Elev (ft) Section
104.00
103.00
102.00
101.00
100.00
99.00
0 5 10 15 20 25 30 35
Reach (ft)
J
J
Depth (ft)
4.00 11
1
3.00
2.00
l
1.00
0.00 j
-1.00 J
l
•
C
Channel Report
CHydraflow
Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Curb Cut #1
Rectangular
Bottom Width (ft)
= 2.00
Total Depth (ft)
= 0.50
Invert Elev (ft)
= 100.00
Slope (%)
= 2.00
-,
N-Value
= 0.013
Calculations
C
Compute by:
Known Q
i
Known Q (cfs)
= 4.03
Elev (ft)
Section
Highlighted
Depth (ft)
Q (cfs)
Area(sgft)
Velocity (fUs)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday. May 9 2017
= 0.33
= 4.030
= 0.66
= 6.11
= 2.66
= 0.50
= 2.00
= 0.91
101.00
i
`-
100.75
C
100.50
C
C100.25
C_
C
C 100.00
C
C
C
9975
.5 1 1.5 2
Reach (ft)
2.5 3
Depth (ft)
1.00
0.75
0.50
0.25
= $I
Iffelp4l
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Curb Cut #2
•
Monday, Feb 27 2017
Rectangular
Highlighted
Bottom Width (ft)
= 1.00
Depth (ft)
= 0.22
Total Depth (ft)
= 0.50
Q (Cfs)
= 0.950
Area (sgft)
= 0.22
Invert Elev (ft)
= 100.00
Velocity (fUs)
= 4.32
Slope (%)
= 2.00
Wetted Perim (ft)
= 1.44
N-Value
= 0.013
Crit Depth, Yc (ft)
= 0.31
Top Width (ft)
= 1.00
Calculations
EGL (ft)
= 0.51
Compute by:
Known Q
Known Q (cfs)
= 0.95
Elev (ft) Section
101.00
100.75
100.50
100.25
100.00
99.75
0 .25 .5 .75 1 1.25 1.5
Depth (ft)
1.00
0.75
J
0.50
0.25
J
0.00
�l
-0.25
Reach (ft)
i0
C
Channel Report
C
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
C
Sidewalk Chase #1
r
Rectangular
Bottom Width (ft)
= 2.00
Total Depth (ft)
= 0.50
Invert Elev (ft)
= 100.00
Slope (%)
= 2.00
N-Value
= 0.013
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.65
Elev (ft)
Section
Highlighted
Depth (ft)
Q (cfs)
Area(sgft)
Velocity (fds)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, May 9 2017
= 0.36
= 4.650
= 0.72
= 6.46
= 2.72
= 0.50
= 2.00
= 1.01
1U1.UU
C
C
100.75
100.50
l
100.25
C
C
C 100.00
C
99.75
0 .5 1 1.5 2 2.5 3
C.
Reach (ft)
Depth (ft)
1.00
0.75
0.50
E111xA
-0.25
•
APPENDIX E
Riprap Design
a
n x
y 7j C
5
SS
5
8LLy"
E `
a€90
oSS
�a
x
xg
b ee
OO Eo
86i
Q i
•- r
$N
R
a„
C
�
R
0
a wE
o`
�o_
n
sso5
a
�o=
Q rR
o
N
F 4
N N
4 4
N N
N
m
M,
ELI
V
01
NJ
Ll
INo
I,k
mi'm
\1
11
MEN
I
No
ONE
mmgNljl�
mommook
y � a
tr 010
■IElll
ONE
LIE
,Xm
.
ON
.
Ol�
mbow
8 oli k0l)"! 10SNUG
I
F
i
•
APPENDIX F
Detention Pond Design
H23
Table F-1
Detention Pond Summary Table
Final Gr.finage keVuil
Water Quell, Capture Volume
100-yr Oetentlon
Total Volume (100-yr+WGCV)
2.yr
Total
(WOCV)(ac-ft)
Volume tK-R)
(ac-ftl
Hlstorlc
Groundwater
Who, Quality
100-yr
Pond 10
Contributing ng
Release
W SEL (it)
WSEL(it)
WSEL(it)
Area
Reaubed Provided
Re0ulred
Regulred Provided
Rate (cfs)
Pond
976
0.18
021
2.27
245
2.53
1.61
N/A
484433
4048.00
Pond B
11,40
020
1.07
2.49
2.69
4.06
1.88
NIA
4862.25
4640.00
'U' Batts
Added to Ex.
581
Waived
NIA
1.49
NIA
N/A
0.9B
4930.00
NIA
4698.04
Greeel Pond #1
NoteThe release rate for "U' Basins was determined based on the area multipaed the allowable release rate per acre. This release rate was used in a
spreadsheet to determine the 100-yr storage whims for those basins.
H23
Detention Requirements Pond A - Major Storm (100-yr)
Mass Balance Method
Runoff Coefficient, C =
0.76
2-yr Release. Q,,, =
1.61
cfs
Area =
9.76
1 acres
Final Drainage Report
Detention
Requirements
City of Fort Collins
criteria (120%)
189
acre-feet
2.27
acre-feet
Time (min)
Intensity (Inlhr)
Q. (ds)
Volume, (ft)
Q.. (sfa)
Volume,,,, (ft)
Volume detained
acre -fifer
5
9.95
73.805
22.141.54
1.61
483
0.497
10
7.72
57.264
34.358.32
1.61
966
0.767
15
6.52
48.363
43,526.48
1.61
1,449
0.966
20
5.60
41.539
49,80.27
1.61
1.932
1.100
25
4.98
36.940
55,409.47
1.61
2,416
1.217
30
4.52
33.528
60.349.59
1.61
2,899
1.319
35
4.08
30.264
63,554.00
L81
3382
1.381
40
3.74
27.742
66.580.38
1.61
3.865
1.440
45
1 3.46
25.665
1 69,295.22
1.61
4,348
1.491
50
3.23
23.959
71.876.54
1.61
4,831
1.539
55
3.03
22.475
74.168.58
1.61
5 314
1.581
60
2.86
21.214
76 371.61
1.61
5,797
1.620
65
2.70
20.028
78 107.33
1.61
6.281
1.649
70
2.60
19.286
81000.19
1.61
6 764
1.704
75
2.50
18.544
83.448.00
1.61
7.247
1.749
80
2,40
17.802
85,450.76
1.61
7.730
1.784
85
2.30
17,060
87.008.45
1.61
8,213
1.809
90
220
16.319
88.121.09
1.61
8,696
1.823
100
2.05
15.206
91.236.48
1.61
9,662
1.873
110
1.90
14.093
93,016.70
1Al
10,629
1.891
120
1.75
93 481.76
1.61
11,595
1.879
130
1.60
92.571.65
1.61
12,561
1.837
140
1.40
87,230.98
1.61
13.527
1.692
150
1.20
M7.788
80,110.08
1.61
14.494
1,506
160
1.15
81.890.30
1.61
15 460
1.525
170
1.10
83 225.47
1.61
16,426
1.534
180
1.05
84,115.58
1.6t
17392
1.532
_.... l4gpelldix F
H23
Table F-2
Water Quality Capture Volume (WQCV) Pond A
% Imperviousness
53.56 %
WQCV (inches)'=a(0.910-1.1 gi'+0.781)
0.22
inches
Volume =(WQCVII2)xA
0.18
ac-ft
'WQCV in 40-hr drain time a=1.0
from Figure 3-2. Water Quality Capture Volume (WQCV) Based on BMP Drain Time
UDFCD Storm Drainage Criteria Manual Volume 3
Final Drainage Report
® ._.,........
