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FINAL DRAINAGE REPORT
THE LINDEN
FORT COLLINS, COLORADO
JULY 14, 2025
EPSGROUPINC.COM
970.221.4158
FORT COLLINS
GREELEY
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TABLE OF CONTENTS
July 14, 2025
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, CO 80521
RE: FINAL DRAINAGE REPORT FOR THE LINDEN
Dear Staff:
EPS Group is pleased to submit this Final Drainage Report for your review. This report accompanies the final
submittal for The Linden project.
This report has been prepared in accordance with the Fort Collins Stormwater Criteria Manual (FCSCM) and serves
to document the stormwater impacts associated with the project. We understand that review by the City of Fort
Collins is to assure general compliance with standardized criteria contained in the FCSCM.
If you should have any questions as you review this report, please feel free to contact us.
Sincerely,
EPS GROUP, INC.
MASON RUEBEL, PE BLAINE MATHISEN, PE
Project Engineer Project Manager
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GENERAL LOCATION AND DESCRIPTION ......................................................... 1
DRAINAGE BASINS AND SUB-BASINS ............................................................. 3
DRAINAGE DESIGN CRITERIA ......................................................................... 3
DRAINAGE FACILITY DESIGN ......................................................................... 6
CONCLUSIONS ............................................................................................. 7
REFERENCES ................................................................................................ 7
TABLES AND FIGURES
FIGURE 1 – VICINITY MAP .................................................................................................1
FIGURE 2 – AERIAL PHOTOGRAPH ...................................................................................2
FIGURE 3 – FIRMETTE MAP 08069C0979H .......................................................................2
TABLE 1 – LID SUMMARY .................................................................................................7
APPENDICES
APPENDIX A – HYDROLOGIC COMPUTATIONS
APPENDIX B – HYDRAULIC CALCULATIONS
APPENDIX C– WATER QUALITY CALCULATIONS
APPENDIX D– EROSION CONTROL REPORT
APPENDIX E – USDA SOILS REPORT
APPENDIX F – PREVIOUS REPORTS
MAP POCKET
DR1 – DRAINAGE EXHIBIT
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GENERAL LOCATION AND DESCRIPTION
A. LOCATION
Vicinity Map
The project site is located in portions of Block 8 and 9 along with vacated Chestnut Street, Map of
Town of Fort Collins located in the Northwest quarter of Section 12, Township North, Range 69
West of the 6th P.M. City of Fort Collins, County of Larimer, State of Colorado.
The project site is located within existing downtown development (refer to Figure (1) and is in the
Downtown River Subdistrict. This site is bordered to the north by Linden Street; to the west by
existing commercial property; to the south by Lincoln Avenue; and to the east by Willow Street.
Figure 1 – Vicinity Map
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B. DESCRIPTION OF PROPERTY
The total project site is a ± 2.2 - acres.
The site has had various occupants throughout its history. One half of the property has several
existing buildings, a concrete parking area, gravel yards and sparse vegetation. The other half of
the property is currently covered in gravel and is being used as an overflow parking area for
Ginger and Baker. Existing ground slopes are mild to moderate (i.e., 1-6%) through the interior of
the property. General topography slopes from southwest to northeast.
According to the United States Department of Agriculture (USDA) Natural Resources Conservation
Service (NRCS) Soil Survey, the site consists primarily Paoli fine Sandy Loam which falls into
Hydrologic Soil Group A.
The proposed development consists of two multi-use buildings. Other proposed improvements
include a new concrete drive aisle, parking, sidewalks, and landscaping. Existing conveyance
methods for stormwater runoff will be modified to tie into existing city infrastructure. Underground
infiltration chambers will be installed to provide LID treatment.
C. FLOODPLAIN
The subject property is not located within a FEMA regulatory floodplain per Map Number
08069CO979H or City of Fort Collins regulatory floodplain.
Figure 2 – Aerial Photograph
Figure 3 – FIRMette Map 08069C0979H
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DRAINAGE BASINS AND SUB-BASINS
A. MAJOR BASIN DESCRIPTION
The proposed development site is in the City of Fort Collins Old Town Basin. Typical Detention
requirements for this basin are to detain the difference between the 100-year developed inflow
rate and the historic 2-year release rate. However this project site outfalls to existing regional
stormwater infrastructure. Detention and water quailty are not required with this project. The
existing Udall Pond, maintained by the City of Fort Collins, provides water quailty for the
Downtown River Subdistrict. This site will outfall to an existing storm system that has been
constructed with The Lincoln Ave and Willow St Storm Sewer and Waterline improvements
project (HDR, 2016) and will be the primary outfall for the project site.
B. SUB-BASIN DESCRIPTION
The subject property historically drains overland from southwest to northeast. An existing area inlet
in Willow Street captures runoff. Stormwater is then conveyed north via an existing 24”x36” storm
pipe in Willow St. to the Cache La Poudre River. With this project, on-site stormwater runoff will be
redirected to the existing 42-inch storm system in Willow Street. This system outfalls to the Udall
Pond and Poudre River. A more detailed description of the project drainage patterns follows in
Section IV.A.4.
The City has performed regional drainage analysis for the Fort Collins Old Town Basin and the
Downtown River Subdistrict. The previous drainage study is the Downtown River District Final
Design Report (Ayres Associates, 2012). This report includes analysis of upstream basins and
hydraulic analysis and recommendations of future storm infrastructure. A portion of the
recommended infrastructure was constructed with the Lincoln Ave and Willow St Storm Sewer and
Waterline improvements (HDR, 2016).
This project site receives significant stormwater runoff from off-site properties to the southwest.
This flow is currently conveyed by a 24”x36” pipe that crosses through the property and discharges
to the Cache La Poudre River. With the future completion of the Downtown River District
Improvement Project (February 2012), the offsite flow will be re-directed to Lincoln Ave and
ultimately to the Udall Pond and Poudre River. A portion of the off-site property along the
southwest property line (Mawson Lumber) will continue to discharge through the project site until
future re-development of the existing property.
DRAINAGE DESIGN CRITERIA
A. STORMWATER MANAGEMENT STRATEGY
The overall stormwater management strategy employed with The Linden project utilizes the “Four Step
Process” to minimize adverse impacts of urbanization on receiving waters. The following is a
description of how the proposed development has incorporated each step.
Step 1 – Employ Runoff Reduction Practices. The first consideration taken in trying to reduce the
stormwater impacts of this development is the site selection itself. By choosing an already developed
site with public storm sewer currently in place, the burden is significantly less than developing a vacant
parcel absent of any infrastructure.
The Linden project aims to reduce runoff peaks, volumes and pollutant loads from frequently occurring
storm events (i.e., water quality (i.e., 80th percentile) and 2-year storm events) by implementing Low
Impact Development (LID) strategies. Wherever practical, runoff will be routed across landscaped areas
or through underground chambers. These LID practices reduce the overall amount of impervious area,
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while at the same time Minimizing Directly Connected Impervious Areas (MDCIA). LID/MDCIA
techniques will be implemented, where practical, throughout the development, thereby slowing
runoff and increasing opportunities for infiltration.
Step 2 – Implement SCMs that Provide a Water Quality Capture Volume (WQCV) with Slow
Release. The efforts taken in Step 1 will help to minimize excess runoff from frequently occurring storm
events; however, urban development of this intensity will still have stormwater runoff leaving the site.
The primary water quality treatment will occur via underground chambers. Any additional runoff from
adjacent basins will be treated via the City of Fort Collins Udall water quality pond, located south of
Lincoln Ave.
Step 3 – Stabilize Drainageways. As stated in Section II. A. 1. above, the site will discharge to the storm
infrastructure in Willow Street and ultimately the Cache La Poudre River, however no changes to the
channel are proposed with this project. While this step may not seem applicable to the Linden project,
the proposed project indirectly helps achieve stabilized drainageways, nonetheless. Once again, site
selection has a positive effect on stream stabilization. By developing existing stormwater infrastructure,
combined with LID and MDCIA strategies, the likelihood of bed and bank erosion is reduced.
Furthermore, this project will pay one-time stormwater development fees, as well as ongoing monthly
stormwater utility fees, both of which help achieve Citywide drainageway stability.
Step 4 – Implement Site Specific and Other Source Control BMPs. This project will provide site
specific source controls and will improve on historic conditions. Localized trash enclosures within the
development will contain and allow for the disposal of solid waste. Standard Operating procedures
(SOPs) will be implemented for BMP maintenance of the underground chambers and associated
drainage infrastructure to remove sediment accumulation regularly and prolong the design life of the
BMPs.
B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS
The subject property is part of the Downtown River District Final Design Report (Ayres Associates,
2012). Stormwater from this site will be modified from historic patterns and discharge into storm
drains established with previous improvements in Willow Street. The primary outfall will be a 42”
RCP pipe located in Willow Street and a 4’x7’ box culvert located in Lincoln Ave. This existing storm
system conveys runoff to the Udall Regional Water Quality Pond and Cache La Poudre River.
There are significant off-site flows that are conveyed through the site in an existing 24”x36” pipe.
Per the Downtown River District (DTRD) Final Design Report (Ayres Associates, 2012), if the Willow
Street improvements are completed prior to the re-development of the Mawsom Lumber
property the private storm sewer traversing the property must be tied into the existing 42” storm
drain (Storm Line C in DTRD Final Design Report) in Willow St. This existing pipe does not have
adequate capacity per the peak runoff rates calculated with the previous design report (111-cfs).
Per the DTRD Final Design Report ‘Storm Line B’ will be constructed at a future date to convey
runoff from Jefferson Street and Lincoln Ave to the Udall Regional Water Quality Pond. Any
additional analysis and design of storm conveyance for offsite flows will be performed by the City
of Fort Collins.
This project proposes that the analysis of the onsite bypass pipe will only take into account the
maximum flowrate possible within the existing 24”x36” pipe (45-cfs). The maximum offsite
flowrate includes the discharge from the existing Mawson Lumber property.
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The site plan is constrained on all sides by developed properties and public roads. Existing
elevations along the property lines will be maintained.
C. HYDROLOGICAL CRITERIA
The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in Figure
3.4-1 of the FCSCM, serves as the source for all hydrologic computations associated with the
Mason Street Infrastructure development. Tabulated data contained in Table 3.4-1 has been
utilized for Rational Method runoff calculations.
The Rational Method has been employed to compute stormwater runoff utilizing coefficients
contained in Tables 3.2-1, 3.2-2, and 3.2-3 of the FCSCM.
The Rational Method will be used to estimate peak developed stormwater runoff from drainage
basins within the developed site for the 2-year, 10-year, and 100-year design storms. Peak runoff
discharges determined using this methodology have been used to check the street capacities,
inlets, swales, and storm drain lines.
Three separate design storms have been utilized to address distinct drainage scenarios. The first
event analyzed is the "Minor" or "Initial" Storm, with a 2-year recurrence interval. The second
event considered is the "Major Storm," which has a 100-year recurrence interval. The final event
analyzed was the 10-year recurrence interval for comparative analysis only.
D. HYDRAULIC CRITERIA
The hydraulic analyses of street capacities, inlets, storm drain lines, culverts, and swales are per
the FCSM criteria and provided during Final Plan. The following computer programs and methods
were utilized:
The storm drain lines were analyzed using Hydraflow Storm Sewer Extension for AutoCAD
Civil 3D.
The inlets were analyzed using the Urban Drainage Inlet and proprietary area inlet
spreadsheets.
Swales and street capacities were analyzed using the Urban Drainage Channels
spreadsheets.
As stated in Section I. B. 7. above, the subject property is not located within a FEMA 100-year or
a City of Fort Collins designated floodplain.
E. CONFORMANCE WITH WATER QUALITY TREATMENT CRITERIA
No formal modification are requested at this time. Water quailty treatment for this property will
be provided by the Udall Regional Water Quailty Pond. Willow Street and any additional basins
not treated by the underground chambers will be routed to the existing 42-inch outfall pipe in
Willow St and discharge to the Udall Regional Water Quailty Pond.
F. CONFORMANCE WITH LOW IMPACT DEVELOPMENT (LID)
The project site will conform with the requirement to treat a minimum of 75% of the project site
using a LID technique. LID treatment will be provided by underground infiltration chambers prior
to discharge into the 4’x7’ box culvert in Licoln Ave and ultimalty discharge to the existing Udall
Regional Water Quailty Pond. Please see Appendix C for LID design information, table, and
exhibits.
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DRAINAGE FACILITY DESIGN
A. GENERAL CONCEPT
The main objective of The Linden drainage design is to maintain existing drainage patterns and to
not adversely impact downstream infrastructure.
A list of tables and figures used within this report can be found in the Table of Contents at the front
of the document. The tables and figures are located within the sections to which the content best
applies.
Drainage for the project site have been analyzed using five (5) major drainage basins, designated
as Basins, A, B, C, R, & OS. These basins have associated sub-basins. The drainage patterns
anticipated for the basins are further described below.
Major Basin A
Major Basin A has 4 sub-basins (A1-A4) and has a total area of 1.30 acres. All sub-basins discharge
to Stormtech 1, located in basin A1. These sub-basins primarily consist of concrete paving of the
parking area and landscaping. Runoff is generally conveyed via an inverted crown and storm drain
to Stormtech 1. These underground chambers will provide LID treatment for these basins and
discharge to the existing 42” outfall pipe and Udall Reginal Water Quality Pond.
Major Basin B
Major Basin B has 1 sub-basins (B1) and has a total area of 0.1 acres. All sub-basins primarily consist
of concrete sidewalk from landscaping. Runoff is generally conveyed to existing storm
infrastructure withing Linden Street and are ultimately conveyed to the Poudre River. These flows
are negligible and will have little impact on the existing infrastructure.
Major Basin C
Major Basin C has 1 sub-basins (C1) and has a total area of 0.05 acres. All sub-basins primarily consist
of concrete sidewalk from landscaping. Runoff is generally conveyed to a proposed curb inlet in
Willow Street. Flows are conveyed to the existing 42” outfall pipe and Udall Regional Water Quality
Pond. These flows are negligible and will have little impact on the existing infrastructure within
Willow Street.
Major Basin R
Major Basin R has 5 sub-basins (R1-R5) and has a total area of 0.75 acres. These basins make up the
rooftop of The Linden project. Runoff from these basins will be conveyed via roof drain connection
to Stormtech 1. These underground chambers will provide LID treatment for these basins and
discharge to the existing 42” outfall pipe and Udall Reginal Water Quality Pond.
Major Basin OS1
Major Basin OS has 8 sub-basins (OS1-OS8) which details the runoff from offsite basins adjacent to
the project. Basin OS1 sheet flows north and will be conveyed via a concrete pan to the storm drain
in Basin A4. This runoff is conveyed to Stormtech 1. Basins OS2-OS3 are conveyed through the
existing 24”x36” pipe in the Mawson Lumber Property. This pipe will bypass the stormtech system
and outfall to the existing 4’x7’ Box Culvert in Lincoln Ave. OS4-OS9 do not impact the onsite storm
system. Runoff from these basins will be conveyed via existing storm infrastructure in Linden Street
and Willow Street. Runoff is conveyed to the Udall Reginal Water Quality Pond and the Poudre River.
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A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report.
In addition, excerpts from earlier drainage reports referenced in this Section can be found in
Appendix E.
B. SPECIFIC DETAILS
The Linden project will utilize Stormtech chambers to fulfill the LID treatment requirements. See
the LID volume summary below.
LID Summary
Description
Required
WQ
Volume
(ft3)
Design WQ
Volume
(ft3)
Required
Chambers
(MC-3500)
Stormtech 1 2334 2800 16
CONCLUSIONS
A. COMPLIANCE WITH STANDARDS
The design elements comply without the need for variances.
The drainage design proposed for the Linden project complies with the City of Fort Collins
Stormwater Criteria Manual as well as the associated master drainage plan.
There are no City or FEMA 100-year regulatory floodplains associated with the Linden Project.
The drainage plan and stormwater management measures proposed with The Linden project are
compliant with all applicable State and Federal regulations governing stormwater discharge.
B. DRAINAGE CONCEPT
The drainage design proposed with this project will ensure that all downstream infrastructure is
not adversely impacted by this development. All existing downstream drainage facilities are
expected to not be impacted negatively by this development.
The Linden project will not impact the Master Drainage Plan recommendations for the Old Town
Basin or Downtown River District Improvement Project.
The drainage design will improve existing drainage facilities and bring immediate offsite storm
infrastructure into compliance with the current Fort Collins water quality and LID standards
REFERENCES
1. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, adopted by Ordinance No.
159, 2018, and referenced in Section 26-500 of the City of Fort Collins Municipal Code.
2. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service,
United States Department of Agriculture.
3. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District,
Wright-McLaughlin Engineers, Denver, Colorado, Revised April 2008.
Table 1 – LID Summary
2324
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APPENDIX A
HYDROLOGIC COMPUTATIONS
Runoff Coefficient1
Percent
Impervious1 Project:
Location:
0.95 100%Calc. By:
0.95 90%Date:
0.50 40%
0.20 2%
0.20 2%
Basin ID Basin Area
(sq.ft.)