Appendix F
Project: M23
Baton ID: Pond A
a. eP[
! ® M1
Y;
e#p[
L
STAGE -STORAGE SIZING FOR DETENTION BASINS
I M6 I
1e.
Y�
Dealan Information tlneuth
Width of Basin Bottom, W = H
Length of Basin Bottom. L = H
Dam Side-M.p.(HN),2;, = H/ft
r
wl �y r4.
L
Right an is OR
Isosceles Triangle OR.
Rectangle OR
Circle I Ellipse OR
Irregular X (Use Overdo values in cells G32:G52)
MINOR MAJOR
Storage Requirement from Sheet'ModlBed FAA': acre-ft.
Storage Requirement from Sheet'Hydrograph': aCm .
Storage Requlmmern from Sheet Tull-Spaclmm". acre-ft.
Label.
for WOCV, Minor.
& Major Storage
Stages
(In utl
Water
Surface
Elevation
H
Side
Slope
(H:V)
9/ti
Below El.
Baeln
Width at
Stage
ft
¢rtn ul
Been
Length at
Stage
H
Wut ul
Surface
Area at
Stage
fP
loulnuh
Surface
Am at
Stage
fft User
O.adde
Volume
Below
Stage
K
(cutnul)
Surface
Area at
Stage
acres
w ut
Volume
Below
Stage
act"
output)
Target Volumes
for WOCV. Minor.
& Major Storage
Volumes
In, Oal reek)
4843 �00
0.00
_
_
1,419
0
0.033
0.000
4844,00
400
0.00
10.055
1)32_
9, 114
20,196
0231
0.132
WOCV
Q44.33
4.00
51)
0.00
10.412
0.239
0.209
4845.00
4.00
0.00
22.668
0.520
0.464
4846900
4.00
_ _0.DO
0.DO
51)
0 DD
29.867
45,463
0.840
1.044
4147 00
4 00
0.00
32.126
75.480
109968
0.738
1.732
100 •WOCV
4848.00
4.00
_
0.00
0.00
36691
0.847
2.525
4849 00
4.00
0.00
0.00
43.335
150,081
158819
0.995
3.445
Boa Elder Ditch
4849,20
4.00
_ _
000
0.00
440411
1woll
3.646
#WA
#WA
#WA
#WA
%WA
#WA
#WA
li
#WA
#WA
!!WA
#WA
#WA
#WA
#WA
#WA
#WA
#_WA
#WA
#WA
#NIA
#WA
#NIA
#WA
#WA
#WA
MA
#WA
WA
WA
_ #WA
#WA
#NIA
WWA
ll
MA
#NIA
MA
#WA
#N/A
#WA
#WA
#WA
#N/A
NWA
#WA
#WA
#WA
fill
#WA
MA
#WA
#WA
#WA
dWA
#WA
#WA
#WA
WA
#WA
#WA
#WA
WA
WA
_
#WA
MIA
1
MA
#NA
IIWA
#WA
UD Detention Pond A VclCalc. Basin 5I9I2017.10:46 PM
STAGE -STORAGE SIZING FOR DETENTION BASINS
Project.
Basin ID:
STAGE -STORAGE CURVE FOR THE POND
I I I
4849.00 —
4848,00 -
4847.00 oz
d
N
w
d
✓T
A
� 4846.00
4845.00
4844.00 -- /
4843.00
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
Storage (acre-feet)
UD Delendon Pond A VolCalc. Basin 5r9/2017. 10:48 PM
I
Ei
�.
:....:
....-
:::--
----- ------
Is
`
�ll|mill
i|lillili|lilli
mili
l
|
IIIIIIIIIIIIIIIIIIIIIIIIII|
I��|
2:
a|
•|
}
|
|
Il|s|
-- .--
w
r
U
J
C
r
N
r
w
J
r
O
3
w
u
t
rc
O
u
10
LL
W
O
C
U
w
U'
rc
a
x
u
N
O
W
(7
H
N
8 R R 8 R 8 S 86
1'eap ysea ofins
t
•1
RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
Project: H23
Basin ID: Pond A
—D n
To
0 0 — o
x o 0 0
Y0
Sizing the Restr ctor Plate for Circular Vertical Orifices or Pipes (Input)
Water Surface Elevation at Design Depth
PlpeNenlcal Orifice Entrance Invert Elevation
Required Peak Flow through Orifice at Design Depth
PipeNentcal Onfice Diameter (inches)
Orifice coefficient
Full -flow Caoaclty fCalculatedl
Full -flow area
Half Central Angle in Radrens
Full -low capacity
Calculation of Orifice Flow Condition
Half Central Angle (0<Thetac3.1416)
Flow area
Top width of Odfice finches)
Height from invert of Orifice to Bottom of Plate (feat)
Elevation of Bottom of Rate
Resultant Peak Fiow Through Chigoe at Design Depth
Width of Equivalent Rectangular Vertical Orifice
Centroid Elevation of Equivalent Rectangular Vertical Orifice
Elev: W S -
Elev: Invert =
0=
Die
Co =
W
feel
feel
efs
inches
1.
sgfl
ThifAf
:
3.14
rad77
Of=1
19.0
1
cis
Percent of Design FIM =1
118D%
Theta:
0.75
red
A,=
0.14
sgIt
T.=
1223
Inches
Ye=
020
feet
Elev Rare Bottom Edge -
4,843.20
feel
O,=
1.6
c15
Equivalent Widths
0.70
feet
Equiv. Cancroid EI.=
4�843.10
hat
ED Detention Pond A VolCelc, Restndor Plate 51912017, 10r46 PM
LLL L L( �_' L I-
Stormwater Detention and Infiltration Design Data Sheet
Stormwater Facility Name: Harmony 23 Pond A
Facility Location &Jurisdiction: Harmony and Strauss Cabin Road, Fort Collins, CO I
User (Input) Watershed Characteristics
Watershed Slope =
Watershed Length -to -Width Ratio =
Watershed Area =
Watershed Imperviousness =
Percentage Hydrologic Soil Group A =
Percentage Hydrologic Soil Group B =
Percentage Hydrologic Soil Groups C/D =
0.020
ft/ft
L:W
acres
percent
percent
percent
percent
5.00
9.76
53.6%
20.0%
49.0%
31.0%
User Input: Detention Basin Characteristics
WQCV Design Drain Time = 40.00 hours
After completing and printing this worksheet to a pdf, go to:
https:llmaperture.digitaidataservices.com/gvh/?viewer=cswoit
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Design Storm Return Period =
Two -Hour Rainfall Depth =
Calculated Runoff Volume =
OPTIONAL Override Runoff Volume =
Inflow Hydrograph Volume =
Time to Drain 97% of Inflow Volume =
Time to Drain 99% of Inflow Volume =
Maximum Ponding Depth -
Maximum Ponded Area =
Maximum Volume Stored =
Routed Hvdroeraoh Results
,rr
�
err
WQCV
2 Year
5 Year
10 Year
25 Year
50 Year
100 Year
0.53
0.98
1.36
1.71
2.31
2.91
3.67
0.174
0.381
0.622
0.859
1.330
1.769
2.363
2.53
0.174
0.380
0.622
0.858
1.329
1.769
2.530
2
1 3
5
6
10
13
1 19
2
3
5
7
10
13
19
0.55
1.26
1.80
2.21
2.95
3.57
4.56
0.127
0.305
0.461
0.545
0.633
0.695
0.799
0.035
0.185
0.391
0.603
1.037
1.451
2.186
in
acre-ft
acre-ft
acre-ft
hours
hours
ft
acres
acre-ft
Compliance Spreadsheet Pond A.xls, Design Data 6/29/2017, 10:1( 1
s0
45
40
35
30
3 25
0
u. 20
1s
10
5
Stormwater Detention and Infiltration Design Data Sheet
III//
CIFWr
/II/
III1I' WA \ IIIIIIIIIIIIIII■IIIIII
IIIIIIII,lllllllll♦IIIIIIIII,__IIII■
a
0.1
5
4.5
4
3.5
r
= 3
r
a
W
Z 2.5
C
Z
0
a
2
1.5
1
0.5
0
0.1
a
Compliance Spreadsheet Pond A.xls, Design Data
1
1
TIME [hr]
DRAIN TIME [hr]
10
10
6/29/2017, 10:11
H23
Detention Requirements Pond S - Major Storm (100-yr)
Mass Balance Method
Runoff Coeffic lent, C =
0.72
2-yr Release, Q.., =
1.88
tl>
Area =
11.40
Final Drainage Report
Detention
Requirements
2.08
acre-feet
City of Fort Collins
criteria (120 % )
2.49
acre-feet
Time (min)
Intensity (iNhr)
Q,,, (Ms)
Volume,,, (ff)
Q., (cfs)
Volumed,,, (ft')
Volume detained
acre-feet
5
9.95
81,670
24.500.88
1.88
564
0.550
10
7.72
63.366
38,019A6
1,88
1,129
0.847
15
6.52
53.516
48.164.54
1.88
1,693
1.067
20
5.60
45.965
55,157.76
1.88
2.257
1.214
25
4.98
40.876
61.313.76
1.88
2.822
1.343
30
4.52
37,100
66,780.29
1.88
3.386
1.455
35
4.08
33,489
70,326.14
1.88
3,950
1.524
40
3,74
30.698
73675.01
1,88
4,514
1.588
45
3,46
28,400
1 76.679.14
1.88
5,079
1.644
50
3.23
26.512
79,535.52
1.88
5,643
1.696
55
3.03
24.870
82,071.79
1All
6.207
1,742
60
2.86
23.475
84,509.57
1.88
6,772
1,785
65
2.70
22.162
86,430.24
1,88
7.336
1A16
70
2.60
21.341
89.631.36
1.88
7.900
1.876
75
2.50
20.520
92.340.00
1.88
8.465
1,926
80
2.40
19.699
94.556,16
1.88
9,029
1.963
85
2.30
18.878
96.279.84
1.88
9.593
1.990
90
2.20
18.058
97.511.04
1.88
10,157
2.005
100
2.05
16.826
100.958.40
1.88
11.286
2.059
110
1.90
15,595
102,928.32
1.88
12,415
2.078
120
1.75
14.364
103.420.80
1.88
13,543
2D63
130
1.60
13.133
102435,84
1 1.88
14,672
2,015
140
1.40
11 491
95.526,08
1.88
15.800
1, 853
150
1.20
9.850
88.646.40
1.88
16.929
1.646
160
1.15
9439
90,616.32
1.88
18.058
1.666
t70
1.10
9.029
92,093.76
1M
19.186
1,674
780
1.05
8.618
93,078.72
1.88
20.315
1670
Appendix F
H23
Table F-3
Water Quality Capture Volume (WQCV) Pond B
Imperviousness
49.98%
WQCV (inches)'=3(0.9113-1.19i2+0.781)
0.21
Inches
Volume =(WQCVl12)xA
0.20
ac•ft
'WQCV in 40-hr drain time a=1.0
from Figure 3-2. Water Quality Capture Volume (WQCV) Based on BMP Drain Time
UDFCD Stem Drainage Criteria Manual Volume 3
TST
Final Drainage Report
Appendix F
Project H23
Basin ID: Pond B
eu ii6'!
M
STAGE -STORAGE SIZING FOR DETENTION BASINS
IP�
6iLaLr.2
Wa
�..... ....... ... • iMMrr2
Deakin Information (hipt R),
Width of Basin BWtom, W = it
Length of Basin Bottom. L = It
Dam Side-slope(H:V). Z,,= 810
�4W aa'r
Ilr�
s
M1'i e
Right Triangle OR
Iseadcelea Triangle OR
Rectangle OR
Circle/Ellipse OR
Irregular X iUsa Omddetelues In calls G32:G52)
MINOR MAJOR
Storage Requirement from Sheet 'Modified FAA': acre-8.
Storage Requlrament from Sheat'Hycirogreph': acre4t,
Storage Requirement bornSheet'FUIISpectrum': acted.
Leads
for W O(-Y, Minor,
8 Major Storage
Stages
nnmdi
Water
Surface
Elinabon
6
Imnol
Side
Slope
(HN)
11M
Below El-
Basin
Width at
Stage
8
lout N)
Basin
Length at
Stage
8
QriAlimh
Surface
Area at
SM9e
to
ou id
Surface
Ala at
Stage
fe User
Overldo
Volume
BeICw
Stage
fi acres
out ut)
Surface
Am at
Stage
foulatiO
Volume
BMow
Seaga
acra-R
fouthdd)HOi
Target Volumes
for W OCV. Miner,
8 Major Storage
Volumes
d..lseu0.'
483925
0
Daniel
0.000
0.000
484000
4.00
0.00
0 O6
000
0.00
000
1 0.00
0.00
6,907
2,590
16.561
0.150
0.059
4841 00
4.00
0.00
21 .034
0.483
0.380
484200
4,00
0.00
25,924
40,040
0.695
0.919
WOCV
4842.25
4,00
0.00
26.862
46,638
0,617
1.071
4843.00
4.00
0.00
29938
67935
0.887
1.560
484400
4.00
0.00
1 34.123
1_ 99.968
0.783
2.295
4845.00
4.00
0.0D
000
0 00
0.00
0.00
0.00
38480
138270
0.883
3.128
100-r*WOCV
484600
4.00
0.00
42968
176,994
0.986
4.063
484700
a.00
0.00
48,628
222,792
1.116
5.115
4848,00
4,00
0.00
_
54506
274.359
1.251
6,298
4849.00
4.00
0.00
61,088
332y58
MWA
MWA
1.402
7.625
MWA
_
MIA
MIA
MIA
#NIA
MIA
MIA
MIA
MIA
#WA
MWA
MIA
MIA
MA
MIA
WA
MIA
MIA
MIA
MA
MIA
MIA
MWA
CN'A
NA
#NA
MWA
MIA
#WA
MIA
MWA
MA
MWA
MIA
MIA
MIA
MWA
MIA
MWA
MA
A
#WA
MWA
_
_
MWA
MA
MA
WA
WA
TWA
#WA
#WA
#WA
MWA
MN/A
MIA
_#WA
MWA
MWA
MWA
MWA
MWA
MWA
UD Deleneon Pond B VolC lc. Basin 59i2017. 1047 PM
STAGE -STORAGE SIZING FOR DETENTION BASINS
Prefect
Basin 10
STAGE -STORAGE CURVE FOR THE POND
4851.25
—
4849,25
48.17.25
-
(D
4)
4845.25
N
r
y
4843,25
4841.25
4839.25
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00
Storage (acre-feet)
I
000elemion Pond 8 VolCalc. Basin 6r9l801Z 10:47 PM
s
vp
FC4�d�
rr";sss
�GaY �4
srs
fip F'Cp
�Re�tl��
ae5
6
a
e.00$e,oga.>..e.,eee::::3::'S':3
II.,!:::::33;t61,Ft1�''.