Basin Area
(acres)
Asphalt, Concrete
(acres)Rooftop (acres) Gravel (acres)
Undeveloped:
Greenbelts,
Agriculture (acres)
Lawns, Clayey Soil,
Flat Slope < 2%
(acres)
Percent
Impervious
C2*Cf
Cf = 1.00
C5*Cf
Cf = 1.00
C10*Cf
Cf = 1.00
C100*Cf
Cf = 1.25
A1 26,252 0.60 0.50 0.00 0.00 0.00 0.11 83%0.82 0.82 0.82 1.00
A2 16,691 0.38 0.32 0.00 0.00 0.00 0.06 84%0.83 0.83 0.83 1.00
A3 7,119 0.16 0.14 0.00 0.00 0.00 0.03 85%0.83 0.83 0.83 1.00
A4 8,353 0.19 0.16 0.00 0.00 0.00 0.03 85%0.83 0.83 0.83 1.00
B1 531 0.01 0.01 0.00 0.00 0.00 0.01 57%0.62 0.62 0.62 0.78
C1 2,263 0.05 0.05 0.00 0.00 0.00 0.00 100%0.95 0.95 0.95 1.00
D1 2,150 0.05 0.05 0.00 0.00 0.00 0.00 100%0.95 0.95 0.95 1.00
R1 11,196 0.26 0.00 0.26 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00
R2 6,068 0.14 0.00 0.14 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00
R3 5,028 0.12 0.00 0.12 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00
R4 6,129 0.14 0.00 0.14 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00
R5 4,123 0.09 0.00 0.09 0.00 0.00 0.00 90%0.95 0.95 0.95 1.00
OS1 5,514 0.13 0.00 0.09 0.00 0.00 0.04 64%0.73 0.73 0.73 0.91
OS2 37,827 0.87
OS3 45,248 1.04 0.54 0.25 0.25 0.00 0.00 83%0.84 0.84 0.84 1.00
OS4 25,586 0.59 0.18 0.14 0.28 0.00 0.00 69%0.74 0.74 0.74 0.92
OS5 47,029 1.08 0.32 0.15 0.49 0.00 0.12 60%0.66 0.66 0.66 0.83
OS6 44,736 1.03 0.68 0.07 0.00 0.00 0.28 72%0.74 0.74 0.74 0.93
OS7 11,680 0.27 0.26 0.00 0.00 0.00 0.01 96%0.92 0.92 0.92 1.00
OS8 17,853 0.41 0.41 0.00 0.00 0.00 0.00 100%0.95 0.95 0.95 1.00
OS9 18,995 0.44 0.37 0.00 0.00 0.00 0.06 85%0.84 0.84 0.84 1.00
LID A - Stormtech 96,473 2.21 1.12 0.84 0.00 0.00 0.26 85%0.86 0.86 0.86 1.00
Onsite Total 95,903 2.20 1.22 0.75 0.00 0.00 0.23 86%0.87 0.87 0.87 1.00
Lawns and Landscaping:
Combined Basins
2) Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort
Collins Stormwater Manual (FCSM).
Lawns, Clayey Soil, Flat Slope < 2%
USDA SOIL TYPE: A
Undeveloped: Greenbelts, Agriculture Composite Runoff Coefficient2
1) Runoff coefficients per Tables 3.2-1 & 3.2 of the FCSM. Percent impervious per Tables 4.1-2 & 4.1-3 of the FCSM.
Release Rate per Mawson Lumber Parking Drainage Memo
DEVELOPED RUNOFF COEFFICIENT CALCULATIONS
Asphalt, Concrete
Rooftop
Gravel
Streets, Parking Lots, Roofs, Alleys, and Drives:
Character of Surface:The Linden
Fort Collins
M. Ruebel
May 21, 2025
Notes:
1)LID A - Stormtech is the combined impervious value for all A & R Basins and Basin OS1
5/18/2022
Where:
Length
(ft)
Slope
(%)
Ti
2-Yr
(min)
Ti
10-Yr
(min)
Ti
100-Yr
(min)
Length
(ft)
Slope
(%)Surface n Flow Area3
(sq.ft.)WP3 (ft)R (ft)V
(ft/s)
Tt
(min)
Max.
Tc
(min)
Comp.
Tc 2-Yr
(min)
Tc
2-Yr
(min)
Comp.
Tc 10-Yr
(min)
Tc
10-Yr
(min)
Comp.
Tc 100-
Yr
(min)
Tc
100-Yr
(min)
a1 A1 10 2.00%1.33 1.33 0.47 325 0.50%Valley Pan 0.02 6.00 10.25 0.59 4.92 1.10 11.86 2.43 5.00 2.43 5.00 1.57 5.00
a2 A2 28 2.00%2.13 2.13 0.79 150 0.50%Valley Pan 0.02 6.00 10.25 0.59 4.92 0.51 10.99 2.64 5.00 2.64 5.00 1.29 5.00
a3 A3 28 2.00%2.08 2.08 0.79 55 0.50%Valley Pan 0.02 6.00 10.25 0.59 4.92 0.19 10.46 2.27 5.00 2.27 5.00 0.97 5.00
a4 A4 28 2.00%2.10 2.10 0.79 75 0.50%Valley Pan 0.02 6.00 10.25 0.59 4.92 0.25 10.57 2.36 5.00 2.36 5.00 1.04 5.00
b1 B1 5 2.00%1.58 1.58 1.06 Gutter 0.02 3.61 19.18 N/A N/A 0.00 10.03 1.58 5.00 1.58 5.00 1.06 5.00
c1 C1 5 2.00%0.50 0.50 0.33 Gutter 0.02 3.61 19.18 N/A N/A 0.00 10.03 0.50 5.00 0.50 5.00 0.33 5.00
d1 D1 5 2.00%0.50 0.50 0.33 Gutter 0.02 3.61 19.18 N/A N/A 0.00 10.03 0.50 5.00 0.50 5.00 0.33 5.00
r1 R1 60 2.00%1.72 1.72 1.15 Gutter 0.02 3.61 19.18 N/A N/A 0.00 10.33 1.72 5.00 1.72 5.00 1.15 5.00
r2 R2 60 2.00%1.72 1.72 1.15 Gutter 0.02 3.61 19.18 N/A N/A 0.00 10.33 1.72 5.00 1.72 5.00 1.15 5.00
r3 R3 60 2.00%1.72 1.72 1.15 Gutter 0.02 3.61 19.18 N/A N/A 0.00 10.33 1.72 5.00 1.72 5.00 1.15 5.00
r4 R4 60 2.00%1.72 1.72 1.15 Gutter 0.02 3.61 19.18 N/A N/A 0.00 10.33 1.72 5.00 1.72 5.00 1.15 5.00
r5 R5 60 2.00%1.72 1.72 1.15 Gutter 0.02 3.61 19.18 N/A N/A 0.00 10.33 1.72 5.00 1.72 5.00 1.15 5.00
os1 OS1 30 2.00%3.04 3.04 1.57 Gutter 0.02 3.61 19.18 N/A N/A 0.00 10.17 3.04 5.00 3.04 5.00 1.57 5.00
os2 OS2
os3 OS3 180 1.60%5.57 5.57 2.15 Gutter 0.02 3.61 19.18 N/A N/A 0.00 11.00 5.57 5.57 5.57 5.57 2.15 5.00
os4 OS4 160 0.60%10.14 10.14 4.97 115 0.50% Swale (8:1)0.03 8.00 16.12 0.50 2.20 0.87 11.53 11.01 11.01 11.01 11.01 5.84 5.84
os5 OS5 35 0.50%6.13 6.13 3.83 265 0.80% Gutter 0.02 3.61 19.18 0.19 2.92 1.51 11.67 7.64 7.64 7.64 7.64 5.34 5.34
os6 OS6 60 2.00%4.09 4.09 1.95 280 0.70% Gutter 0.02 3.61 19.18 0.19 2.73 1.71 11.89 5.80 5.80 5.80 5.80 3.66 5.00
os7 OS7 35 2.00%1.61 1.61 0.88 120 0.50% Gutter 0.02 3.61 19.18 0.19 2.31 0.87 10.86 2.47 5.00 2.47 5.00 1.74 5.00
os8 OS8 30 2.00%1.22 1.22 0.81 320 0.70% Gutter 0.02 3.61 19.18 0.19 2.73 1.95 11.94 3.17 5.00 3.17 5.00 2.77 5.00
os9 OS9 35 2.00%2.29 2.29 0.88 311 1.50% Gutter 0.02 3.61 19.18 0.19 3.00 1.73 11.92 4.02 5.00 4.02 5.00 2.61 5.00
Design
Point Basin ID
Overland Flow Channelized Flow Time of Concentration
DEVELOPED TIME OF CONCENTRATION COMPUTATIONS
Location:
Maximum Tc:Overland Flow, Time of Concentration:
Channelized Flow, Velocity: Channelized Flow, Time of Concentration:
The Linden
Fort Collins
M. Ruebel
May 21, 2025
Project:
Calculations By:
Date:
Release Rate per Mawson Lumber Parking Drainage Memo
Notes
S = Longitudinal Slope, feet/feet
R = Hydraulic Radius (feet)
n = Roughness Coefficient
V = Velocity (ft/sec) WP = Wetted Perimeter (ft)
(Equation 3.3-2 per Fort Collins
Stormwater Manual)𝑇=1.87 1.1 − 𝐶 ∗ 𝐶𝑓𝐿
𝑆
𝑉 =1.49
𝑛∗ 𝑅/∗𝑆(Equation 5-4 per Fort Collins
Stormwater Manual)
𝑇𝑐 =𝐿
180 + 10 (Equation 3.3-5 per Fort Collins
Stormwater Manual)
𝑇𝑡 =𝐿
𝑉 ∗ 60
(Equation 5-5 per Fort Collins Stormwater
Manual)
1) Add 4900 to all elevations.
2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min.
3) Assume a water depth of 6" and a typical curb and gutter per
Larimer County Urban Street Standard Detail 701 for curb and gutter
channelized flow. Assume a water depth of 1', fixed side slopes, and a
triangular swale section for grass channelized flow. Assume a water
depth of 1', 4:1 side slopes, and a 2' wide valley pan for channelized
flow in a valley pan.
Tc2 Tc10 Tc100 C2 C10 C100 I2 I10 I100 QWQ Q2 Q10 Q100
a1 A1 0.60 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 0.7 1.4 2.4 6.0
a2 A2 0.38 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 0.5 0.9 1.5 3.8
a3 A3 0.16 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 0.2 0.4 0.7 1.6
a4 A4 0.19 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 0.2 0.5 0.8 1.9
b1 B1 0.01 5.0 5.0 5.0 0.6 0.6 0.8 2.9 4.9 10.0 0.0 0.0 0.0 0.1
c1 C1 0.05 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.1 0.1 0.2 0.5
d1 D1 0.05 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.1 0.1 0.2 0.5
r1 R1 0.26 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.3 0.7 1.2 2.6
r2 R2 0.14 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.2 0.4 0.6 1.4
r3 R3 0.12 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.2 0.3 0.5 1.1
r4 R4 0.14 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.2 0.4 0.7 1.4
r5 R5 0.09 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.1 0.3 0.4 0.9
os1 OS1 0.13 5.0 5.0 5.0 0.7 0.7 0.9 2.9 4.9 10.0 0.1 0.3 0.4 1.1
os2 OS2 0.87
os3 OS3 1.04 5.6 5.6 5.0 0.8 0.8 1.0 2.8 4.7 10.0 1.2 2.4 4.1 10.3
os4 OS4 0.59 11.0 11.0 5.8 0.7 0.7 0.9 2.1 3.6 9.6 0.5 0.9 1.6 5.2
os5 OS5 1.08 7.6 7.6 5.3 0.7 0.7 0.8 2.5 4.2 10.0 0.9 1.8 3.0 8.9
os6 OS6 1.03 5.8 5.8 5.0 0.7 0.7 0.9 2.8 4.7 10.0 1.1 2.1 3.6 9.5
os7 OS7 0.27 5.0 5.0 5.0 0.9 0.9 1.0 2.9 4.9 10.0 0.4 0.7 1.2 2.7
os8 OS8 0.41 5.0 5.0 5.0 1.0 1.0 1.0 2.9 4.9 10.0 0.6 1.1 1.9 4.1
DEVELOPED DIRECT RUNOFF COMPUTATIONS
Intensity
The Linden
M. Ruebel
May 21, 2025
Design
Point Basin Area
(acres)
Runoff CTc (Min)
Date:
Q100=4.2 cfs (Release Rate per Mawson Lumber Parking Drainage Memo)
Fort Collins
Project:
Location:
Calc. By:
Flow (cfs)
Intensity, I from Fig. 3.4.1 Fort Collins Stormwater Manual
Rational Equation: Q = CiA (Equation 6-1 per MHFD)
FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5)
3.0 Rational Method
3.4 Intensity-Duration-Frequency Curves for Rational Method
Page 8
Table 3.4-1. IDF Table for Rational Method
Duration
(min) 2-year 10-year 100-year
Duration
(min) 2-year 10-year 100-year
5 2.85 4.87 9.95
39 1.09 1.86 3.8
6 2.67 4.56 9.31
40 1.07 1.83 3.74
7 2.52 4.31 8.80
41 1.05 1.80 3.68
8 2.40 4.10 8.38
42 1.04 1.77 3.62
9 2.30 3.93 8.03
43 1.02 1.74 3.56
10 2.21 3.78 7.72
44 1.01 1.72 3.51
11 2.13 3.63 7.42
45 0.99 1.69 3.46
12 2.05 3.50 7.16
46 0.98 1.67 3.41
13 1.98 3.39 6.92
47 0.96 1.64 3.36
14 1.92 3.29 6.71
48 0.95 1.62 3.31
15 1.87 3.19 6.52
49 0.94 1.6 3.27
16 1.81 3.08 6.30
50 0.92 1.58 3.23
17 1.75 2.99 6.10
51 0.91 1.56 3.18
18 1.70 2.90 5.92
52 0.9 1.54 3.14
19 1.65 2.82 5.75
53 0.89 1.52 3.10
20 1.61 2.74 5.60
54 0.88 1.50 3.07
21 1.56 2.67 5.46
55 0.87 1.48 3.03
22 1.53 2.61 5.32
56 0.86 1.47 2.99
23 1.49 2.55 5.20
57 0.85 1.45 2.96
24 1.46 2.49 5.09
58 0.84 1.43 2.92
25 1.43 2.44 4.98
59 0.83 1.42 2.89
26 1.4 2.39 4.87
60 0.82 1.4 2.86
27 1.37 2.34 4.78
65 0.78 1.32 2.71
28 1.34 2.29 4.69
70 0.73 1.25 2.59
29 1.32 2.25 4.60
75 0.70 1.19 2.48
30 1.30 2.21 4.52
80 0.66 1.14 2.38
31 1.27 2.16 4.42
85 0.64 1.09 2.29
32 1.24 2.12 4.33
90 0.61 1.05 2.21
33 1.22 2.08 4.24
95 0.58 1.01 2.13
34 1.19 2.04 4.16
100 0.56 0.97 2.06
35 1.17 2.00 4.08
105 0.54 0.94 2.00
36 1.15 1.96 4.01
110 0.52 0.91 1.94
37 1.16 1.93 3.93
115 0.51 0.88 1.88
38 1.11 1.89 3.87
120 0.49 0.86 1.84
FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5)
3.0 Rational Method
3.4 Intensity-Duration-Frequency Curves for Rational Method
Page 9
Figure 3.4-1. Rainfall IDF Curve – Fort Collins
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APPENDIX B
HYDRAULIC CALCULATIONS
Existing 24"x36" Pipe - Maximum Capacity
Existing 24"x36" Pipe - Maximum Capacity
Storm Drain A (100-year)
Storm Drain B (100-year)
Storm Drain A6 (100-year)
Storm Drain A6 (100-year)
Project #:
Project Name:
Project Loc.:
Design
Flowrate
Upstream
Flowrate
Total
Flowrate Overflow Design
Flowrate
Upstream
Flowrate
Total
Flowrate Overflow Design
Flowrate
Upstream
Flowrate
Total
Flowrate Overflow
INLET A4-1 Basin A1 CDOT TYPE 13 1.40 cfs 0.00 cfs 1.40 cfs 0.00 cfs 2.40 cfs 0.00 cfs 2.40 cfs 0.00 cfs 6.00 cfs 0.00 cfs 6.00 cfs 0.00 cfs
INLET A4-3N Basin A2 CDOT TYPE 13 0.90 cfs 0.00 cfs 0.90 cfs 0.00 cfs 1.50 cfs 0.00 cfs 1.50 cfs 0.00 cfs 3.80 cfs 0.00 cfs 3.80 cfs 0.00 cfs
INLET A4-5N Basin A3 CDOT TYPE 13 0.40 cfs 0.00 cfs 0.40 cfs 0.00 cfs 0.70 cfs 0.00 cfs 0.70 cfs 0.00 cfs 1.60 cfs 0.00 cfs 1.60 cfs 0.00 cfs
INLET A4-6N Basin A4 CDOT TYPE 13 0.50 cfs 0.00 cfs 0.50 cfs 0.00 cfs 0.80 cfs 0.00 cfs 0.80 cfs 0.00 cfs 1.90 cfs 0.00 cfs 1.90 cfs 0.00 cfs
INLET B1-1 Basin OS7 FORT COLLINS COMBO 0.70 cfs 0.00 cfs 0.70 cfs 0.00 cfs 1.20 cfs 0.00 cfs 1.20 cfs 0.00 cfs 2.70 cfs 0.00 cfs 2.70 cfs 0.00 cfs
INLET B3 Basin OS8 FORT COLLINS COMBO 1.10 cfs 0.00 cfs 1.10 cfs 0.00 cfs 1.90 cfs 0.00 cfs 1.90 cfs 0.00 cfs 4.10 cfs 0.00 cfs 4.10 cfs 0.00 cfs
INLET CAPACITIES SUMMARY
Inlet Type
Inlet and Area Drain Capacities
2-Year 100-Year
24-0122
The Linden
Fort Collins, Colorado
Basins / Design Notes
10-Year
Project:
Inlet ID:
Gutter Geometry:Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ftSide Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ftManning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012
Height of Curb at Gutter Flow Line HCURB =6.00 inchesDistance from Curb Face to Street Crown TCROWN =25.0 ft
Gutter Width W =2.00 ftStreet Transverse Slope SX =0.020 ft/ftGutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ftStreet Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ftManning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012
Minor Storm Major StormMax. Allowable Spread for Minor & Major Storm TMAX =19.0 25.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches
Check boxes are not applicable in SUMP conditions
Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm
Water Depth without Gutter Depression (Eq. ST-2)y =4.56 6.00 inchesVertical Depth between Gutter Lip and Gutter Flowline (usually 2")dC =2.0 2.0 inchesGutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches
Water Depth at Gutter Flowline d =6.07 7.51 inchesAllowable Spread for Discharge outside the Gutter Section W (T - W)TX =17.0 23.0 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)EO =0.313 0.235Discharge outside the Gutter Section W, carried in Section TX QX =0.0 0.0 cfsDischarge within the Gutter Section W (QT - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfsMaximum Flow Based On Allowable Spread QT =SUMP SUMP cfs