1
3`
Eo
E
o
FaR
0
a
I
4e
4aQ
I
4d
ig
s
0p
C
[
OQ3
Wu
O�
�«
gs� fill IiiIIIII 3u::u:a
gggggQgggggggggg
8888888$8188j888SSe
gggggggg�sai
e
A
�U.N...,3 i11�i"aa'3S.z
81 lit If I v
SS
gd gdggegd
go
ge gge
ggd
�[[�
gggggggggggggg
�o.
el
i
I87
tg�y
b',ryA
66_88gg.__
__ _
B88I�3V�ii ���.z ... _zez z<ap
d$
g8 g8
68
g88p8
pp8 g8
388RE:R
gg6
8yyg$e8,S
gg�yB
88
ggO - - zs.���z. lz
opa
o
�a� .Ili �IIIIi z,<p
g8 gc
"
88
d
I�Iggg�g�8sc
ddd
'd
do o .c,.al
0
�Q
j13�iIzz zaz3331�.zzo-a
6 8gg&gSR888
$$
8d
8aae-as"�Se88
gg¢g
p
ERB.�.EER9mSER,
Y.�8ERti3m
0
No Text
RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
Project: H23
Bain ID: Pond B
Oro
T
0 0
0 0 0
Y.
Sizints the Restricto, Plate for Circula,Ver-fical Orricalso, Pi ut
Water Surface Elevation at Design Depth
Plpe(Vertlwl Orifice Entrance liven Elevation
Required Peak Flow through Onfice at Design Depth
RpeNertical Orifice Diameter (inches)
Orifice Coefficient
Fulbflow Capacity (Calculated)
Fulkilow area
Half Central Angle In Radians
Furl -flow capacity
Calculation of Orifice Flow Condition
Halt Central Mgle (0<Theta<3, 1416)
Flow area
Top width of Orifice (inches)
Height from Invert of Orifice to Bottom of Plate (feet)
Elevation of Bottom of Rate
Resultant Peak Flow Through Orifice at Design Depth
Width of Equivalent Rectangular Vertical Orifice
Centroitl Elevation of Equivalent Rectangular Vertical Orifice
Elev: W S =
Elinvert =
0=
Dia =
C. =
At
Theta =
Of =
Percent of Design Flow =
kt Verlical
Orifice
k2 Vertical
Orifice
4848.W
4,339.25
1.90
16.0
0.
15
1.77
314
88
22.6
1108%
feet
feet
ds
ncnes
sq 8
red
ch
Theta=
A,=
T.
Ye=
Elev Rafe Bottom Edge
%=I
Equivalent Width -1
Epuiv. Centroitl EI. •
0.75
ratl
edit
Incites
feet
feet
Ids
fret
feet
0.14
1227
020
403g.45
ji
1.9
1
0.70
4,839A0
UD Detention Pond B VoiCalc, Restddor Plate 519/2017. 10:48 PM
Stormwater Detention and Infiltration Design Data Sheet
Harmony 23 Pond 8
5tormwater Facility Name:
Facility Location &Jurisdiction: Harmony and Strauss Cabin Road, Fort Collins, CO _
User (Input) Watershed Characterls
Watershed Slope =
Watershed Length -to -Width Ratio =
Watershed Area =
Watershed Imperviousness=
Percentage Hydrologic Soil Group A=
Percentage Hydrologic Soil Group B =
Percentage Hydrologic Soil Groups C/D=
0.020
5.00
11.40
50.0%
20.0%
49.0%
31A%
User Input: Detention Basin Characteristics
WQCV Design Drain Time = 40.00 hours
After completing and printing this worksheet to a pdf, go to:
h"ps:// pert ,e.digitaidatase"itescom/gvh/?viewer=cswdil
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Design Storm Return Period
Two -Hour Rainfall Depth:
Calculated Runoff Volume
OPTIONAL Override Runoff Volume
Inflow Hydrograph Volume
Time to Drain 97% of Inflow Volume
Timeto Drain 99%of Inflow Volume
Maximum Ponding Depth
Maximum Forded Area
Maximum Volume Stored
User Defined
Stage K
User Defined
Area [W2]
User Defined
Stage [ft]
User Defined
Discharge Ids]
0.D0
0
0.00
1.88
0.75
6,907
0.75
1.88
1.75
21,034
1.75
1.88
2.75
25,924
2.75
1.88
3.75
29.938
3.75
1.88
4.75
34,123
4.75
1.88
5.75
38,480
5.75
1.88
6.75
42,968
6.75
1.88
A WQCV
2Year
5Year
10 Year
25 Year
50 Year
100 Year
0.53
0.98
1.36
1.71
2.31
2.91
3.57
0.194
0.409
0.683
0954
1.498
2.003
2.689
4.06
0.194
0.409
0.682
0.953
1.498
2.002
4.063
1
3
4
S
8
11
23
1
3
4
6
9
12
23
0.56
1.18
1.11
2.08
2,11
3,33
5.36
0.128
0.282
0.430
0.530
0.611
0.672
0.847
0.036
0.161
0.343
0.531
0.921
1 1.288
2.551
Compliance Spreadsheet Pond B.xls, Design Data
J
J
J\
J
�l
J
�l
J
J
J
J
•
in
acre-ft n
acre-ft
acre-ft
hours
hours
WARNING]
acres
acre-ft �\
1
6/29/2017, 30:19 AM ,
C
C
C
C
C
Stormwater Detention and Infiltration Design Data Sheet
C80
- —100YR IN
100YR OUT
C70
—SDYRIN
C-
- SOYR OUT
C6D
—25YR IN ----- -
--- 25YR OUT
C
50
IN
--10YR
-- - 10YR OUT
—SYR IN
40
-
...
•• •�• SYR OUT
_ —2YR IN
30
--
--- 2YR OUT
—WQN IN
..
20
..... WQCV OUT --
10
-
0
0.t
—100YR
C_
5
—50YR
—25YR
C
—SOYR
C
4
—SYR
—2YR
C.
C.
at 3
8
—WQCV
8
C
C
2 -
C
C'
1
C
C..
0
D.1
C
C
C
Compliance
Spreadsheet Pond Bxls, Design Data
1
1
TIME [hrj
DRAIN TIME (hr)
10
10
100
6/29/2017, 10:19 AM
H23
Detention Requirements Offsite Pond . Major Storm (100-yr)
Mass Balance Method
Runoff Coefficient. C =
0.83
2-yr Release, Q , ^
0.98
cis
Area •
5.81
1 acres
Final Drainage Report
Detention
Requirements
1.24
acre-feet
City of Fort Collins
criteria (120 %)
1.49
acre -teat
Time (min)
Intensity (inlhr)
din (cis)
Volume,(ff)
Q..,(cis)
Volume„e (tt°)
Volume detainedwr4-feel
5
9.95
47.982
14.394.57
0.96
266
0.324
10
7.72
37228
22,336.89
0.96
575
0.500
15
6.52
31.441
28,297.26
0.96
863
0.630
20
5.60
27.005
32 405.86
0.96
1.150
0.718
25
4.98
24.015
36022.58
0.96
1,438
0.794
30
4.52
21.797
39.234.23
0.96
1,726
0.861
35
4.08
19.675
41.317.47
0.96
2,013
0.902
40
3.74
18,035
43,284.96
0.96
2,301
0.941
45
1 3.46
16.685
45,049.93
0.96
2,588
0.975
50
3.23
15.576
46,728.09
0.96
2876
1.007
55
3.03
14.612
48,218.18
0.96
3,164
1.034
60
2.86
13.792
49.650.40
0.96
3,451
1.061
65
2.70
13.020
50,778.82
0.96
3.739
1.080
70
2.60
12.538
52,659.52
0.96
4,026
1.116
75
2.50
12.056
54.250.88
0.96
4 314
1.146
80
2.40
11.574
55.562.90
0.96
4 602
1.170
85
2.30
11.091
56.565.58
0.96
4,889
1.186
90
2.20
10.609
57288.92
0.96
5177
1.196
100
2.05
9.886
1 59 314.29
0.96
1 5.752
1.230
110
1.90
9,162
60471.64
0.96
6,327
1.243
120
1.75
8.439
60.760.98
0.96
6,902
1.236
130
1.60
7.716
60.182.30
0.96
7 477
1.210
140
1.40
6.751
56,710.25
0.96
8,053
1 1.117
150
1.20
5.787
52,080.84
0.96
B 828
0.998
160
1.15
5.546
53,238.19
0.96
9 2D3
1.011
170
1.10
5,305
54106.21
0.96
9778
1.018
180
1.05
5.063
54,684.88
0.96
10353
1.018
�......... Appendix F
APPENDIX G
FIRM Maps and
Original Floodplain Workmap
T. 6 N.
>� 4850 4850
Xlv�
ZONE X L
z
J
J_
O
LL
W
(1
U
z
PROJECT SITE
I o
ZONE X
o
(n
W
J
z
LL
Y
O
UJ
W
O
=
m
PRECISION DR
zz
City of Fort Collins I
080102 STEELHEAD ST
4
ROCK CREEK DR
C
z
_
sill
J
(n
If
U
,
ZONE X z
W
F-
F-
z
1 }
County
GALILEO DR
Q Z
U
•ated Areas
101
OBSERVATORY DR
00 1 IY
LL W
LL
O
Q
�-
�_J
U
BIG DIPPER DR
LITTLE DIPPER DR
I
ECLIPSE LN
7
MAP SCALE 1" = 500"
500 1000
FEET
METERS
A ISO 300
PANEL 0994F
FIRM
FLOOD INSURANCE RATE MAP
LARIMER COUNTY,
COLORADO
/.—ZONE
AE
AND INCORPORATED AREAS
FLOODING EFFECTS FROM
IgO
CACHE LA POUDRE RIVER
PANEL 994 OF 1420
0
(SEE MAP INDEX FOR FIRM PANEL LAYOUT)
W
z
Q
Q.
CONTAINS
COMMUNITY NUMBER PANEL SUFFIX
Z
0
FORT COLUNS, CITY OF OB0102 0994 F
LARRAER COUNTY 080101 0994 F
4485(100m N
3
Votice to User: The Map Number shown below
>hould be used when placing map orders; the
community Number shown above should be
ised on insurance applications for the subject
;ommunity.
Jh T
QE•% MAP NUMBER
a M 08069CO994F
EFFECTIVE DATE
�No SEA DECEMBER 19, 2006
Federal Emergency Management Agency
This is an official copy of a portron of the above referenced flood map. It
was extracted using F-MIT On-Lme This map does not reflect changes
or amendments which may have been made subsequent to the date on the
title block. For the latest product Information about National Flood Insurance
Program flood maps check the FEMA Flood Map Store at www. msc Tema. gov
_ 1 ,
LEGEND I
v'ecTrve Monaure ersa.,nc onnl. _ ---' _ , � e
ol.• mu B1P1RM emu
2006 DIFRM 100—YEAR
- YD YEM iILODVWN /
..A. FLOODPLAIN AND FLOODWAY
wR EABnaoPwN % LOCATED WITHIN ACTIVE CHANNEL, �' ,1•� ` v
.. .- BU6IECT PWP[RR BOIMOMT - . � i � ' \ '• i •
Ilk-
• ru.r ro ncmwn. urtu.. acw o rlsam _ / _'_
a msuc auow re.m. vrt o.,em mue o�awr. mal _ __ -- �y. y.,
• o.van aa.w +a n ma u.ro.rme.o .00rnn n ''. _ _ - -� 11 /R � -j'i \ � / -
♦
{ sir yy1 _ ItpL f .• , , tl }
Oa > - Q
ata 2006 DFIRM 100-YEAR_ s/ t LL Y
�rF' FLOODPLAIN ON ELEVATEDI
�L rLL
INTERSTATE RAMP O
W d
- _ y_.. / Li I - ✓ INTER51' `- y,. _ O
C J
r ``
LL
i r—_G-\ • \
1 I rr a =K Q❑ LLJ N Q
r
ui cc a
�n1'+F4 c'� \� `-liy cr W 0 cc
.I F » •cam."— - ... .1 'j ',1.•, ->__L_ I • '1 - - '.__-- .. cQ W U >_ Q
LL
W
Ii; �. LLZOt❑
rti ',.R /y 1-r' i I/ ' ' •,`1 I J `ate Q ❑ Q
/ LLI W 0 >_
j + W m
Vi
�.l•...... .. - _ •'°`' , ::: y. � _ •r Imo'. E'i��i',�i ' � � J
j ;� . `'s I fit;, . • X. l �� i � , , , •`.� _ •^ . } �. / / . - � , t
li
2006 DIFRM 500—YEAR
FLOODPLAIN SHIFTED WEST
Y � �' �' % OFF TOP OF ROAD
-,j - '+f T•' ' - -� ,-:C 200 400 Boo
,I
PROJECT SITE
1
"r >�.: ra •�, . � -
IF 1
• , a _ I'�__
\ �';• __
"_ f/►
;
low
� {�. > - J.a -
-
/'fHr' lq
-�. ' 1
DRAWN BT:
JMA
OCSIGNED BY:
JMA
CHECKED BY:
CJP
PROJECT NUMBER:
' DATE:
7-23-2013
SHEET:
SHT21
INDEX:
IND1
9
Page 1 of 5
Issue Date: August 1, 2014
Effective Date: December 15, 2014
Case No.: 14-08-0580P
LOMR-APP
�SVPhR F
°^ Federal Emergency Management Agency
Washington, D.C. 20472
ND SECJ
LETTER OF MAP REVISION
DETERMINATION DOCUMENT
COMMUNITY AND REVISION INFORMATION
PROJECT DESCRIPTION
BASIS OF REQUEST
City of Fort Collins
NO PROJECT
UPDATE
Larimer County
Colorado
COMMUNITY
COMMUNITY NO.: 080102
IDENTIFIER
Cache La Poudre River 1-25 Divided Flow Path
APPROXIMATE LATITUDE & LONGITUDE: 40.518,-104.995
SOURCE: USGS QUADRANGLE DATUM: NAD 83
ANNOTATED MAPPING ENCLOSURES
ANNOTATED STUDY ENCLOSURES
TYPE: FIRM' NO.: 08069CO994F DATE: December 19, 2006
DATE OF EFFECTIVE FLOOD INSURANCE STUDY: February06, 2013
TYPE: FIRM' NO.: 08069C1013F DATE: December 19, 2006
FLOODWAY DATA TABLE: 4
Enclosures reflect changes to flooding sources affected by this revision.