Flow Velocity within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0
Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major StormTheoretical Water Spread TTH =18.7 43.7 ft
Theoretical Spread for Discharge outside the Gutter Section W (T - W)TX TH =16.7 41.7 ft
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)EO =0.318 0.130Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH =0.0 0.0 cfsActual Discharge outside the Gutter Section W, (limited by distance TCROWN)QX =0.0 0.0 cfsDischarge within the Gutter Section W (Qd - QX)QW =0.0 0.0 cfs
Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs
Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =0.0 0.0 cfs
Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps
V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R =SUMP SUMPMax Flow Based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs
Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inchesResultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major StormMAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
The Linden
Inlet B1-1
MHFD-Inlet_v5.01, Inlet B1-1 7/14/2025, 7:07 PM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.5 inchesGrate Information MINOR MAJORLength of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJORLength of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degreesSide Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.523 0.649 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.46 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =3.6 5.5 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.7 2.7 cfs
CDOT/Denver 13 Combination
INLET IN A SUMP OR SAG LOCATIONMHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
MHFD-Inlet_v5.01, Inlet B1-1 7/14/2025, 7:07 PM
Project:
Inlet ID:
Gutter Geometry:Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ftSide Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ftManning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012
Height of Curb at Gutter Flow Line HCURB =6.00 inchesDistance from Curb Face to Street Crown TCROWN =25.0 ft
Gutter Width W =2.00 ftStreet Transverse Slope SX =0.020 ft/ftGutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ftStreet Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ftManning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.012
Minor Storm Major StormMax. Allowable Spread for Minor & Major Storm TMAX =19.0 25.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 12.0 inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major StormMAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
MHFD-Inlet, Version 5.01 (April 2021)
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
The Linden
Inlet B3
1
Design Information (Input)MINOR MAJOR
Type of Inlet Type =Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening)No =1 1
Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 7.5 inchesGrate Information MINOR MAJORLength of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60
Curb Opening Information MINOR MAJORLength of a Unit Curb Opening Lo (C) =3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert =6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degreesSide Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate =0.523 0.649 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.46 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.94 1.00
Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.94 1.00
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =3.6 5.5 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.1 4.1 cfs
CDOT/Denver 13 Combination
INLET IN A SUMP OR SAG LOCATIONMHFD-Inlet, Version 5.01 (April 2021)
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
WP
CDOT/Denver 13 Combination
Override Depths
1
Inlet Name:Inlet 6-1 Project:
10-Year Design Flow (cfs)2.50 Location:
100-Year Design Flow (cfs)6.20 Calc. By:
Type of Grate: 12.26
Length of Grate (ft):6.54 4,968.32
Width of Grate (ft):1.875 0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,968.32 0.00 0.00 0.00
0.20 4,968.52 2.26 14.74 2.26
0.40 4,968.72 6.39 20.84 6.39
0.60 4,968.92 11.73 25.52 11.73
100-Year Storm
Depth vs. Flow
Double CDOT Type 13 Inlet
24-0122
The Linden
M. Ruebel
Reduction Factor:
AREA INLET PERFORMANCE CURVE
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Rim Elevation (ft):
Open Area of Grate (ft2):
0.00
5.00
10.00
15.00
20.00
25.00
30.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70
Di
s
c
h
a
r
g
e
(
c
f
s
)
Stage (ft)
Stage - Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = 2(L + W)
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following equation:
* where A equals the open area of the inlet grate
* where H corresponds to the depth of water above the centroid of the cross-sectional area
(A).
𝑄= 3.0𝑃𝐻.
𝑄= 0.67𝐴(2𝑔𝐻).
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Inlet Name:Inlet 6-3N Project:
10-Year Design Flow (cfs)1.40 Location:
100-Year Design Flow (cfs)3.80 Calc. By:
Type of Grate: 6.13
Length of Grate (ft):3.27 4,969.78
Width of Grate (ft):1.875 0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,969.78 0.00 0.00 0.00
0.20 4,969.98 1.38 7.37 1.38
0.40 4,970.18 3.90 10.42 3.90
0.60 4,970.38 7.17 12.76 7.17
100-Year Storm
Depth vs. Flow
CDOT Type 13 Inlet
24-0122
The Linden
M. Ruebel
Reduction Factor:
AREA INLET PERFORMANCE CURVE
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Rim Elevation (ft):
Open Area of Grate (ft2):
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70
Di
s
c
h
a
r
g
e
(
c
f
s
)
Stage (ft)
Stage - Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = 2(L + W)
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following equation:
* where A equals the open area of the inlet grate
* where H corresponds to the depth of water above the centroid of the cross-sectional area
(A).
𝑄= 3.0𝑃𝐻.
𝑄= 0.67𝐴(2𝑔𝐻).
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Inlet Name:Inlet 6-5N Project:
10-Year Design Flow (cfs)0.70 Location:
100-Year Design Flow (cfs)1.60 Calc. By:
Type of Grate: 6.13
Length of Grate (ft):3.27 4,971.35
Width of Grate (ft):1.875 0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,971.35 0.00 0.00 0.00
0.20 4,971.55 1.38 7.37 1.38
0.40 4,971.75 3.90 10.42 3.90
0.60 4,971.95 7.17 12.76 7.17
AREA INLET PERFORMANCE CURVE
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Rim Elevation (ft):
Open Area of Grate (ft2):
100-Year Storm
Depth vs. Flow
CDOT Type 13 Inlet
24-0122
The Linden
M. Ruebel
Reduction Factor:
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70
Di
s
c
h
a
r
g
e
(
c
f
s
)
Stage (ft)
Stage - Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = 2(L + W)
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following equation:
* where A equals the open area of the inlet grate
* where H corresponds to the depth of water above the centroid of the cross-sectional area
(A).
𝑄= 3.0𝑃𝐻.
𝑄= 0.67𝐴(2𝑔𝐻).
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Inlet Name:Inlet 6-6N Project:
10-Year Design Flow (cfs)0.80 Location:
100-Year Design Flow (cfs)1.90 Calc. By:
Type of Grate: 6.13
Length of Grate (ft):3.27 4,971.26
Width of Grate (ft):1.875 0.50
Depth Above Inlet (ft)Elevation
(ft)
Shallow Weir
Flow (cfs)
Orifice Flow
(cfs)
Actual Flow
(cfs)Notes
0.00 4,971.26 0.00 0.00 0.00
0.20 4,971.46 1.38 7.37 1.38
0.40 4,971.66 3.90 10.42 3.90
0.60 4,971.86 7.17 12.76 7.17
AREA INLET PERFORMANCE CURVE
Governing Equations
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters
Rim Elevation (ft):
Open Area of Grate (ft2):
100-Year Storm
Depth vs. Flow
CDOT Type 13 Inlet
24-0122
The Linden
M. Ruebel
Reduction Factor:
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70
Di
s
c
h
a
r
g
e
(
c
f
s
)
Stage (ft)
Stage - Discharge Curves
Series1
Series2
At low flow dephs, the inlet will act like a weir governed by the following equation:
* where P = 2(L + W)
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following equation:
* where A equals the open area of the inlet grate
* where H corresponds to the depth of water above the centroid of the cross-sectional area
(A).
𝑄= 3.0𝑃𝐻.
𝑄= 0.67𝐴(2𝑔𝐻).
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APPENDIX C
WATER QUALITY CALCULATIONS
APPENDIX C
Project Number:
Project Location:
Calculations By:
Sq. Ft.Acres
A1 26,252 0.60 83%21,798
A2 16,691 0.38 84%14,020
A3 7,119 0.16 85%6,048
A4 8,353 0.19 85%7,068
B1 531 0.01 57%305
C1 2,263 0.05 100%2,263
D1 2,150 0.05 100%2,150
R1 11,196 0.26 90%10,076
R2 6,068 0.14 90%5,461
R3 5,028 0.12 90%4,525
R4 6,129 0.14 90%5,516
R5 4,123 0.09 90%3,711
OS1 5,514 0.13 64%3,512
Total 101,417 2.33 86,454
Sq. Ft. Acres
Stormtech 1 96,473 2.21 85%Stormtech Chambers 2,334 81,736
Total 96,473 2.21 81,736
101,417 ft2
81,736 ft3
4,718 ft2
86,454 ft2
64,840 ft3
81,736 ft2
95%
n/a
Stormtech 1
Stormtech 1
Stormtech 1
Stormtech 1
Stormtech 1
Stormtech 1
Stormtech 1
n/a
n/a
Required
Volume (ft3)
Area
Stormtech 1
LID SUMMARY
AreaBasin ID Percent
Impervious
The Linden
July 16, 2025
24-0122
Fort Collins, Colorado
M. Ruebel
Total
Impervious
Area (ft2)
LID Summary per Basin
LID TREATMENT ID
Stormtech 1
Stormtech 1
Total Impervious Area
75% Requried Minium Area to be Treated
Total Treated Area
Percent Impervious Treated by LID
`
LID Site Summary
Total Site Area
Total Impervious Area with LID Treatment
Total Impervious Area without LID Treatment
Weighted %
Impervious
LID Summary per LID Structure
Impervious
Area (ft2)Treatment TypeLID ID
Project Title Date:
Project Number Calcs By:
City
Basins
0.8
WQCV = Watershed inches of Runoff (inches)85%
a = Runoff Volume Reduction (constant)
i = Total imperviousness Ratio (i = Iwq/100)0.290 in
A =2.21 ac
V = 0.0533 ac-ft
V = Water Quality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
2324 cu. ft.
Drain Time
a =
i =
WQCV =
Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
The Linden May 20, 2025
21-0122 M. Ruebel
Fort Collins
Basins A & R
0.231
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0.5
0 0.
1
0.
2
0.
3
0.
4
0.
5
0.
6
0.
7
0.
8
0.
9
1
WQ
C
V
(
w
a
t
e
r
s
h
e
d
i
n
c
h
e
s
)
Total Imperviousness Ratio (i = Iwq/100)
Water Quality Capture Volume
6 hr
12 hr
24 hr
40 hr
iii78.019.10.91aWQCV 23
iii78.019.10.91aWQCV 23
AV*12
WQCV
12 hr
Pond No :
1
WQ
0.86
5.00 min 1648 ft3
2.21 acres 0.04 ac-ft
Max Release Rate =0.60 cfs
Time (min)
Ft Collins
WQ
Intensity
(in/hr)
Inflow
Volume
(ft3)
Outflow
Adjustment
Factor
QWQ
(cfs)
Outflow Volume
(ft3)
Storage Volume
(ft3)
5 1.425 813 1.00 0.60 180 633
10 1.105 1260 1.00 0.60 360 900
15 0.935 1599 0.67 0.40 360 1239
20 0.805 1836 0.63 0.38 450 1386
25 0.715 2038 0.60 0.36 540 1498
30 0.650 2224 0.58 0.35 630 1594
35 0.585 2335 0.57 0.34 720 1615
40 0.535 2440 0.56 0.34 810 1630
45 0.495 2540 0.56 0.33 900 1640
50 0.460 2623 0.55 0.33 990 1633
55 0.435 2728 0.55 0.33 1080 1648
60 0.410 2805 0.54 0.33 1170 1635
65 0.385 2854 0.54 0.32 1260 1594
70 0.365 2914 0.54 0.32 1350 1564
75 0.345 2951 0.53 0.32 1440 1511
80 0.330 3011 0.53 0.32 1530 1481
85 0.315 3053 0.53 0.32 1620 1433
90 0.305 3130 0.53 0.32 1710 1420
95 0.290 3142 0.53 0.32 1800 1342
100 0.280 3193 0.53 0.32 1890 1303
105 0.270 3233 0.52 0.31 1980 1253
110 0.260 3261 0.52 0.31 2070 1191
115 0.255 3344 0.52 0.31 2160 1184
120 0.245 3353 0.52 0.31 2250 1103
*Note: Using the method described in FCSCM Chapter 6 Section 2.3
A =
Tc =
Project Location :
Design Point
C =
Design Storm
DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Input Variables Results
Required Detention Volume
Fort Collins, Colorado
24-0122
The Linden
Project Number :
Project Name :
Stormtech 1
Page 2 of 9
24-0122_Chamber Summary_3500
Vault ID
Total
Required
WQ Volume
(cf)
Flow,
WQ
(cfs)
Chamber
Type
Chamber Release
Ratea
(cfs)
Chamber
Volumeb
(cf)
Installed
Chamber w/
Aggregatec
(cf)
Minimum No.
of Chambersd
Total Release
Ratee
(cfs)
Required
Storage
Volume by
FAA Method
(cf)
Mimimum
No. of
Chambersf
Provided
Number of
Chambers
Provided
Release Rate
(cfs)
Storage
Provided
within the
Chambersg
(cf)
Total
Installed
System
Volumeh
(cf)
Stormtech 1 2324 0.35 MC-3500 0.038 109.90 175.00 14 0.53 1648 15 16 0.60 1758 2800
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment. Q=0.0022(cfs/sf)*(Floor Area of Chamber)
*Flow rate based on 1/2 of Nov 07 QMAX in Figure 17 of UNH Testing Report
b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.
c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.
d. Number of chambers required to provide full WQCV within total installed system, including aggregate.
e. Release rate per chamber times number of chambers.
f. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage).
g. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume.
h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV.