' FIRM - Flood Insurance Rate Map; " FBFM - Flood Boundary and Floodway Map; "' FHBM - Flood Hazard Boundary Map
FLOODING SOURCE(S) & REVISED REACH(ES)
Cache La Poudre River 1-25 Divided Flow Path - from approximately 110 feet downstream of County Road 36 to approximately 140 feet upstream of County Road 38
SUMMARY OF REVISIONS
Flooding Source Effective Flooding Revised Flooding Increases Decreases
Cache La Poudre River 1-25 Divided Flow Path Zone AE Zone AE YES YES
Zone X (shaded) Zone X (shaded) YES YES
Floodway Floodway YES YES
' BFEs - Base Flood Elevations
DETERMINATION
This document provides the determination from the Department of Homeland Security's Federal Emergency Management Agency (FEMA) regarding
a request for a Letter of Map Revision (LOMR) for the area described above. Using the information submitted, we have determined that a revision to
the flood hazards depicted in the Flood Insurance Study (FIS) report and/or National Flood Insurance Program (NFIP) map is warranted. This
document revises the effective NFIP map, as indicated in the attached documentation. Please use the enclosed annotated map panels revised by
this LOMR for floodplain management purposes and for all flood insurance policies and renewals in your community.
This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have any
questions about this document, please contact the FEMA Map Information eXchange toll free at 1-877-336-2627 (1-877-FEMA MAP) or by letter addressed to the LOMC
Clearinghouse, 847 South Pickett Street, Alexandria, VA 223044605. Additional Inform�ationn about the NFIP is available on our website at http://www.fema.gov/nfip.
Luis Rodriguez�P.-E.,, Chief7
Engineering Management Branch
Federal Insurance and Mitigation Administration 132942 PT202.BKR.14080580P.H2O 102-1-C
Page 2 of 5
Issue Date: August 1, 2014
Effective Date: December 15, 2014
Case No.: 14-08-0580P
LOMR-APP
Federal Emergency Management Agency
04 ,� Washington, D.C. 20472
ND SE�J
LETTER OF MAP REVISION
DETERMINATION DOCUMENT (CONTINUED)
OTHER COMMUNITIES AFFECTED BY THIS REVISION
CID Number: 080101 Name: Larimer County, Colorado
AFFECTED MAP PANELS
AFFECTED PORTIONS OF THE FLOOD INSURANCE STUDY REPORT
TYPE: FIRM' NO.: 08069CO994F DATE: December 19, 2006
DATE OF EFFECTIVE FLOOD INSURANCE STUDY: February6, 2013
TYPE: FIRM' NO.: 08069C1013F DATE: December 19, 2006
FLOODWAY DATA TABLE: 4
This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have any
questions about this document, please contact the FEMA Map Information eXchange toll free at 1-877-336-2627 (1-877-FEMA MAP) or by letter addressed to the LOMC
Clearinghouse, 847 South Pickett Street, Alexandria, VA 22304-4605. Additional Information about the NFIP is available on our website at http:/Avww.fema.gov/nfip.
Luis Rodriguez, P.E., Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration 132942 PT202.BKR.14080580P.H2O 102-1-C
Page 3 of 5
Issue Date: August 1, 2014
Effective Date: December 15, 2014
Case No.: 14-08-0580P
LOMR-APP
OF'eAl1F4.
Z Federal Emergency Management Agency
z �
0 �� Washington, D.C. 20472
No S�GJ
LETTER OF MAP REVISION
DETERMINATION DOCUMENT (CONTINUED)
COMMUNITY INFORMATION
APPLICABLE NFIP REGULATIONS/COMMUNITY OBLIGATION
We have made this determination pursuant to Section 206 of the Flood Disaster Protection Act of 1973 (P.L. 93-234) and in accordance with
the National Flood Insurance Act of 1968, as amended (Title XIII of the Housing and Urban Development Act of 1968, P.L. 90-448),
42 U.S.C. 4001-4128, and 44 CFR Part 65. Pursuant to Section 1361 of the National Flood Insurance Act of 1968, as amended,
communities participating in the NFIP are required to adopt and enforce floodplain management regulations that meet or exceed NFIP
criteria. These criteria, including adoption of the FIS report and FIRM, and the modifications made by this LOMR, are the minimum
requirements for continued NFIP participation and do not supersede more stringent State/Commonwealth or local requirements to which the
regulations apply.
We provide the floodway designation to your community as a tool to regulate floodplain development. Therefore, the floodway revision
we have described in this letter, while acceptable to us, must also be acceptable to your community and adopted by appropriate community
action, as specified in Paragraph 60.3(d) of the NFIP regulations.
COMMUNITY REMINDERS
We based this determination on the base (1-percent-annual-chance) flood discharges computed in the FIS for your community without
considering subsequent changes in watershed characteristics that could increase flood discharges. Future development of projects
upstream could cause increased flood discharges, which could cause increased flood hazards. A comprehensive restudy of your
community's flood hazards would consider the cumulative effects of development on flood discharges subsequent to the publication of the
FIS report for your community and could, therefore, establish greater flood hazards in this area.
Your community must regulate all proposed floodplain development and ensure that permits required by Federal and/or
State/Commonwealth law have been obtained. State/Commonwealth or community officials, based on knowledge of local conditions and
in the interest of safety, may set higher standards for construction or may limit development in floodplain areas. If your
State/Commonwealth or community has adopted more restrictive or comprehensive floodplain management criteria, those criteria take
precedence over the minimum NFIP requirements.
We will not print and distribute this LOMR to primary users, such as local insurance agents or mortgage lenders; instead, the community
will serve as a repository for the new data. We encourage you to disseminate the information in this LOMR by preparing a news release for
publication in your community's newspaper that describes the revision and explains how your community will provide the data and help
interpret the NFIP maps. In that way, interested persons, such as property owners, insurance agents, and mortgage lenders, can benefit
from the information.