Chamber Configuration Summary
P:\24-0122\Drainage\LID\24-0122_Chamber Summary_3500
Project Number:Pond No:
Project Name:Calc. By:
Project Location:
Q=3.3LH1.5
Length (L)=7.00 ft 4,968.53 ft
Weir Elev. =4,966.00 ft 4,960.35 ft
Depth Above Crest -
H (ft)
Elevation
(ft)
Freeboard
(ft)
Flow
(cfs)
0.00 4,966.00 2.53 0.00
0.25 4,966.25 2.28 2.89
0.50 4,966.50 2.03 8.17
0.75 4,966.75 1.78 15.00
0.97 4,966.97 1.56 22.07
1.00 4,967.00 1.53 23.10
1.25 4,967.25 1.28 32.28
1.50 4,967.50 1.03 42.44
1.75 4,967.75 0.78 53.48
2.00 4,968.00 0.53 65.34
2.10 4,968.10 0.43 70.30
2.20 4,968.20 0.33 75.38
2.30 4,968.30 0.23 80.58
2.53 4,968.53 0.00 92.96
100-Year Storm = 21.9 cfs
LID Weir in Junction A4
Input Parameters:
Basin Rim Elev. =
Depth vs. Flow:
Governing Equations:
This equation can be used to derive the stage-discharge relationship for a sharp crested weir where the depth of flow is
small compared to the length of weir. Reference 1) Hydrologic Analysis and Design, Richard H McCuen, Prentice Hall,
1989. Pg.549.
Fort Collins, Colorado
* where Q is flow rate in CFS
* where L is the crest length of the weir (FT)
* where H is the height of flow over the crest (FT)
Notes
Basin Invert Elev. =
SHARP-CRESTED WEIR
24-0122 Stormtech 1
The Linden M. Ruebel
Rim of Manhole
100-Year Storm Depth
Approximate Top of Box
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Version 1.1Project:
Chamber Model - MC-3500Units -Imperial
Number of Chambers -16
Number of End Caps -4Voids in the stone (porosity) - 40 %
Base of Stone Elevation -4968.88 ftAmount of Stone Above Chambers - 12 in Interpolation Tools
Amount of Stone Below Chambers -9 in Click to Define Top and/or Bottom of storageClick to Define Target Volume & Reference Elevation
Area of system -1088 sf Min. Area -
Height of
System
Incremental Single
Chamber
Incremental
Single End Cap
Incremental
Chambers
Incremental
End Cap
Incremental
Stone
Incremental Ch,
EC and Stone
Cumulative
System Elevation
(inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet)
66 0.00 0.00 0.00 0.00 36.27 36.27 3484.99 4974.38
65 0.00 0.00 0.00 0.00 36.27 36.27 3448.72 4974.30640.00 0.00 0.00 0.00 36.27 36.27 3412.45 4974.21630.00 0.00 0.00 0.00 36.27 36.27 3376.19 4974.13
62 0.00 0.00 0.00 0.00 36.27 36.27 3339.92 4974.05610.00 0.00 0.00 0.00 36.27 36.27 3303.65 4973.96
60 0.00 0.00 0.00 0.00 36.27 36.27 3267.39 4973.88 Volume above elevation = 3484.99590.00 0.00 0.00 0.00 36.27 36.27 3231.12 4973.80 Volume below elevation = 0580.00 0.00 0.00 0.00 36.27 36.27 3194.85 4973.71 Volume between elevations and =
57 0.00 0.00 0.00 0.00 36.27 36.27 3158.59 4973.63 Volume above elevation = 3484.99
56 0.00 0.00 0.00 0.00 36.27 36.27 3122.32 4973.55 Volume below elevation = 0550.00 0.00 0.00 0.00 36.27 36.27 3086.05 4973.46 Target Volume achieved at Elevation 4968.88
54 0.06 0.00 0.93 0.00 35.89 36.82 3049.79 4973.38 Target Volume achieved at Elevation 53 0.19 0.02 3.11 0.10 34.99 38.19 3012.96 4973.30
52 0.29 0.04 4.70 0.15 34.33 39.18 2974.78 4973.21510.40 0.05 6.46 0.21 33.60 40.27 2935.60 4973.13
50 0.69 0.07 10.99 0.27 31.76 43.03 2895.33 4973.05
49 1.03 0.09 16.45 0.35 29.54 46.35 2852.31 4972.96
48 1.25 0.11 19.99 0.43 28.10 48.52 2805.96 4972.88471.42 0.13 22.76 0.51 26.96 50.22 2757.44 4972.80461.57 0.14 25.17 0.58 25.97 51.72 2707.21 4972.71
45 1.71 0.16 27.31 0.65 25.08 53.05 2655.50 4972.63441.83 0.18 29.26 0.73 24.27 54.26 2602.45 4972.55
43 1.94 0.20 31.00 0.80 23.54 55.35 2548.20 4972.46422.04 0.22 32.65 0.87 22.86 56.38 2492.84 4972.38412.13 0.23 34.16 0.94 22.23 57.32 2436.46 4972.30
40 2.22 0.25 35.59 1.00 21.63 58.22 2379.14 4972.21392.31 0.27 36.91 1.06 21.08 59.05 2320.92 4972.13
38 2.38 0.28 38.16 1.12 20.56 59.83 2261.87 4972.05372.46 0.29 39.35 1.18 20.06 60.58 2202.04 4971.96362.53 0.31 40.45 1.23 19.59 61.28 2141.46 4971.88
35 2.59 0.32 41.50 1.28 19.15 61.94 2080.18 4971.80342.66 0.33 42.50 1.34 18.73 62.57 2018.24 4971.71
33 2.72 0.35 43.44 1.39 18.33 63.16 1955.68 4971.63322.77 0.36 44.34 1.44 17.95 63.74 1892.51 4971.55312.82 0.37 45.19 1.49 17.59 64.28 1828.78 4971.46
30 2.88 0.38 46.01 1.54 17.25 64.79 1764.50 4971.38292.92 0.40 46.79 1.58 16.92 65.29 1699.71 4971.30
28 2.97 0.41 47.52 1.63 16.61 65.76 1634.42 4971.21273.01 0.42 48.20 1.67 16.32 66.19 1568.66 4971.13263.05 0.43 48.85 1.72 16.04 66.61 1502.47 4971.05
25 3.09 0.44 49.51 1.76 15.76 67.03 1435.86 4970.96243.13 0.45 50.09 1.80 15.51 67.40 1368.83 4970.88
23 3.17 0.46 50.65 1.84 15.27 67.76 1301.43 4970.80223.20 0.47 51.19 1.88 15.04 68.11 1233.67 4970.71213.23 0.48 51.70 1.92 14.82 68.44 1165.56 4970.63
20 3.26 0.49 52.18 1.96 14.61 68.75 1097.12 4970.55193.29 0.50 52.64 1.99 14.41 69.05 1028.37 4970.46
18 3.32 0.51 53.09 2.03 14.22 69.33 959.32 4970.38173.34 0.51 53.51 2.06 14.04 69.61 889.99 4970.30163.37 0.52 53.90 2.09 13.87 69.86 820.38 4970.21
15 3.39 0.53 54.28 2.12 13.71 70.11 750.52 4970.13143.41 0.54 54.63 2.15 13.56 70.33 680.42 4970.05
13 3.44 0.54 54.99 2.17 13.40 70.57 610.08 4969.96123.46 0.55 55.32 2.20 13.26 70.78 539.52 4969.88113.48 0.56 55.66 2.22 13.11 70.99 468.74 4969.80
10 3.51 0.59 56.08 2.38 12.88 71.34 397.74 4969.7190.00 0.00 0.00 0.00 36.27 36.27 326.40 4969.63
8 0.00 0.00 0.00 0.00 36.27 36.27 290.13 4969.5570.00 0.00 0.00 0.00 36.27 36.27 253.87 4969.4660.00 0.00 0.00 0.00 36.27 36.27 217.60 4969.38
5 0.00 0.00 0.00 0.00 36.27 36.27 181.33 4969.3040.00 0.00 0.00 0.00 36.27 36.27 145.07 4969.21
3 0.00 0.00 0.00 0.00 36.27 36.27 108.80 4969.1320.00 0.00 0.00 0.00 36.27 36.27 72.53 4969.0510.00 0.00 0.00 0.00 36.27 36.27 36.27 4968.96
The Linden
858 sf min. area
StormTech MC-3500 Cumulative Storage Volumes
Include Perimeter Stone in Calculations
Click Here for Metric
Click for Stage Area Data
Click to Invert Stage Area Data
WQ Weir Elevation
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APPENDIX D
EROSION CONTROL REPORT
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EROSION CONTROL REPORT
A comprehensive Erosion and Sediment Control Plan (along with associated details) has been included with the
final construction drawings. It should be noted; however, any such Erosion and Sediment Control Plan serves
only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or
different BMPs from those included may be necessary during construction, or as required by the authorities
having jurisdiction.
It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and
followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to
site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed, or
modified in conjunction with construction activities. It is imperative to appropriately reflect the current site
conditions at all times.
The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during
construction, as well as permanent erosion control protection. Best Management Practices from the Volume 3,
Chapter 7 – Construction BMPs will be utilized. Measures may include, but are not limited to, silt fencing and/or
wattles along the disturbed perimeter, gutter protection in the adjacent roadways, and inlet protection at
existing and proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up procedures,
designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor.
Grading and Erosion Control Notes can be found on Sheet CS2 of the Utility Plans. The Final Utility Plans will also
contain a full-size Erosion Control Plan as well as a separate sheet dedicated to Erosion Control Details. In
addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere to, the
applicable requirements outlined in any existing Development Agreement(s) of record, as well as the
Development Agreement, to be recorded prior to issuance of the Development Construction Permit. Also, the
Site Contractor for this project may be required to secure a Stormwater Construction General Permit from the
Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division – Stormwater
Program, before commencing any earth disturbing activities. Prior to securing said permit, the Site Contractor
shall develop a comprehensive Storm Water Management Plan (SWMP) pursuant to CDPHE requirements and
guidelines. The SWMP will further describe and document the ongoing activities, inspections, and maintenance
of construction BMPs.
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APPENDIX E
USDA SOILS REPORT
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Larimer County
Area, ColoradoNatural
Resources
Conservation
Service
May 19, 2025
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................11
Map Unit Descriptions.........................................................................................11
Larimer County Area, Colorado......................................................................13
81—Paoli fine sandy loam, 0 to 1 percent slopes.......................................13
References............................................................................................................15
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
44
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493790 493830 493870 493910 493950 493990 494030
493790 493830 493870 493910 493950 493990 494030
40° 35' 25'' N
10
5
°
4
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4
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W
40° 35' 25'' N
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40° 35' 14'' N
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40° 35' 14'' N
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N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 50 100 200 300Feet
0 20 40 80 120Meters
Map Scale: 1:1,680 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 19, Aug 29, 2024
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 2, 2021—Aug 25,
2021
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
10
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
81 Paoli fine sandy loam, 0 to 1
percent slopes
2.2 100.0%
Totals for Area of Interest 2.2 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
Custom Soil Resource Report
11
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
12
Larimer County Area, Colorado
81—Paoli fine sandy loam, 0 to 1 percent slopes
Map Unit Setting
National map unit symbol: jpxx
Elevation: 4,800 to 5,600 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Paoli and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Paoli
Setting
Landform:Stream terraces
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Alluvium
Typical profile
H1 - 0 to 30 inches: fine sandy loam
H2 - 30 to 60 inches: fine sandy loam
Properties and qualities
Slope:0 to 1 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat):High (2.00 to 6.00
in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: Moderate (about 8.7 inches)
Interpretive groups
Land capability classification (irrigated): 1
Land capability classification (nonirrigated): 3c
Hydrologic Soil Group: A
Ecological site: R067BY036CO - Overflow
Hydric soil rating: No
Minor Components
Caruso
Percent of map unit:6 percent
Ecological site:R067BY036CO - Overflow
Custom Soil Resource Report
13
Hydric soil rating: No
Table mountain
Percent of map unit:6 percent
Ecological site:R067BY036CO - Overflow
Hydric soil rating: No
Fluvaquentic haplustolls
Percent of map unit:3 percent
Landform:Terraces
Hydric soil rating: Yes
Custom Soil Resource Report
14
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
15
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
16
EPSGROUPINC.COM | NORTHERNENGINEERING.COM | 970.221.4158
Fort Collins | Greeley | Mesa | Tucson | Goodyear | Phoenix | Fort Worth
APPENDIX F
Previous Plans & Reports
City of Ft. Col)inspr ed Plar;>Cs
Approvid B ,Gir
Date__
Noi th Starttx
design
700 Automation Drive, Unit I
Windsor, CO 80550
Phone: 970-686-6939
Fax:970-686-1188
April 4, 2012
Glen Schlueter
City of Fort Collins Stormwater
700 Wood Street
Fort Collins, CO 80522
RE: Mawson Lumber Parking
Dear Glen,
Mawson Lumber is converting the building at 350 Linden Street to a retail store for their
hardware sales. In conjunction with this, they are providing additional asphalt area for parking,
drives and sidewalks. Attached are the calculations showing the increased imperviousness from
44% to 88% and an increase in runoff in the 100 year storm event from 4.2 cfs to 6.7 cfs.
Detention is being proposed along the north property line and provides the required volume at
elevation 4968.8. Water quality for the runoff from the site is being addressed by two measures
that will be implemented on site. A portion of the runoff from the asphalt will be collected in a
swale with a subsurface perforated pipe along the south property and will be conveyed in a solid
pipe to the detention area. The remainder ofthe runoff flows directly to the detention area which
will be overexcavated by 12" and filled with large diameter rock to facilitate percolation into the
soil and ultimately to the groundwater table.
I certify that this report for the drainage design of the Mawson Lumber Parking was prepared in
accordance with the criteria in the City of Fort Collins Storm Drainage Manual. I appreciate
your time and consideration in reviewing this submittal. Please call if you have any questions.
Project Manager
NEIMEN
MEN
Ml 0
all
0 ME
M MEE
ME Nunn 0MEEmmmmm
MINOR DETENTION VOLUME BY FAA & MODIFIED. FAA METHOD,
See: USDCM Volume I Runoff Chapter for description of method)
Project: Mawson lumber ` -
Basin ID: Basinill For
catchments less than 160 acres only. For larger catchments, use hydrograph routing method) Note:
for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) The
user must fill in all of the blue cells for these sheets to function. tment
Drainage Imperviousness tment
Drainage Area velopmerd
NRCS Soil Groupn
Period for Detention Control of
Concentration of Watershed tble
Unit Release Rate (See Table A) tour
Precipitation In
Rainfall IDFFormula I=Ct•P7/(C2+Tc)AC3 icient
One icient
Two icient
Three I.=
i:::88.00:, r::: percent A=
1.0000 :ii:: acres Type=
i.ri=.iiiii Bf:.;:I:iii A, B, C, or T=;::::-
100: iii:i years(2, 5, 10, 25, 50, or 100) Tc=.--
i'9:iiii! aminutes 9
iIl::cfs/acre P, _ ;:
i!:<: 2.61 : ::.—inches C, =`:-
i:=28i50::::: C3=
fii 0!79..::: Runoff
Coefficient nflow,
Peak Runoff Op -in =a 586 _.:;::.cfs Movable
Peak Outflow Rate Op -out = 4 20 `: cfs Ratio
ofOp-out/Op-in Ratio =0 72 Determination
of MINOR Detention Volume Using FAA & Modified FAA Method' 5.--: - <.
Enter Rainfall Duration Incremental Increase Value Here e.. 5 for 5-Minutes Rainfall
Rainfall Inflow Average Outflow Storage Adjustment Average Outflow Storage _ Duration
Intensity Volume Outflow Volume Volume Factor Outflow Volume Volume minutes
inches / hr cubic feet FAA, cfs) FAA, cf) FAA, cf) Modifed) Mod. cfs) Mod, e, Mod. ct; iinDub
out ut} icutout" ioulouf rcutcuti aacW OUIDUI) ov ut1 foul":11 cutout) 5. -
8.76 __ Z'07S'2i99 898 1.178'ar xs1'i00 •*•x r z420 1260 ' 815`s• FAA
Minor Storage Volume (cubic ft.) •-1 512 Mod. FAA Minor Storage Volume (cubic ft.) FAA
Minor Storage Volume (acre-ft.) 0 0347Mod. FAA Minor Storage Volume (acre-ft.) UDFCD
DETENTION VOLUME ESTIMATING WORKBOOK Version 2.02, Released January 2007 UD-
Detentior_Mawsonxls, Modified FAA 41412012, 12:58PM
MINOR DETENTION VOLUME BY FAA & MODIFIED FAA METHOD - -
See. USDCM Volume 1 Runoff Chapter for description of method) ,
Protect:" wsonaumber:
Basin ID: a xBasinq
Inflow and Outflow Volumes vs. Rainfall Duration
Intersection of Modified and FAA Outilow Plots is at maximum detention volume
135,000
130,000
125,000
2#00
1 6000
110,000
1 5,000
Ot I I I I
0 20 40 60 80 100 .120 140 160 180 200
Duration (Minutes)
UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.02, Released January 2007
LID-Detention_Mamon.As, Modified FAA 4l4l2012, 12:58 PM
LOCATION:
PROJECT NO:
COMPUTATIONS BY
DATE:
Detpond_rev.xls
Detention Pond - Stage/Storage
Mawson Lumber
321.01
ppk
4/4/2012
V = 1 /3 d (A + B + sgrt(A"B))
where V = volume between contours, ft3
d = depth between contours, ft
A = surface area of contour
Detention Volume Required 1210 Cu-Ft
Stage
ft)
Surface
Area
ft2)
Incremental
Storage
ac-ft)
Total
Storage
ac-ft)
4967.0 340
4968.0 341 340 340
4968.8 1989 869 1210
4969.0 2334 1189 1530
4970.0 5764 3922 5451
Det Volume
Top of Berm
Detention Pond Outlet Sizing
100 yr event)
LOCATION: Mawson Lumber
PROJECT NO: 321.01
COMPUTATIONS BY: ppk
SUBMITTED BY:
DATE: 4/4/2012
Submerged Orifice Outlet:
release rate is described by the orifice equation,
Qo = CoAo sgrt( 2g(h-Eo))
where Qo = orifice outflow (cfs)
Co = orifice discharge coefficient
g = gravitational acceleration =
Ao = effective area of the orifice (ft`)
Eo = geometric center elevation of the orifice
h = water surface elevation (ft)
Qo = 4.20 cfs
outlet pipe dia = D = 12.0 in
Invert elev. = 4967.00 ft
Eo = 4967.50 ft
h = 4968.80 ft - 100 yr WSEL
Co = 0.65
solve for effective area of orifice using the orifice equation
Ao = 0.706 *
101.7 in`
orifice dia. = d = 11.38 in
Use d = 11.35 in
A,, = 0.703 ft' _
Qmax = 4.18 cfs
Detpond_rev.xls
101.18 /n
32.20 ft/s
STEWART&kSSOCIATES
Consulting Engineers and Surveyors .
April 13, 1994
Mr. Glen Schlueter
Storm Water Utility
City of Fort Collins
P.O. Box 580
Fort Collins, Colorado 80522
Dear Glen:
Re: Mawson Lumber Company
Mr. Tom Moore of Mawson
building on his lumber yard
northwest of Lincoln Avenue,
of hard surface over an area
square feet gravel.
Lumber Company wants to construct a warehouse
site located northeast of Jefferson Street and
This proposed building will be 2688 square feet
which is presently 1608 square feet dirt and 1080
I have calculated the total volume of additional runoff generated by this
new building for a 3—hour 100—year storm to be 420 cubic feet of water. The
additional peak runoff quantity from the 0.284 acre sub —basin around the new
building will be 0.20 c.f,s. for a 10—year storm and 0.59 c.f,s. for a 100—year
storm.
The runoff from the 0.284 acre sub —basin around the new building travels
southerly along the southwesterly side of a railroad spur for a distance of
170 feet to the northerly side of East Lincoln Avenue, and then easterly along
the northerly side of -East Lincoln Avenue for a distance of 400 feet to the
Cache la Poudre River. This drainage path along the southwesterly side of
the railroad spur is located on property owned by Mawson Lumber Company, and
the owner prefers not to dedicate an easement for the small amount of additional
flow generated by the proposed warehouse. The site is located in the Old Town
Basin.
Since the site is so close to the Poudre River and the additional runoff
is relatively small and will have negligible effect on the flow route between
the site and the river, we request that storm water detention not be required
for this new building.
I have included an aerial photo of the area showing the proposed building.
Also included is a more detailed plan of the site.showing existing buildings
and the proposed warehouse. Calculations of the additional runoff are also
included.
James H. Stewart
and Associates, Inc.
103 S. Meldrum Street
P.O. Box 429
Ft. Collins, CO 80522
303/482-9331
Fax 303/482-9382
Mawson Lumber Company__.'
Page 2
The site is located in a moderate rainfall and low wind erodibility zone.
The rainfall performance standard is 71.7 percent, and the construction of
the building pad and installation of a straw bale barrier in the downstream
drainage path will provide an erosion control effectiveness of 78.4 percent.
Wind erosion control is adequately provided by the existing_ structures adjoining
the site.
Please call if you need more information about this project.
Sincerely,
AW PM
Phillip Robinson, P.E. & L.S.
C;•
Vice President * 4502
5 •
1jrrt
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DOWNTOWN RIVER DISTRICT
(DTRD)
FINAL DESIGN REPORT
Prepared for
City of Fort Collins Utilities
700 Wood Street
Fort Collins, Colorado 80521
P.O. Box 270460
Fort Collins, Colorado 80527
(970) 223-5556, FAX (970) 223-5578
Ayres Project No. 32-0950.21
DTRD12-TX.DOC
February 2012
1.2 Ayres Associates
Figure 1.1. Vicinity map.
1.3 Ayres Associates
Task 4 – Storm Drainage Investigation
x Hydrologic Analysis
x Hydraulic Analysis and Design
x Water Quality Design for Project Area
x Water Quality Design for Linden Street
x Preparation of Preliminary and Final Stormwater Construction Plans
x Storm Drainage Report
Task 5 – Geotechnical Investigation-GSI
x Geotechnical Investigation & Report
Task 6 – Potholing & Utility Locating
x Potholing
1.3 Background
The Downtown River District Utility Improvements are located within the Old Town
Stormwater Basin. The Oak Street Outfall to the south and the Howes Street Outfall to the
northwest, intercept runoff from the Old Town basin that previously threatened the
Downtown River District with flooding. These two outfall systems have reduced the off-site
runoff into the DTRD area encompassing Walnut Street, Mountain Avenue, Jefferson Street,
and College Avenue but have not fully eliminated the inflows particularly from the Oak Street
Outfall area. Based on previous studies, it has been determined that the stormwater pipe
capacity and limited street conveyance are not adequate for existing conditions or future
development. The undersized drainage system is a hazard to existing and future
development as well as the transportation system in the area.
In conjunction with the stormwater improvements in the area to support existing and future
development, sanitary sewer and waterline alternatives have also been evaluated to support
anticipated redevelopment.
1.4 Previous Studies
Several previous studies investigated storm drainage in the project area. They include:
x Old Town Basin Master Plan (ACE 2004)
The purpose of the Downtown River District Stormwater Master Plan was to assess
the existing drainage system and develop a conceptual plan for future stormwater
conveyance and water quality projects in the DRD.
x Downtown River District Improvement Project (DRDIP) (COFTC 2006)
The purpose of the DRDIP was to improve the transportation and utility infrastructure
for the public rights of way within the River District. The project determined the
necessary improvements to support existing conditions as well as provide a
framework for future development within Downtown Fort Collins. The primary goal
for the project was to assume developed conditions with no on-site detention due to
the high density development (retail and commercial) anticipated for the area.
1.4 Ayres Associates
x Downtown River District Preliminary Design (HDR 2007)
The Downtown River District Preliminary Design prepared by HDR in 2007 expanded
on the Master Plan to further evaluate a number of cost effective and feasible utility
alternatives to support future development in the area. This study and its suggested
alternate (Alternative 1) were used as the starting point for this design.
PROJECT AREA
2.3 Ayres Associates
The input requirements for the EPA SWMM 5.0.013 model include the following:
x Pipe lengths, diameters, inverts and material
x Fixed Outfall - the outfall to Storm Line C into the Udall Pond was modeled with a
constant tailwater elevation. The top of the trash rack elevation (4943.5) from the
sediment pond was used as the constant tailwater elevation. A constant tailwater
elevation was used for modeling the outfall of Storm Line A into the Poudre River. Also,
The 10-year water surface elevation (4951.47) of the Poudre River was used as it is
unlikely that a 100-year storm will occur on the Poudre River at the same time as the
project basin. A free outfall at this location was used for the 10-year and water quality
storms.
x Inflow hydrographs - during major storm events, the street system west of Jefferson
Avenue conveys significant volumes of runoff from outside of the current basin boundary
into the DTRD project area. These flows are collected and conveyed into the DTRD
storm sewer system at Mountain Avenue/Peterson Street and Chestnut Street/Jefferson
Street. The City developed hydrographs for the locations where these street flows enter
the DTRD storm sewer system and incorporated them into the 100-year EPASWMM
model.Table 2.1 below summarizes the two inflow locations and provides the peak
discharge rates.
Table 2.1. Inflow Hydrographs.
Location Node Q100 (cfs)
Mountain Ave/Peterson St MNTN_STRT 169
Chestnut St/Jefferson St MH_B3A 10
The peak basin runoff flows generated from the hydrologic modeling were used to analyze
street capacities, determine on-grade inlet locations, and on-grade and sump inlet capacities
using UDFCD's spreadsheet UD-Inlet_v2.14c.xls. The City of Fort Collins Storm Drainage
Criteria was followed to determine the maximum street carrying capacity and encroachment
for the 10- and 100-year storm events. The inlet capacities were analyzed and the by-pass
flows were added to the street flows. The sump inlets were sized using 100% capture of the
street capacity allowances. The completed inlet calculations can be found in Appendix C of
this report.
2.3 Drainage Facility Design
It has been determined from previous studies that the existing street conveyance and storm
water infrastructure is inadequate for the current and future conditions in the area. The
existing stormwater network consists of shallow, undersized pipes and inlets within the
streets and under buildings.
The proposed trunk lines are located within the right of way of the streets utilizing existing
laterals and inlets where hydraulically feasible. Construction of the first phase included only
the improvements located along Linden Street. The remaining infrastructure will be
constructed at a later unknown date when development occurs, but have been fully designed
to ensure the system works in its entirety.
2.4 Ayres Associates
Large electrical duct banks exist along Linden Street, Jefferson Street, and Willow Street.
Potholes have been taken at several critical locations and the design has been adjusted to
accommodate the existing lines.Figure 2.2 depicts the constructed Phase 1 and future
stormwater infrastructure as described in the following sections.
2.4 Linden Street (Storm Line A)-As Constructed
The first phase of design and construction consisted of utilities located within the Linden
Street right of way prior to the construction of the City's Streetscape Project. At the time of
design, the proposed road section and streetscape design by HDR had been accounted for
in the placement of inlets and street capacity calculations.
The main trunk line is placed along the eastern half of Linden Street (Storm Line A) and
discharges into the Poudre River. The trunk line extends south to the front of Feeder
Supply. Originally, the trunk line extended to south of the Railroad where the existing CMP
under the railroad was going to be utilized to connect a new shallow grated inlet (Inlet B4)
located outside of the 50’ railroad right of way line to the main trunk line in Linden Street.
During construction, this portion of the trunk line was removed from the contract due to a
cost saving alternative in the placement of Lateral A4.
Several major laterals were also designed and constructed as part of the first phase in
conjunction with the main trunk line. These locations include Lateral A1 (west side of the
street at the Poudre River), Lateral A2 (east side of street in front of El Burrito), Lateral A3
(east and west sides of the street in front of Feeder Supply), and Lateral A4 (just south of the
railroad right of way).
In addition, the piping, manhole, and inlet of Lateral B4 (east side of street in front of the
Mission) and Lateral D1 (north side of Feeder Supply) were constructed with the first phase
of work. Lateral D1 and portions of trunk line D were constructed to alleviate nuisance
ponding that occurred in the dirt parking lot of Feeder Supply. Portions of Lateral B4 were
constructed to avoid future street cuts in Linden and with a temporary condition to alleviate
any ponding in front of the Mission. The lateral was constructed and stubbed to Jefferson
Street as noted on the construction plans. To avoid interim ponding, inlet B4 was filled with
gravel and topped with flow fill to a temporary invert where a secondary 6” DIP pipe was
installed to drain flows from inlet B4 to Inlet A4. As mentioned above, lateral A4 was
adjusted during construction to tie into the existing manhole located within Jefferson Street.
When the Jefferson Street Improvements occur, the 6” DIP pipe connecting to inlet A4 will
be abandoned in place, the gravel/flow fill removed from inlet B4 and the stub will connect
into the future storm sewer proposed in Jefferson Street. The 12” DIP pipe draining inlet A4
will remain and will connect into the future Jefferson Street storm sewer via a custom fitting.
2.4.1 Jefferson Street/Pine Street/Lincoln Avenue (Storm Line B)
The future trunk line (Storm Line B) is located within the road sections of Pine Street,
Jefferson Street, and Lincoln Avenue and will ultimately discharge into the Poudre River near
Ranchway Feeds. A future road section has been assumed for Lincoln Avenue while the
existing sections for Jefferson and Pine have been used since there is no future plan to
widen either of these streets.
2.6 Ayres Associates
The future system ties into the existing storm sewer at the intersection of Walnut Street and
Pine Street. The trunk line continues north to Jefferson Street before heading east towards
Lincoln Avenue. The system runs north along Lincoln and discharges into the Poudre River.
Due to the high design flow and utility cover constraints, 4'x7' reinforced box culverts are
used for the stretch along Lincoln Avenue. Water quality flows will be diverted to the Udall
Pond (discussed in the following sections) via a diversion manhole at the intersection of
Willow Street and Lincoln Avenue.
Storm Line B connects the existing storm sewer located at the intersection of Mountain
Avenue and Lincoln and the storm sewer at Chestnut and Jefferson. As previously
discussed, during major storm events, these areas convey significant volumes of runoff (via
street flow) that exceed the capacity of the Oak Street Outfall into the project area. These
off site flows will be collected and conveyed into Storm Line B at these two locations.
Several major laterals were also designed as part of Storm Line B. These include Lateral B1
(south of the railroad at Lincoln/Willow), Lateral B2 (along Lincoln, north of Jefferson),
Lateral B3 (Chestnut and Jefferson) Lateral B4 (Linden and Jefferson- constructed with the
Linden Utility Improvements), Lateral B5 (west of Linden and Jefferson), Lateral B6 (stub
connection to existing storm in the alley behind Linden), Lateral B7 and Lateral B8 (Jefferson
in front of Rodizio Grill), Lateral B9 (Pine and Jefferson), and Lateral B10 (Pine and alley
behind Silver Grill).
As mentioned in the Linden Street Sections, portions of lateral B4 were constructed with the
Linden Street Improvements. The lateral was constructed and stubbed to Jefferson Street
as noted on the construction plans to avoid future street cuts within Linden Street. To
alleviate any interim ponding in front of the Mission, inlet B4 was filled with gravel topped
with flow fill to a temporary invert where a secondary 6” DIP pipe was installed to drain flows
from inlet B4 to Inlet A4 and ultimately to the existing storm sewer located in Jefferson.
When the Jefferson Street improvements occur, the 6” DIP pipe connecting to inlet A4 will
be abandoned in place, the flow fill removed from inlet B4 and the stub will connect into the
future storm sewer proposed in Jefferson Street.
2.4.2 Willow Street (Storm Line C and Storm Line D)
Two trunk lines make up the Willow Street stormwater improvements (Storm Line C and
Storm Line D). Storm Line C is located east of Linden Street and connects to the diversion
manhole at Lincoln and Willow that convey water quality flows to the Udall Pond. Two major
laterals connect into Storm Line C. They include Lateral C1 (Willow and Lincoln) and Lateral
C2 (Willow north of Keifer Concrete). Storm Line D ties into Storm Line A at Linden Street
and extends west towards Pine Street. Three laterals connect into Storm Line D. They
include Lateral D1 (north side of Feeder Supply- constructed with the Linden Utility
Improvements), Lateral D2 (northwest of Feeder Supply), and Lateral D3 (in front of Bas
Bleu Theatre).
Lateral D1 connects the existing storm sewer traversing from Rodizio Grill and continuing
east along Willow. These existing storm lines will be abandoned in place when trunk line D
and B are constructed in the future. As mentioned in the Linden Street Sections, Lateral D1
and portions of trunk line D were constructed with the Linden Street Utility Improvements to
alleviate nuisance ponding that occurred in the dirt parking lot in front of Feeder Supply.
2.7 Ayres Associates
2.5 EPA SWMM Hydraulic Summary
Table 2.2 on the following page presents a summary of the hydraulic grade line (HGL) and
energy grade line (EGL) at each of the inlets throughout the project area. Based on the
analysis, no surcharging will occur in this system during a 100-year storm event. The storm
sewer will operate under pressure flow conditions but within specified levels for Class III
RCP. There are 7 locations where the energy grade line exceeds the flowline during the
100-year storm event. These inlets include Inlet-A3B, ExInlet-B3C, Ex inlet -B4B, Exinlet-
B4C, Inlet-C1B, Inlet-C2B, and Inlet-D2B. Three of these locations are where existing inlets
and laterals are being utilized. New inlets and laterals can reduce the energy grade line and
shall be re-evaluated once development occurs. It should be noted that the energy grade
line exceeding the flowline is related to the conservative assumption of 100% flow capture
into each inlet.
The EPA SWMM model has a 100-year flow routing continuity error of 16% or a 16% loss of
total runoff volume in the system. This is due to the fact that basins 112, 113, 114, 115, and
300 are not contributing to the stormwater system. When these basins are removed from
the model, the routing error reduces to 0.02%, which is within an acceptable modeling range.
For future reference and clarity, the basins remain in the model to indicate a complete review
of the DTRD area. The EPA SWMM Model input/output file and project CD with electronic
files can be found in Appendix B.
2.6 Design Assumptions
Several factors could influence the construction of the future stormwater improvements
along Jefferson Street and Lincoln Avenue (redevelopment of the area, roadway
improvements, utility failure, etc.) Therefore, design assumptions were made throughout the
process and may need to be re-evaluated once construction occurs.
x A future road section was used from the HDR alternative analysis for Willow Street and
Lincoln Avenue. Inlets were located based on assumed street capacities and grades.
x All inflow hydrographs from the EPA SWMM model created by HDR for the Alternative
analyses were assumed to be correct.
x If the Willow Street utility improvements are completed prior to re-development of the
Mawson Lumber property, the private storm sewer traversing the property must be tied
into the proposed manhole C6 of Storm line C.
x The inlet placement along Willow Street, west of Linden will need to be evaluated further
due to the location of an existing 3'x3' duct bank located under the proposed curb line.