This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have any
questions about this document, please contact the FEMA Map Information eXchange toll free at 1-877-336-2627 (1-877-FEMA MAP) or by letter addressed to the LOMC
Clearinghouse, 847 South Pickett Street, Alexandria, VA 22304-4605. Additional Information about the NFIP is available on our websile at http:/twww.fema.gov/nfip.
Luis Rodriguez, P.E., Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration 132942 PT202.BKR.14080580P.H2O 102-1-C
Page 4 of 5
Issue Date: August 1, 2014
Effective Date: December 15, 20114
Case No.: 14-08-0580P
LOMR-APP
Federal Emergency Management Agency
0 Washington, D.C. 20472
ND SE�J
LETTER OF MAP REVISION
DETERMINATION DOCUMENT (CONTINUED)
COMMUNITY INFORMATION (CONTINUED)
We have designated a Consultation Coordination Officer (CCO) to assist your community. The CCO will be the primary liaison between
your community and FEMA. For information regarding your CCO, please contact:
Ms. Jeanine D. Petterson
Director, Mitigation Division
Federal Emergency Management Agency, Region VIII
Denver Federal Center, Building 710
P.O. Box 25267
Denver, CO 80225-0267
(303)235-4830
STATUS OF THE COMMUNITY NFIP MAPS
We will not physically revise and republish the FIRM and FIS report for your community to reflect the modifications made by this LOMR
at this time. When changes to the previously cited FIRM panel(s) and FIS report warrant physical revision and republication in the future,
we will incorporate the modifications made by this LOMR at that time.
This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have any
questions about this document, please contact the FEMA Map Information eXchange toll free at 1-877-336-2627 (1-877-FEMA MAP) or by letter addressed to the LOMC
Clearinghouse, 847 South Pickett Street, Alexandria, VA 223044605. Additional Information about the NFIP is available on our website at http:/Mww.fema.gov/nfip.
�l3
Luis Rodriguez, P.E., Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration 132942 PT202.BKR.14080580P.H2O 102-1-C
Page 5 of 5
Issue Date: August 1, 2014
Effective Date: December 15, 2014
Case No.: 14-08-0580P
LOMR-APP
Federal Emergency Management Agency
=�z
°g �� Washington, D.C. 20472
ND SE�
LETTER OF MAP REVISION
DETERMINATION DOCUMENT (CONTINUED)
COMMUNITY INFORMATION (CONTINUED)
A notice of changes will be published in the Federal Register. This information also will be published in your local newspaper on or about
the dates listed below and through FEMA's Flood Hazard Mapping website at https://www.floodmaps.fema.gov/fhm/Scripts/bfe_main.asp.
LOCAL NEWSPAPER Name: The Fort Collins Coloradoan
Dates: August 8, 2014 and August 15, 2014
Within 90 days of the second publication in the local newspaper, a citizen may request that we reconsider this determination. Any request
for reconsideration must be based on scientific or technical data. Therefore, this letter will be effective only after the 90-day appeal period
has elapsed and we have resolved any appeals that we receive during this appeal period. Until this LOMR is effective, the revised flood
hazard determination information presented in this LOMR may be changed.
This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have any
questions about this document, please contact the FEMA Map Information eXchange toll free at 1-877-336-2627 (1-877-FEMA MAP) or by letter addressed to the LOMC
Clearinghouse, 847 South Pickett Street, Alexandria, VA 223044605. Additional Information about the NFIP is available on our website at http://www.fema.gov/nfip.
Luis Rodriguez, P.E., Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration 132942 PT202.BKR.14080580P.H2O 102-1-C
v
0
N
L
3
O
m
W
.A
�
�
A
0.0
LU
A
LU
�LLJA
W
m
W>
a
N
Ix
03
ax
O
x
W
Q
U
F
U
w
V
O
zUQw
..en
Q�Q
b
CQ.
a
z a
x
w W
O
c
C7 U
U
�
rZ.
�
sae
E
a
A
m
v
`L
TABLE 4
w
O z
U �
z
N
1�
M r
00
00E-
V':
Vl V1
U W
=
"a U
j
Z pC
r
tn r—
en
rn
M
rnm
o�
M
o M
d (/
F
N
N
M M
M
M
V
V
h Vl
O F
00
00
00 00
00
00
Ob
W
o0
W
W W
y
a
�
'cY
d
�n V1
N
N
M M
M
M�
�
w
x
�W
Z
r
v
z w
m
oro
� N
�
oho
�
N
� �
00
w
A
�
M
N
N
Q
F"
Obi
c
O�
�
0�0
�
C
U
�
W
vi
oo
—
--
rl N
ri
N
d'
N
N
vi
N
r`
N
N
of
N M
a
a
xo
U
'I
A
�w
z
�
A
C
u
aa3
W
rA
a� O
¢
=
U 0
w
w
C7
7C
w
U
¢ �
A
a
CC(L CCC
ZONE AE
33 J77 34
T 6 N
3
City of Fort Collins
\\
080102
\\�
REVISED'"
AREA
W
4 o
=
o
J
W
--I
Z
W
>
y
=
O
O
r
�
�
PRECISION DRIVE m
O
z
ZONE A
STEELHEAD STREET
w rn
Z U3
g o
WO Z
W C
W
Cy H=
Z 7
U O
m
OBS
DRIVE
DRIVE
ECLIPSE LANE
STAR GAZER DRIVE
Larimer Countv
Unincorporated Areas
080101
9
Aty of Fort Collins
080102
FLOODING EFFECTS
--I-25 DIVIDED FLOW
CHACHE LA POUDRE RIVER
PROJECT SITE
NOTE MAP AREA SHOWN ON THIS PANEL
IS LOCATED WITHIN TOWNSHIP 6 NORTH,
RANGE 68 WEST AND TOWNSHIP 7 NORTH.
RANGE 68 WEST
SPECIAL FLOOD
HAZARD AREA
OTHER AREAS OF
FLOOD HAZARD
Without Base Flood Elevation (SEE)
With BEE or Depth
Regulatory Floodway
0.2%Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth lessthan one foot or with drainage
areas of lessthan one square mile
Future Conditions 1°'o Annual
Chance Flood Hazard
Area with Reduced Flood Risk due to Levee
See Notes. --
SCALE
Mao radio
'
NAD83 STATE PLANE Col000 o North FIPS 0501 (Feet)
Weelem HeMephe,e.
VN,ACI Dolum NAVDea
N1 inch = 500 feet 1:6,000
1,000
Feet
Melers
50 Jo0
NATIONAL FLOOD INSURANCE PROGRAM
E
oonINSURANC: nnrF NIA;'
ULRIMER COUNTY, COLORADO
O
4ntl lncorpOraletl Areas
W
PANEL 994 OF 1420 -�.
w
N
C
COMMUNITY NUMBER PANEL SUFFIX
O
r0a"CIXLINs. OeltP.+ OBde !
C"r of
O
LARIMER COUAFTY 000101 MOA F
IL
C
C
?EVISED TO
to
REFLECT LOMR
EFFECTIVE: December 15, 2014
VERSION NUMBER
1.1.1.0
MAP NUMBER
08069C0994F
MAP REVISED
DECEMBER 19. 2006
4853`
T 7 N
T6N.