DOWNTOWN RIVER DISTRICT
INLET SIZING
Design Engineer:
Design Firm:
Project Number:
Date:
Invert Max
Elevation Depth Q100 HGL Velocity EGL Q10 HGL Velocity EGL WQ HGL Velocity EGL
Feet Feet feet cfs feet f/s feet cfs feet f/s feet cfs feet f/s feet
124 INLET-A1A LAT-A1A 4955.5 3.02 4958.52 7 4956.46 6.54 4957.79 3.41 4956.09 5.54 4957.04 0.85 4955.78 3.78 4956.22 Sump Type 13 Combo 2
128 INLET-A2A LAT-A2A 4955.01 7.94 4962.95 3 4959.78 5.11 4960.59 1.46 4955.39 4.87 4956.13 0.37 4955.18 3.49 4955.56 @ Grade Type 13 Combo 2 0.16 0.78 Basin 123
120 INLET-A3A LAT-A3A 4965.04 3.4 4968.44 4 4965.77 5.92 4966.86 1.95 4965.5 5.17 4966.33 0.49 4965.24 3.86 4965.70 Sump Type 13 Combo 2 ---
110 INLET-A3B LAT-A3B 4962.01 6.48 4968.49 17.93 4966.47 10.15 4969.67 7.64 4963.43 5.04 4964.22 1.15 4962.41 3.41 4962.77 Sump Type 13 Combo 2 ---
206 INLET-A4A LAT-A4A 4969.6 2.65 4972.25 1.99 4970.55 2.95 4970.82 0.95 4970.17 2.42 4970.35 0.2 4969.84 1.58 4969.92 Sump Type 13 1
121 INLET-B1A LAT-B1A 4960.79 4.02 4964.81 3 4961.59 3.64 4962.00 1.46 4961.31 3.09 4961.61 0.37 4961.03 2.2 4961.18 @ Grade Type 13 Combo 2 0.17 0.67 Lincoln
100 INLET-B1B LAT-B1B 4960.92 4.08 4965 11.13 4962.81 7.53 4964.57 4.98 4961.85 5.82 4962.90 0.74 4961.2 3.99 4961.69 @ Grade Type 13 Combo 3 1 3 C1b
116 INLET-B2A LAT-B2A 4964 3.8 4967.8 2 4964.56 3.69 4964.98 0.98 4964.37 3.1 4964.67 0.25 4964.18 2.15 4964.32 Sump Type 13 Combo 1
101 INLET-B2B LAT-B2B 4963.85 3.86 4967.71 19.83 4966.17 7.25 4967.80 8.42 4965.05 5.53 4966.00 1.14 4964.22 3.46 4964.59 Sump 15 foot Type R 1
117 EXINLET-B3A LAT-B3A 4960.63 9.45 4970.08 11.75 4968.88 3.74 4969.31 5.53 4962.64 2.51 4962.84 0.99 4961.09 2.75 4961.32 @ Grade Ex 10' Type R 1 1.38 5.09 B2b
103 INLET-B3B LAT-B3B 4960.96 8.28 4969.24 7.98 4969.23 1.65 4969.31 3.87 4962.61 1.46 4962.68 0.88 4961.36 1.56 4961.44 Sump Type 13 Combo 2
106 EXINLET-B3C EXLAT-B3C 4963.76 6.34 4970.1 34.21 4970.1 11.75 4974.39 15.28 4964.63 10.2 4967.86 2.26 4964.09 5.82 4965.14 Sump Ex Type 13 Combo 3
205 INLET-B4A LAT-B4A 4965.45 7.45 4972.9 3.97 4969.98 1.75 4970.08 0.49 4965.8 1.51 4965.87 0.12 4965.62 1.04 4965.65 Sump Type 13 Combo 2
105 EXINLET-B4B EXLAT-B4B 4971.23 2.42 4973.65 12 4972.92 9.79 4975.90 5.85 4971.93 8.27 4974.05 1.46 4971.56 5.69 4972.57 Sump Ex Type 13 Combo 2
107 EXINLET-B4C EXLAT-B4C 4972.04 2.29 4974.33 7.97 4973.14 8.71 4975.50 3.85 4972.65 7.97 4974.62 0.85 4972.27 5.92 4973.36 Sump Ex Type 13 Combo 2
109 INLET-B5A LAT-B5A 4971.06 2.5 4973.56 7.65 4972.27 5.95 4973.37 3.26 4971.73 4.98 4972.50 0.62 4971.31 3.4 4971.67 Sump Type 13 Combo 1
207 EXINLET-B5B LAT-B5B 4971.25 2.42 4973.67 8.99 4972.83 5.93 4973.92 4.37 4972.12 5.09 4972.92 1.04 4971.61 3.71 4972.04 Sump Ex Type 13 Combo 1
118 INLET-B7A LAT-B7A 4970.39 3.5 4973.89 16.66 4972.07 6.91 4973.55 7.45 4971.34 5.75 4972.37 1.1 4970.68 3.85 4971.14 Sump 10 foot Type R 1
203 EXINLET-B8A LAT-B8A 4971.38 3.08 4974.46 4.75 4971.93 5.48 4972.86 2.14 4971.7 4.26 4972.26 0.37 4971.52 2.44 4971.70 Sump Ex Type 13 2
202 INLET-B9A LAT-B9A 4971.49 3.65 4975.14 4 4972.19 6.06 4973.33 1.95 4971.93 5.25 4972.79 0.48 4971.69 3.81 4972.14 Sump 10 foot Type R 1
201 EXINLET-B9B LAT-B9B 4971.42 4.24 4975.66 2 4971.88 4.97 4972.65 0.98 4971.72 4.21 4972.27 0.24 4971.56 2.94 4971.83 Sump Ex Type 13 Combo 1
108 INLET-B10A LAT-B10A 4972.4 2.99 4975.39 16.24 4974.07 7.2 4975.68 6.85 4973.33 6 4974.45 0.92 4972.68 3.9 4973.15 @ Grade Type 13 2 2.76 8.64 B9a
200 EXINLET-B10B LAT-B10B 4972.71 3.71 4976.42 3 4973.29 5.55 4974.25 1.46 4973.08 4.74 4973.78 0.36 4972.88 3.23 4973.20 Sump Ex Type 13 1
122 INLET-C1A LAT-C1A 4957.82 5 4962.82 6 4960.86 3.84 4961.32 2.92 4958.57 3.6 4958.97 0.71 4958.17 2.44 4958.35 @ Grade Type 13 Combo 3 0.33 1.18 Lincoln
127 INLET-C1B LAT-C1B 4958.34 5.12 4963.46 21.85 4963.19 12.36 4967.93 9.98 4959.46 7.9 4961.40 1.53 4958.7 5.08 4959.50 Sump Type 13 Combo 3 ---
125 INLET-C2A LAT-C2A 4961.5 2.98 4964.48 5 4962.54 5.8 4963.58 2.44 4962.01 5.21 4962.85 0.61 4961.73 3.72 4962.16 @ Grade Type 13 Combo 3 0.21 0.7 C1a
102 INLET-C2B LAT-C2B 4960.76 4.14 4964.9 27.18 4964 9.34 4966.71 12.27 4962.25 6.38 4963.51 1.85 4961.23 4.12 4961.76 Sump Type 13 Combo 3 ---
211 INLET-D2A LAT-D2A 4963.74 4 4967.74 2 4964.4 3.04 4964.69 0.97 4964.17 2.55 4964.37 0.23 4963.94 1.78 4964.04 @ Grade Type 13 Combo 2 0.08 0.3 D3a
210 INLET-D2B LAT-D2B 4963.78 4.87 4968.65 24.59 4965.8 13.92 4971.82 10.26 4964.71 8.96 4967.20 1.49 4964.1 5.31 4964.98 @ Grade Type 13 Combo 4 2.9 10.45 D3b
212 INLET-D3A LAT-D3A 4964 1.88 4965.88 6 4965.36 4.09 4965.88 2.92 4964.83 3.35 4965.18 0.72 4964.36 2.39 4964.54 Sump Type 13 Combo 2 ---
213 INLET-D3B LAT-D3B 4964.28 4.13 4968.41 12.68 4966.53 7.88 4968.46 5.72 4965.26 5.85 4966.32 0.96 4964.6 4.02 4965.10 Sump Type 13 Combo 3 inlet
@ Grade or
in Sump Inlet Type
Number of
Units
Required
L. Chalfant
Ayres Associates
32-0950.21
February 1, 2012
DESIGN POINT Inlet DS Link
TABLE 2.2- EPA SWMM HYDRAULIC SUMMARY
COMMENTS10-yr
CARRYOVER TO INLET
Water QualityFL
Elevation 100-yr
CARRYOVER
100-year 10-year
2.8
2.9 Ayres Associates
2.7 Water Quality Design
Previous studies have verified that the Udall pond has capacity for additional water quality
flows (3.4 ac-ft). A primary goal of this project was to divert as much water quality flow from
the 56.2 acre drainage basin into the Udall Pond. The stormwater system that would divert
these flows will not be constructed until a later unknown date once redevelopment of the
area occurs. The first phase of construction only included the improvements along Linden
Street, which ultimately discharge into the Poudre River. Therefore, an alternative solution
for water quality treatment along this stretch of improvements was needed. In addition,
several basins do not convey runoff into the proposed stormwater infrastructure. As a result,
no water quality treatment was provided for these basins and may need to be provided as
redevelopment occurs.Table 2.3 on the next page summarizes the water quality treatment
provided for each basin.
2.7.1 Linden Street (Storm Line A)-As Constructed
Since the water quality outfall to the Udall pond was not intended to be built with the Linden
Street project, an alternative water quality BMP was needed. Approximately 6 cfs is
conveyed to the Poudre River during the water quality storm event and 72 cfs during the
100-year storm event. Several factors were considered in determining the right device for
the area. These include: ease of maintenance, cost, size and placement of the structure,
constructability, effectiveness of treatment, efficiency, offline/inline structure, bypass
capabilities, etc. The 10K Bay Separator by Bay Saver was the device selected for the
outfall. The Bay Saver is a device that removes sediment and floatable particles from
stormwater. The structure is comprised of two pre-cast concrete manholes and a separator
unit. The primary manhole is set in-line with Storm Line A and the storage manhole is offset
to the side. During large events, the separator unit limits the flow through the storage
manhole by allowing excess water to bypass the storage manhole and discharge directly to
the outfall. The treatment range for the 10K device varies from 1.1 to 21.8 cfs with a peak
design capacity ranging from 8.5 to 100 cfs.
The water quality runoff volume was determined by HDR based on criteria given in Volume 3
of the Urban Drainage Flood Control District Manual using a rainfall distribution based on the
NOAA Atlas.
Flotation due to uplift forces on the two manholes was a concern due to the structures
proximity to the Poudre River. Soil borings taken in September revealed that groundwater
levels would be approximately 2’ below the sump of the manholes, however this should not
be assumed true under storm events. Flotation calculations were performed assuming 9’
square manholes (conservative approach) and that groundwater levels will only reach the
10-year water surface elevation in the Poudre River. This computation revealed that uplift
would not be a problem. Refer to Appendix B for the flotation calculations.
2.7.2 Jefferson Street/ Lincoln Avenue/ Willow Street (Udall Pond)
The Jefferson Street /Lincoln Avenue (Storm Line B), and Willow Street (Storm Line C)
storm sewers will convey water quality flows to the Udall Pond via a diversion manhole
located at the intersection of Lincoln and Willow. A 24" storm sewer will convey 26.5 cfs
from the diversion manhole to the Udall Pond. During the 100-year storm event, 34 cfs will
be diverted to the Udall Pond while the remaining 370 cfs will discharge directly through the
Storm Line B outfall into the Poudre River.
LEGEND
100 52259.1 1.2 282.00 282 111 393 185 133 4968.26 4965.13 0.80%95 11.13 4.98 0.74
101 101137.6 2.3 929.00 300 68 997 337 101 4971.55 4968.12 0.34%95 19.84 8.43 1.14
102 126781.0 2.9 458.00 300 125 583 423 217 4971.34 4965.04 1.08%95 27.19 12.28 1.85
103 33147.9 0.8 57.00 57 348 405 582 82 4972.41 4969.18 0.80%95 7.99 3.87 0.88
104 196290.7 4.5 67.00 67 525 592 2930 332 4972.66 4969.79 0.48%95 44.74 21.48 4.49
105 50523.2 1.2 23.00 23 336 359 2197 141 4976.02 4973.65 0.66%95 12.01 5.86 1.46
106 161012.5 3.7 663.00 300 0 663 537 243 4975.48 4969.79 0.86%95 34.23 15.29 2.26
107 34070.0 0.8 37.00 65 353 390 524 87 4976.43 4973.66 0.71%95 7.98 3.85 0.85
108 82326.3 1.9 388.00 300 14 402 274 205 4977.7 4976.41 0.32%95 16.24 6.86 0.92
109 33987.6 0.8 21.00 21 462 483 1618 70 4975.17 4973.79 0.29%60 7.65 3.27 0.62
110 86635.5 2.0 420.00 300 0 420 289 206 4974.38 4969.08 1.26%80 17.94 7.65 1.15
111 37299.0 0.9 718.00 300 0 718 124 52 4974.67 4967.04 1.06%10 2.68 0.68 0.12
112 57360.1 1.3 573.00 300 0 573 191 100 4966.23 4961.14 0.89%90 11.96 5.24 0.77
113 79558.5 1.8 387.00 300 0 387 265 206 4966.02 4959.35 1.72%95 17.25 7.94 1.23
114 150498.6 3.5 407.00 300 0 407 502 370 4966.57 4958.11 2.08%95 33.71 15.59 2.44
115 122238.6 2.8 478.00 300 0 478 407 256 4967.29 4950.23 3.57%95 27.41 12.90 2.28
116 7571.9 0.2 13.00 13 55 68 582 111 4968.55 4968.01 0.79%95 2.00 0.98 0.25
117 51405.7 1.2 112.00 112 354 466 459 110 4972.02 4969.52 0.54%95 11.76 5.54 0.99
118 77265.7 1.8 393.00 300 149 542 258 143 4978.77 4973.89 0.90%95 16.67 7.45 1.10
119 157464.4 3.6 179.00 179 408 587 880 268 4982.33 4979.89 0.42%90 33.64 14.91 2.24
120 19327.9 0.4 26.00 26 310 336 743 58 4973.35 4969.05 1.28%95 4.00 1.95 0.49
121 11852.5 0.3 26.00 26 270 296 456 40 4968.37 4964.81 1.20%95 3.00 1.46 0.37
122 25896.2 0.6 22.00 22 463 485 1177 53 4964.18 4962.82 0.28%95 6.00 2.92 0.71
123 12656.0 0.3 24.00 24 190 214 527 59 4961.97 4959.75 1.04%95 3.00 1.47 0.37
124 29554.8 0.7 49.00 49 390 439 603 67 4968.48 4959.09 2.14%95 7.00 3.42 0.85
125 23207.4 0.5 26.00 26 421 447 893 52 4968.58 4964.5 0.91%95 5.00 2.44 0.61
126 55179.5 1.3 301.00 300 0 301 184 183 4969.99 4966.27 1.24%95 35.38 13.47 1.55
127 98344.5 2.3 308.00 300 32 340 328 289 4968.44 4963.34 1.50%95 21.86 9.98 1.53
128 14057.0 0.3 10.00 10 243 253 1406 56 4968.46 4963.13 2.11%95 3.00 1.46 0.37
200 11596.0 0.3 46.00 46 154 200 252 58 4979.8 4976.42 1.69%95 3.00 1.46 0.36
201 8130.5 0.2 30.00 30 104 134 271 61 4976.66 4975.38 0.96%95 2.00 0.98 0.24
202 18073.2 0.4 43.00 43 132 175 420 103 4976.97 4974.48 1.42%95 4.00 1.95 0.48
203 13845.2 0.3 31.00 31 169 200 447 69 4975.06 4974.29 0.39%95 4.75 2.14 0.37
204 16015.5 0.4 79.00 79 46 125 203 128 4974.81 4974.77 0.03%95 3.47 1.48 0.20
205 5219.2 0.1 43.00 43 53 96 121 54 4974.19 4973.35 0.87%95 1.00 0.49 0.12
206 6616.4 0.2 65.00 65 33 98 102 68 4974.08 4972.88 1.22%90 1.99 0.95 0.20
207 37054.0 0.9 27.00 33 422 449 1123 83 4975.58 4973.62 0.44%95 9.00 4.37 1.04
208 30428.0 0.7 93.00 93 190 283 327 108 4975.47 4973.63 0.65%95 6.93 3.31 0.66
210 124203.4 2.9 412.00 300 0 412 414 301 4971.23 4968.69 0.62%80 24.60 10.27 1.49
211 10288.1 0.2 46.00 46 142 188 224 55 4968.62 4967.74 0.47%95 2.00 0.97 0.23
212 24793.7 0.6 27.00 27 239 266 918 93 4967.37 4965.86 0.57%95 6.00 2.93 0.72
213 53937.4 1.2 150.00 150 191 341 360 158 4970.82 4968.41 0.71%95 12.69 5.73 0.96
300 97573.3 2.2 608.00 300 0 608 325 160 4966.79 4956.26 1.73%95 21.09 9.71 1.50
*Values entered into EPA SWMM
Lw=A/Max Length
So=ȴ Elev/Flowpath Length
Overland Flow Width
*Lw (ModSWMM) (ft)
Max Length
300(ft)
Overall Slope
*SoMin ElevBasin ID
SWMM PARAMETERS
Flow
WQQ100
SWMM Parameters
Channelized
Length
(ft)
Q10
Flowpath
Length
(ft)
Overland
Length
(ft)
Area (sf)Area (ac)Future ImpWidth (ft) Max Elev
SWMM PARAMETERS
100.t x t
EPA STORM WATER MANAGEMENT MODEL - VERS ION 5 .0 (Bu i l d 5.0 .020 ) --------------------------------------------------------------
********************************************************* NOTE : The summa r y s t a t i s t i cs d i sp l a y ed in t h i s r epo r t a re b ased on r e su l t s f ound a t ever y compu t a t i ona l t ime s t ep, no t j u s t on r esu l t s f rom e ach r epor t i ng t i me s t ep . *********************************************************
**************** Ana l y s i s Op t i ons **************** F l ow Un i t s ............... CFS Proce s s Mod e l s : Ra i n f a l l /Runof f ........ YES Snowme l t ............... NO G r oundwa t e r ............ NO F l ow Rout i ng ........... YES Pond i ng Al l owed ........ YES Wa t e r Qua l i t y .......... NO In f i l t ra t i on Me thod ...... HORTON F l ow Rou t i ng Me thod ...... DYNWAVE St a r t i ng Da t e ............ MAR-17 -2006 00 :00 :00 End i ng Da t e .............. MAR-17 -2006 23 :00 :00 An t ec eden t Dr y Days ...... 0 .0 Repor t T ime S t ep ......... 00 :01 :00 We t T i me St ep ............ 00 :05 :00 Dry T i me St ep ............ 01 :00 :00 Rou t i ng T ime S t ep ........ 1 .00 sec
WARN ING 02: max i mum d ep t h i ncr e ased f o r Node Cus t omI n l e t -R i v e r WARN ING 02: max i mum d ep t h i ncr e ased f o r Node EXMH_B1
************* E l eme n t Coun t ************* Numbe r o f r a i n g ages ...... 1 Numbe r o f subca t chmen t s ... 43 Numbe r o f nodes ........... 76 Numbe r o f l i nks ........... 69 Numbe r o f po l l ut an t s ...... 0 Numbe r o f l and u ses ....... 0
**************** Ra i ngage Summar y **************** Da t a Reco rd i ng Name Da t a Sou r c e Type I n t e rva l ------------------------------------------------------------- 1 100 -y e a r INTENSI TY 5 mi n .
******************** Subca t chme n t Summa r y ******************** Name A r ea Wi d t h %Impe r v %Sl ope Ra i n Gage Ou t l e t ------------------------------------------------------------------------------------------------------- 100 1 .20 185 .00 95 .00 0.8000 1 INLET-B1B 101 2 .30 337 .00 95 .00 0.3400 1 INLET-B2B 102 2 .90 423 .00 95 .00 1.0800 1 INLET-C2B 103 0 .80 582 .00 95 .00 0.8000 1 INLET-B3B 104 4 .50 2930 .00 95 .00 0.4800 1 EXMH_B1 105 1 .20 2197 .00 95 .00 0.6600 1 EX INLET -B4B 106 3 .70 537 .00 95 .00 0.8600 1 EX INLET -B3C 107 0 .80 524 .00 95 .00 0.7100 1 EX INLET -B4C 108 1 .90 274 .00 95 .00 0.3200 1 INLET-B10A 109 0 .80 1618 .00 60 .00 0.2900 1 INLET-B5A 110 2 .00 289 .00 80 .00 1.2600 1 INLET-A3B 111 0 .90 124 .00 10 .00 1.0600 1 213 112 1 .30 191 .00 90 .00 0.8900 1 O112 113 1 .80 265 .00 95 .00 1.7200 1 O113 114 3 .50 502 .00 95 .00 2.0800 1 O114 115 2 .80 407 .00 95 .00 3.5700 1 O115 116 0 .20 582 .00 95 .00 0.7900 1 INLET-B2A 117 1 .20 459 .00 95 .00 0.5400 1 EX INLET -B3A 118 1 .80 258 .00 95 .00 0.9000 1 INLET-B7A
Page 1
100.t x t 119 3 .60 880 .00 90 .00 0.4200 1 MH_B13 120 0 .40 743 .00 95 .00 1.2800 1 INLET-A3A 121 0 .30 456 .00 95 .00 1.2000 1 INLET-B1A 122 0 .60 1177 .00 95 .00 0.2800 1 INLET-C1A 123 0 .30 527 .00 95 .00 1.0400 1 Cus t omI n l e t -R i v e r 124 0 .70 603 .00 95 .00 2.1400 1 INLET-A1A 125 0 .50 893 .00 95 .00 0.9100 1 INLET-C2A 126 5 .00 184 .00 95 .00 1.2400 1 EXMH_C1 127 2 .30 328 .00 95 .00 1.5000 1 INLET-C1B 128 0 .30 1406 .00 95 .00 2.1100 1 INLET-A2A 200 0 .30 252 .00 95 .00 1.6900 1 EX INLET -B10B 201 0 .20 271 .00 95 .00 0.9600 1 EX INLET -B9B 202 0 .40 420 .00 95 .00 1.4200 1 INLET-B9A 203 0 .30 447 .00 95 .00 0.3900 1 EX INLET -B8A 204 0 .40 203 .00 95 .00 0.0300 1 203 205 0 .10 121 .00 95 .00 0.8700 1 INLET-B4A 206 0 .20 102 .00 90 .00 1.2200 1 INLET-A4A 207 0 .90 1123 .00 95 .00 0.4400 1 EX INLET -B5B 208 0 .70 327 .00 95 .00 0.6500 1 EXSTUB-B6 210 2 .90 414 .00 80 .00 0.6200 1 INLET-D2B 211 0 .20 224 .00 95 .00 0.4700 1 INLET-D2A 212 0 .60 918 .00 95 .00 0.5700 1 INLET-D3A 213 1 .20 360 .00 95 .00 0.7100 1 INLET-D3B 300 2 .20 325 .00 95 .00 1.7300 1 O300
************ Node Summa r y ************ Inver t Max . Ponded Ex t erna l Name T ype E l ev . Dep th A r e a In f l ow ------------------------------------------------------------------------------ Cus t omI n l e t -R i v e r JUNCTION 4956 .94 5 .91 0 .0 EX INLET -B10B JUNCTION 4972 .71 3 .71 0 .0 EX INLET -B3A JUNCTION 4960 .63 9 .45 0 .0 EX INLET -B3C JUNCTION 4963 .76 6 .34 0 .0 EX INLET -B4B JUNCTION 4971 .23 2 .42 0 .0 EX INLET -B4C JUNCTION 4972 .04 2 .29 0 .0 EX INLET -B5B JUNCTION 4971 .25 2 .42 0 .0 EX INLET -B8A JUNCTION 4971 .38 3 .08 0 .0 EX INLET -B9B JUNCTION 4971 .42 4 .24 0 .0 EXMH_B1 JUNCTION 4959 .16 11 .13 0 .0 EXMH_C1 JUNCTION 4956 .26 9 .15 0 .0 EXSTUB-B6 JUNCTION 4970 .40 3 .00 0 .0 INLET-A1A JUNCTION 4955 .50 3 .02 0 .0 INLET-A2A JUNCTION 4955 .01 7 .94 0 .0 INLET-A3A JUNCTION 4965 .04 3 .40 0 .0 INLET-A3B JUNCTION 4962 .01 6 .48 0 .0 INLET-A4A JUNCTION 4969 .60 2 .65 0 .0 INLET-B10A JUNCTION 4972 .40 2 .99 0 .0 INLET-B1A JUNCTION 4960 .79 4 .02 0 .0 INLET-B1B JUNCTION 4960 .92 4 .08 0 .0 INLET-B2A JUNCTION 4964 .00 3 .80 0 .0 INLET-B2B JUNCTION 4963 .85 3 .86 0 .0 INLET-B3B JUNCTION 4960 .96 8 .28 0 .0 INLET-B4A JUNCTION 4965 .45 7 .45 0 .0 INLET-B5A JUNCTION 4971 .06 2 .50 0 .0 INLET-B7A JUNCTION 4970 .39 3 .50 0 .0 INLET-B9A JUNCTION 4971 .49 3 .65 0 .0 INLET-C1A JUNCTION 4957 .82 5 .00 0 .0 INLET-C1B JUNCTION 4958 .34 5 .12 0 .0 INLET-C2A JUNCTION 4961 .50 2 .98 0 .0 INLET-C2B JUNCTION 4960 .76 4 .14 0 .0 INLET-D1 JUNCTION 4960 .24 7 .94 0 .0 INLET-D2A JUNCTION 4963 .74 4 .00 0 .0 INLET-D2B JUNCTION 4963 .78 4 .87 0 .0 INLET-D3A JUNCTION 4964 .00 1 .88 0 .0 INLET-D3B JUNCTION 4964 .28 4 .13 0 .0 MH_A1 JUNCTION 4942 .03 15 .03 0 .0 MH_A2 JUNCTION 4950 .07 9 .37 0 .0 MH_A3 JUNCTION 4953 .34 9 .94 0 .0 MH_A4-MH_D1 JUNCTION 4959 .59 9 .05 0 .0 MH_A5 JUNCTION 4961 .21 7 .65 0 .0 MH_B10 JUNCTION 4967 .11 8 .78 0 .0 MH_B11 JUNCTION 4968 .41 8 .65 0 .0 MH_B12 JUNCTION 4969 .47 9 .06 0 .0 MH_B13 JUNCTION 4970 .00 9 .39 0 .0 MH_B2 JUNCTION 4957 .32 7 .71 0 .0 MH_B3 JUNCTION 4958 .62 9 .59 0 .0
Page 2
100.t x t MH_B3A JUNCTION 4960 .86 9 .60 0 .0 Yes MH_B4 JUNCTION 4958 .88 10 .22 0 .0 MH_B4A JUNCTION 4965 .42 7 .83 0 .0 MH_B4B JUNCTION 4966 .41 8 .22 0 .0 MH_B5 JUNCTION 4960 .52 9 .87 0 .0 MH_B6 JUNCTION 4963 .34 10 .85 0 .0 MH_B7 JUNCTION 4963 .58 10 .62 0 .0 MH_B7A JUNCTION 4969 .79 5 .39 0 .0 MH_B8 JUNCTION 4963 .76 10 .62 0 .0 MH_B9 JUNCTION 4965 .12 10 .25 0 .0 MH_C1 JUNCTION 4941 .23 7 .06 0 .0 MH_C2 JUNCTION 4942 .08 6 .69 0 .0 MH_C3 JUNCTION 4945 .12 14 .60 0 .0 MH_C4/B1 JUNCTION 4946 .00 17 .83 0 .0 MH_C5 JUNCTION 4954 .89 7 .75 0 .0 MH_C6 JUNCTION 4955 .47 9 .01 0 .0 MH_C7 JUNCTION 4956 .24 8 .23 0 .0 MH_D2 JUNCTION 4959 .98 8 .30 0 .0 MH_D3 JUNCTION 4960 .65 7 .21 0 .0 MH_D4 JUNCTION 4961 .91 5 .11 0 .0 MNT_STRT JUNCTION 4973 .00 1 .00 0 .0 Yes O112 JUNCTION 0 .00 0 .00 0 .0 O113 JUNCTION 0 .00 0 .00 0 .0 O114 JUNCTION 0 .00 0 .00 0 .0 O115 JUNCTION 0 .00 0 .00 0 .0 O300 JUNCTION 0 .00 0 .00 0 .0 A1_POUDRE OUTFALL 4949 .89 3 .00 0 .0 FESB1-POUDRE OUTFALL 4953 .73 4 .00 0 .0 FESC1-UDALL_POND OUTFALL 4941 .03 2 .00 0 .0
************ L i nk Summa r y ************ Name F r om Node To Node Type Leng t h %Sl ope Roughness ------------------------------------------------------------------------------------------ A1 MH_A1 A1_POUDRE CONDU I T 73 .0 0.1781 0.0130 A2 MH_A2 MH_A1 CONDU I T 27 .0 0.0741 0.0130 A3 MH_A3 MH_A2 CONDU I T 173 .0 1.8905 0.0130 A4 MH_A4 -MH_D1 MH_A3 CONDU I T 325 .0 1.9050 0.0130 A5 MH_A5 MH_A4 -MH_D1 CONDU I T 65 .5 1.4342 0.0130 B1 MH_C4 /B1 FESB1 -POUDRE CONDU I T 139 .0 1.4966 0.0130 B2 MH_B2 MH_C4 /B1 CONDU I T 100 .0 1.5102 0.0130 B3 MH_B3 MH_B2 CONDU I T 353 .0 0.3683 0.0130 B4 MH_B4 MH_B3 CONDU I T 74 .0 0.3514 0.0130 B5 MH_B5 MH_B4 CONDU I T 470 .0 0.3489 0.0130 B6 MH_B6 MH_B5 CONDU I T 485 .0 0.5815 0.0130 B7 MH_B7 MH_B6 CONDU I T 68 .0 0.3529 0.0130 B8 MH_B8 MH_B7 CONDU I T 74 .5 0.2470 0.0130 B9 MH_B9 MH_B8 CONDU I T 367 .0 0.3695 0.0130 B10 MH_B10 MH_B9 CONDU I T 63 .0 0.7778 0.0130 B11 MH_B11 MH_B10 CONDU I T 165 .0 0.7879 0.0130 B12 MH_B12 MH_B11 CONDU I T 134 .0 0.7911 0.0130 B13 MH_B13 MH_B12 CONDU I T 33 .0 1.6063 0.0130 C1 MH_C1 FESC1 -UDALL_PONDCONDU I T 34 .0 0.5882 0.0130 C2 MH_C2 MH_C1 CONDU I T 138 .0 0.6160 0.0130 C3 MH_C3 MH_C2 CONDU I T 494 .0 0.6154 0.0100 C4 MH_C4 /B1 MH_C3 CONDU I T 144 .0 0.6111 0.0130 C5 MH_C5 MH_C4 /B1 CONDU I T 45 .0 0.3111 0.0130 C6 MH_C6 MH_C5 CONDU I T 194 .0 0.2990 0.0130 C7 MH_C7 MH_C6 CONDU I T 274 .0 0.2810 0.0130 D2 MH_D2 MH_A4 -MH_D1 CONDU I T 74 .0 0.5270 0.0130 D3 MH_D3 MH_D2 CONDU I T 173 .0 0.3873 0.0130 D4 MH_D4 MH_D3 CONDU I T 322 .0 0.3913 0.0130 EXLAT-B3C EX INLET -B3C MH_B3A CONDU I T 36 .0 2.1116 0.0130 EXLAT-B4B EX INLET -B4B MH_B4B CONDU I T 34 .4 2.2415 0.0130 EXLAT-B4C EX INLET -B4C MH_B4B CONDU I T 29 .0 5.4564 0.0130 LAT -A1A I NLET -A1A MH_A2 CONDU I T 41 .0 1.2684 0.0130 LAT -A2A I NLET -A2A MH_A3 CONDU I T 25 .0 2.6009 0.0130 LAT -A3A I NLET -A3A MH_A5 CONDU I T 21 .0 2.8106 0.0130 LAT -A3B I NLET -A3B MH_A5 CONDU I T 46 .0 0.9348 0.0130 LAT -A4A I NLET -A4A MH_B6 CONDU I T 104 .0 0.2596 0.0130 LAT -B1A I NLET -B1A MH_B2 CONDU I T 32 .0 0.6563 0.0130 LAT -B1B I NLET -B1B MH_B2 CONDU I T 11 .0 3.0924 0.0130 LAT -B2A I NLET -B2A MH_B3 CONDU I T 45 .0 0.8000 0.0130 LAT -B2B I NLET -B2B MH_B3 CONDU I T 14 .0 1.5002 0.0130 LAT -B3A EX INLET -B3A MH_B5 CONDU I T 45 .0 0.2444 0.0130 LAT -B3B I NLET -B3B MH_B3A CONDU I T 36 .0 0.2778 0.0130 LAT -B3C MH_B3A MH_B5 CONDU I T 57 .0 0.5965 0.0130
Page 3
100.t x t LAT -B4A I NLET -B4A MH_B4A CONDU I T 19 .0 0.1579 0.0130 LAT -B4B MH_B4A MH_B6 CONDU I T 92 .0 0.3043 0.0130 LAT -B4C MH_B4B MH_B6 CONDU I T 52 .0 2.0004 0.0130 LAT -B5A I NLET -B5A MH_B7 CONDU I T 39 .0 1.4617 0.0130 LAT -B5B EX INLET -B5B MH_B7 CONDU I T 20 .0 1.6002 0.0130 LAT -B6A EXSTUB -B6 MH_B8 CONDU I T 21 .0 1.5049 0.0130 LAT -B7A I NLET -B7A MH_B7A CONDU I T 25 .0 2.4007 0.0130 LAT -B7C MH_B7A MH_B9 CONDU I T 71 .0 1.0001 0.0130 LAT -B8A EX INLET -B8A MH_B7A CONDU I T 38 .5 4.1334 0.0130 LAT -B9A I NLET -B9A MH_B10 CONDU I T 32 .0 2.4695 0.0130 LAT -B9B EX INLET -B9B MH_B10 CONDU I T 36 .0 2.0004 0.0130 LAT -B10A I NLET -B10A MH_B11 CONDU I T 30 .0 1.9003 0.0130 LAT -B10B EX INLET -B10B MH_B11 CONDU I T 44 .0 2.0004 0.0130 LAT -B11A EXMH_B1 MH_B4 CONDU I T 61 .0 0.4590 0.0130 LAT -C1A I NLET -C1A MH_C5 CONDU I T 36 .0 0.3889 0.0130 LAT -C1B I NLET -C1B MH_C5 CONDU I T 33 .0 2.0004 0.0130 LAT -C2A I NLET -C2A MH_C7 CONDU I T 55 .0 1.7821 0.0130 LAT -C2B I NLET -C2B MH_C7 CONDU I T 12 .0 2.0004 0.0130 LAT -C3A EXMH_C1 MH_C7 CONDU I T 18 .0 0.1111 0.0130 LAT -D2A I NLET -D2A MH_D3 CONDU I T 51 .0 0.4510 0.0130 LAT -D2B I NLET -D2B MH_D3 CONDU I T 14 .0 1.9289 0.0130 LAT -D3A I NLET -D3A MH_D4 CONDU I T 40 .0 0.5000 0.0130 LAT -D3B I NLET -D3B MH_D4 CONDU I T 24 .0 2.0004 0.0130 MNT_STRT MNT_STRT EXMH_B1 CONDU I T 720 .0 0.4458 0.0160 12D IP Cus tomI n l e t -R i v e rMH_A2 CONDU IT 80 .6 6 .1031 0 .0130 LAT -D1 I NLET -D1 MH_D2 CONDU I T 13 .0 2.9243 0.0130