HARMONYROAD
ZONE AE
Larimer County
Unincorporated Areas
080101
I
AREA REVISED
BY LOMR DATED JUNE 18, 2012
4853
Citv of
Fort Collins
080102
4847
48
4850
Pro'
le Baseline
7
t
4842
4841.1
od-
4841
4839
10 1
REVISED
NOTE: MAP AREA SHOWN ON THIS PANEL Fossil Creek AREA
IS LOCATED WITHIN TOWNSHIP 6 NORTH Reservoir Inlet
RANGE 68 WEST AND TOWNSHIP 7 NORTH
RANGE 68 WEST.
AH
AG
ZONE AE
Town of Timnath
080005
34
4844
ON
Town of
Timnath
080005
—� PF
0
N Q
Np
w
�
¢w
�O
�a
Uj
wZ
rp
Z�
_
w
3
asa01
AREA REVISED
AD 483!
AC 483
�4837
l
4837
5
tkoo
BY LOMR DATED
NOVEMBER 14,
2008
4841
WRhout Base Flood Elevation (BEE)
WRh BEE or Depth
SPECIAL FLOOD
WARD AREAS
RegulatoryFloDdway
0.2%Annual Chance Flood Hazard, Areas
of 1% annual chance Hood with average
depth lessthan one foot orwith drainage
areas of less than one square mile -�
Future Conditions 1% Annual
Chance Flood Hazard .
OTHER AREAS OF
Area with Reduced Flood Risk due to Levee
FLOOD HAZARD
See Notes.::
SCALE
Map Pmpr
'
NADRA STATE
PLANE Colorado North RIPS 0501 IFeen
We stern Hemrephere verb al Datum NAVD88
N l inch -500 feet 1:6,000
50C 000
FeH
Metes
150 300
NATIONAL FLOOD INSURANCE PROGRAM
^fin IV51 1'pheF 4,"dF CSA.'
IARIMER COUNTY, COLORADO
�
And lncwporatetl Aren
1013 1420
W
a`
PAMa OF
U
i
a
M
i
N
C
COMMUNITY NUMBER PANEL SUFFIX
,oxrco Ins, miw_ 1o13
mor
G
IFIMEH couxry peolot tM3
LL-
TMNATH. TOWN IXIWS 1M3
OF
t4
C
O
REVISED
TO
REFLECT LOMR
EFFECTIVE: December 1, iU i4
5
VERSION NUMBER
Cn
MAPNUMBER
cc
V
08D69C1013F
MAP REVISED
DECEMBER 19, 2006
APPENDIX H
Low Impact Development
Table H-1
Low Imnact Develooment (LID)
Basin/ Sub -Basin
Total Area (acres)
Impervious Area (acres)
% Impervious
N-1
3.27
2.57
76.51%
N-2
2.93
0.53
18.67%
N-3
1.50
1.28
82.63%
N4
0.52
0.28
53.62%
N-5
1.54
0.68
42.87%
S-1
4.88
3.45
69.17%
S-2
1.19
0.59
49.08%
S-3
1.29
0.85
65.18%
S-4
2.64
0.10
5.71 %
S-5
1.20
0.67
56.72%
S-6
0.20
0.07
32.80%
U-1
2.09
1.53
73.50%
U-2
3.60
2.00
54.94%
U-3
0.12
0.07
59.17%
i orar Zo.y i 14.0i os.auin
Total Impervious Area to be Treated Offsite Using LID Techniques (acres) = 11.00
'Percent impervious values based on UDFCD Vol 1., Chapter 6, Table 6-3
Per agreements with the City and adjacent property owner, all LID for the H23 project will be handeled offsite on the
adjacent H25 developement.
APPENDIX I
Proposed Drainage Maps
/
I
SEE POND EXHIBIT
BELOW FOR EX.
Y GRAVEL POND #1
SPILLWAY LOCATION \
\ p /
= HARMONY & 1-25 ODP AREA/' /
I $ EX. GRAVEL POND /IMiami
i w
\ aaM CRAEL POND)n zaol l ) 1
$aaa GROUNDWATER ELEVATION le 41!0&00 IS, t^ f
I 'd= SPILL AY ELEVb•00
-'
I al^\`pair— % -mEcnc wo-v
ME
Mae am as m
INIF
Me
Im
AIM e"',
little
IIIIII
1L THIS CT srE IS cnrWTIIN TIE 5 Wklt FEMA NEwIAIgAF ED FLOmN. PEAR A FIRM AM a ORMOOl iY DATED DECEUBFF 15, SMa,
2Lam
. AU. AREAS IN ME FLCOfiINN AND ROCOWAY ME SUBJECT TO ME STANDARDS a CHAPTER 40 a THE FORT CawxS MUNII CCIX,
3 H0 li MAY 0.YIMJICE IN ME FLOWMAY all A FLYMPwx USE PONT AND x0-RI; caram Td HATE BEEN MI NK)WD BY ME CITY OF
ArMS lx�iH6BµPo�YPE.xm PJST FROEcr.
A. AD- F wME FRINGE SE ICAPPVRN UPERMIT.
S. OPTICAL FACIUTES ARE PREHI EED N ME POUNE MWA RO]CPwx.
S. WERE STEP raxOAMMS OWIR, ONLY UNEST TOP CE FCUNDATEN BUBMNC EIEVAMENS ARE S OSIN.
STRUCTURE B
0-7
•WMA CRM SECTM TABLE
I
D 3 B tO
P,
I
� m
4 1
I
i0Q
I I
I
nb�
'
Ym 11
4art
�pLL
I
m
I
I
Maeal
aftaftea
I
Mail
I
p
J
Ba>.B>�B>�B�aBT®000m
Bl•Bl•
Bl•Bl•Bl•BIBI
BIB.BI•
T
DAP
LES
W02 DRAINAGE
�j / � LBBBID
Al = BASIN NUMBER
% AREA IN ACRES
Y - UOO-YR RUNCEE
COEFFICIENT FC"
DESIGN PONT ® Z
gPROPOSED CONTOURS �� M(V
o
EXISTING CONTOURS Y
Z W
APPROVED CLOIR (UMITS) ....... cO Q
L Z
APPROVED LOMR-E (UNITS)
SWALE CROSS-SECTION ALJ
APPROVED CLOIAR
APPROVED LOMR-F
BASIN BOUNDRY •���•
PROPOSED STORM SEWER �--
EXISTING STORM SEVER �-
im
City of Ft. Collins, Colorado
UTILITY PLAN APPROVAL
CONSULTINGTOT, Il' mF
7" Maier, Way
APPROVED:
CHECKED BY:
City righter
Wear Sk Weslewe"r USULLT
Dap
Date
Fort Cil �mlar,
eae: z
Pe055
al co 1219.0002.00
CHECKED BY:
Sbrmweler Utr
DateSwur1•=10D'
CHECKED BY:
Par" A RecreaUon
Data
JULY 2017
CHECKED BY:
Traffic EnRmeer
Dal.
CHECKED BY:
58 69
EnWerarta lal Planner
Date
of