********************* Cross Sec t i on Summar y ********************* Fu l l Fu l l Hyd . Max . No . o f Fu l l Condu i t Shap e Depth A r e a Rad . W i d t h Ba r r e l s F l ow --------------------------------------------------------------------------------------- A1 C IRCULAR 3 .00 7 .07 0 .75 3 .00 1 28 .15 A2 C IRCULAR 3 .00 7 .07 0 .75 3 .00 1 18 .15 A3 C IRCULAR 3 .00 7 .07 0 .75 3 .00 1 91 .71 A4 C IRCULAR 3 .00 7 .07 0 .75 3 .00 1 92 .06 A5 C IRCULAR 2 .00 3 .14 0 .50 2 .00 1 27 .09 B1 RECT_CLOSED 4 .00 24 .00 1 .20 6 .00 1 378 .99 B2 RECT_CLOSED 4 .00 28 .00 1 .27 7 .00 1 461 .92 B3 RECT_CLOSED 4 .00 28 .00 1 .27 7 .00 1 228 .11 B4 RECT_CLOSED 4 .00 28 .00 1 .27 7 .00 1 222 .81 B5 RECT_CLOSED 4 .00 24 .00 1 .20 6 .00 1 183 .00 B6 C IRCULAR 4 .00 12 .57 1 .00 4 .00 1 109 .53 B7 C IRCULAR 4 .00 12 .57 1 .00 4 .00 1 85 .34 B8 C IRCULAR 4 .00 12 .57 1 .00 4 .00 1 71 .39 B9 C IRCULAR 4 .00 12 .57 1 .00 4 .00 1 87 .31 B10 C IRCULAR 3 .50 9 .62 0 .88 3 .50 1 88 .73 B11 C IRCULAR 3 .50 9 .62 0 .88 3 .50 1 89 .31 B12 C IRCULAR 3 .00 7 .07 0 .75 3 .00 1 59 .32 B13 C IRCULAR 3 .00 7 .07 0 .75 3 .00 1 84 .53 C1 C IRCULAR 2 .00 3 .14 0 .50 2 .00 1 17 .35 C2 C IRCULAR 2 .00 3 .14 0 .50 2 .00 1 17 .75 C3 C IRCULAR 2 .00 3 .14 0 .50 2 .00 1 23 .07 C4 C IRCULAR 2 .00 3 .14 0 .50 2 .00 1 17 .68 C5 C IRCULAR 4 .00 12 .57 1 .00 4 .00 1 80 .12 C6 C IRCULAR 4 .00 12 .57 1 .00 4 .00 1 78 .54 C7 C IRCULAR 3 .50 9 .62 0 .88 3 .50 1 53 .33 D2 C IRCULAR 3 .00 7 .07 0 .75 3 .00 1 48 .42 D3 C IRCULAR 3 .00 7 .07 0 .75 3 .00 1 41 .51 D4 C IRCULAR 2 .50 4 .91 0 .63 2 .50 1 25 .66 EXLAT-B3C C IRCULAR 2 .50 4 .91 0 .63 2 .50 1 59 .60 EXLAT-B4B C IRCULAR 1 .25 1 .23 0 .31 1 .25 1 9 .67 EXLAT-B4C C IRCULAR 1 .25 1 .23 0 .31 1 .25 1 15 .09 LAT -A1A C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 11 .83 LAT -A2A C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 16 .94 LAT -A3A C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 17 .61 LAT -A3B C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 10 .16 LAT -A4A C IRCULAR 1 .00 0 .79 0 .25 1 .00 1 1 .82 LAT -B1A C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 8 .51 LAT -B1B C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 18 .47 LAT -B2A C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 9 .40 LAT -B2B C IRCULAR 2 .00 3 .14 0 .50 2 .00 1 27 .71 LAT -B3A C IRCULAR 2 .00 3 .14 0 .50 2 .00 1 11 .18 LAT -B3B C IRCULAR 2 .50 4 .91 0 .63 2 .50 1 21 .62 LAT -B3C C IRCULAR 3 .00 7 .07 0 .75 3 .00 1 51 .51 LAT -B4A C IRCULAR 2 .00 3 .14 0 .50 2 .00 1 8 .99 LAT -B4B C IRCULAR 2 .00 3 .14 0 .50 2 .00 1 12 .48
Page 4
100.t x t LAT -B4C C IRCULAR 2 .50 4 .91 0 .63 2 .50 1 58 .01 LAT -B5A C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 12 .70 LAT -B5B C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 13 .29 LAT -B6A C IRCULAR 1 .33 1 .39 0 .33 1 .33 1 9 .35 LAT -B7A C IRCULAR 2 .00 3 .14 0 .50 2 .00 1 35 .05 LAT -B7C C IRCULAR 3 .50 9 .62 0 .88 3 .50 1 100 .61 LAT -B8A C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 21 .36 LAT -B9A C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 16 .51 LAT -B9B C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 14 .86 LAT -B10A C IRCULAR 2 .00 3 .14 0 .50 2 .00 1 31 .19 LAT -B10B C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 14 .86 LAT -B11A C IRCULAR 4 .00 12 .57 1 .00 4 .00 1 97 .32 LAT -C1A C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 6 .55 LAT -C1B C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 14 .86 LAT -C2A C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 14 .02 LAT -C2B C IRCULAR 2 .00 3 .14 0 .50 2 .00 1 32 .00 LAT -C3A C IRCULAR 2 .00 3 .14 0 .50 2 .00 1 7 .54 LAT -D2A C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 7 .05 LAT -D2B C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 14 .59 LAT -D3A C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 7 .43 LAT -D3B C IRCULAR 1 .50 1 .77 0 .38 1 .50 1 14 .86 MNT_STRT TRAPEZO IDAL 0 .50 62 .50 0 .42 150 .00 1 216 .21 12D IP C IRCULAR 1 .00 0 .79 0 .25 1 .00 1 8 .80 LAT -D1 C IRCULAR 2 .00 3 .14 0 .50 2 .00 1 38 .69
************************** Vo l ume Dep t h Runo f f Qua n t i t y Con t i nu i t y ac r e -f ee t i nches ************************** --------- ------- To t a l P r ec i p i t a t i on ...... 18 .407 3.669 E vapor a t i on Los s ......... 0 .000 0.000 In f i l t ra t i on Los s ........ 0 .605 0.121 Su r f a c e Runo f f ........... 17 .471 3.483 F i na l Su r f a ce Sto r age .... 0 .461 0.092 Con t i nu i t y E r r or (%) ..... -0 .702
************************** Vo l ume Vo l ume F l ow Rou t i ng Con t i nu i t y ac r e -f ee t 10^6 ga l ************************** --------- --------- Dry We a t he r I n f l ow ....... 0 .000 0.000 We t We a t he r I n f l ow ....... 17 .471 5.693 Groundwa t e r I n f l ow ....... 0 .000 0.000 RDI I In f l ow .............. 0 .000 0.000 E x t er n a l I n f l ow .......... 3 .508 1.143 E x t er n a l Ou t f l ow ......... 17 .561 5.722 In t er n a l Ou t f l ow ......... 0 .000 0.000 St o r a g e Los ses ........... 0 .000 0.000 In i t i a l S t o red Vo l ume .... 0 .039 0.013 F i na l S t or ed Vo l ume ...... 0 .040 0.013 Con t i nu i t y E r r or (%) ..... 16 .257
*************************** T i me-St ep Cr i t i c a l E l ement s *************************** None
******************************** Hi ghe s t F l ow I ns t ab i l i t y Index e s ******************************** Al l l i nks a re s t ab l e .
************************* Rou t i ng T ime S t ep Summa r y ************************* Mi n imum T ime S t ep : 0.50 s ec Ave r a g e T ime S t ep : 1.00 s ec Max imum T ime S t ep : 1.00 s ec Pe r ce n t i n S t ead y S t a t e : 0.00 Ave r a g e I t e ra t ions pe r S t ep : 2.04
*************************** Subca t chme n t Runo f f Summa r y ***************************
Page 5
100.t x t
-------------------------------------------------------------------------------------------------------- To t a l To t a l Tota l To t a l To t a l To t a l Pea k Runo f f Prec ip Runon Evap In f i l Runo f f Runof f Runo f f Coe f f Subca t chme n t in i n i n i n i n 10^6 ga l CFS -------------------------------------------------------------------------------------------------------- 100 3 .67 0 .00 0.00 0 .07 3 .53 0 .12 11 .13 0.963 101 3 .67 0 .00 0.00 0 .07 3 .53 0 .22 19 .84 0.962 102 3 .67 0 .00 0.00 0 .07 3 .53 0 .28 27 .19 0.963 103 3 .67 0 .00 0.00 0 .07 3 .53 0 .08 7 .99 0.962 104 3 .67 0 .00 0.00 0 .07 3 .53 0 .43 44 .74 0.963 105 3 .67 0 .00 0.00 0 .07 3 .53 0 .12 12 .01 0.962 106 3 .67 0 .00 0.00 0 .07 3 .53 0 .36 34 .23 0.963 107 3 .67 0 .00 0.00 0 .07 3 .53 0 .08 7 .98 0.962 108 3 .67 0 .00 0.00 0 .07 3 .53 0 .18 16 .24 0.962 109 3 .67 0 .00 0.00 0 .55 3 .09 0 .07 7 .65 0.842 110 3 .67 0 .00 0.00 0 .29 3 .33 0 .18 17 .94 0.908 111 3 .67 0 .00 0.00 1 .53 2 .14 0 .05 2 .68 0.583 112 3 .67 0 .00 0.00 0 .14 3 .47 0 .12 11 .96 0.945 113 3 .67 0 .00 0.00 0 .07 3 .53 0 .17 17 .25 0.963 114 3 .67 0 .00 0.00 0 .07 3 .53 0 .34 33 .71 0.963 115 3 .67 0 .00 0.00 0 .07 3 .53 0 .27 27 .41 0.963 116 3 .67 0 .00 0.00 0 .07 3 .53 0 .02 2 .00 0.962 117 3 .67 0 .00 0.00 0 .07 3 .53 0 .12 11 .76 0.963 118 3 .67 0 .00 0.00 0 .07 3 .53 0 .17 16 .67 0.963 119 3 .67 0 .00 0.00 0 .14 3 .47 0 .34 33 .64 0.945 120 3 .67 0 .00 0.00 0 .07 3 .53 0 .04 4 .00 0.962 121 3 .67 0 .00 0.00 0 .07 3 .53 0 .03 3 .00 0.962 122 3 .67 0 .00 0.00 0 .07 3 .53 0 .06 6 .00 0.962 123 3 .67 0 .00 0.00 0 .07 3 .53 0 .03 3 .00 0.962 124 3 .67 0 .00 0.00 0 .07 3 .53 0 .07 7 .00 0.962 125 3 .67 0 .00 0.00 0 .07 3 .53 0 .05 5 .00 0.962 126 3 .67 0 .00 0.00 0 .07 3 .52 0 .48 35 .38 0.960 127 3 .67 0 .00 0.00 0 .07 3 .53 0 .22 21 .86 0.963 128 3 .67 0 .00 0.00 0 .07 3 .53 0 .03 3 .00 0.961 200 3 .67 0 .00 0.00 0 .07 3 .53 0 .03 3 .00 0.962 201 3 .67 0 .00 0.00 0 .07 3 .53 0 .02 2 .00 0.962 202 3 .67 0 .00 0.00 0 .07 3 .53 0 .04 4 .00 0.962 203 3 .67 4 .71 0.00 0 .08 8 .23 0 .07 4 .75 0.982 204 3 .67 0 .00 0.00 0 .07 3 .53 0 .04 3 .47 0.962 205 3 .67 0 .00 0.00 0 .07 3 .53 0 .01 1 .00 0.962 206 3 .67 0 .00 0.00 0 .14 3 .47 0 .02 1 .99 0.945 207 3 .67 0 .00 0.00 0 .07 3 .53 0 .09 9 .00 0.962 208 3 .67 0 .00 0.00 0 .07 3 .53 0 .07 6 .93 0.963 210 3 .67 0 .00 0.00 0 .29 3 .32 0 .26 24 .60 0.906 211 3 .67 0 .00 0.00 0 .07 3 .53 0 .02 2 .00 0.962 212 3 .67 0 .00 0.00 0 .07 3 .53 0 .06 6 .00 0.962 213 3 .67 1 .61 0.00 0 .07 5 .13 0 .17 12 .69 0.973 300 3 .67 0 .00 0.00 0 .07 3 .53 0 .21 21 .09 0.963
****************** Node Dep t h Summa ry ******************
--------------------------------------------------------------------- Aver age Max imum Max imum T ime o f Max Dep t h Depth HGL Occu r r ence Node Type F e e t Fe e t Fee t da ys hr :mi n --------------------------------------------------------------------- Cus t omI n l e t -R i v e r JUNCT I ON 4.88 5 .31 4962 .25 0 00 :40 EX INLET -B10B JUNCT I ON 0.02 0 .58 4973 .29 0 00 :40 EX INLET -B3A JUNCT I ON 0.13 8 .25 4968 .88 0 00 :38 EX INLET -B3C JUNCT I ON 0.06 6 .34 4970 .10 0 00 :38 EX INLET -B4B JUNCT I ON 0.04 1 .69 4972 .92 0 00 :39 EX INLET -B4C JUNCT I ON 0.03 1 .10 4973 .14 0 00 :40 EX INLET -B5B JUNCT I ON 0.04 1 .58 4972 .83 0 00 :39 EX INLET -B8A JUNCT I ON 0.02 0 .55 4971 .93 0 00 :43 EX INLET -B9B JUNCT I ON 0.02 0 .46 4971 .88 0 00 :40 EXMH_B1 JUNCT I ON 0.13 6 .39 4965 .55 0 00 :40 EXMH_C1 JUNCT I ON 0.18 6 .51 4962 .77 0 00 :40 EXSTUB-B6 JUNCT I ON 0.03 1 .06 4971 .46 0 00 :40 INLET-A1A JUNCT I ON 0.03 0 .96 4956 .46 0 00 :40 INLET-A2A JUNCT I ON 0.03 4 .77 4959 .78 0 00 :38 INLET-A3A JUNCT I ON 0.02 0 .73 4965 .77 0 00 :40 INLET-A3B JUNCT I ON 0.08 4 .46 4966 .47 0 00 :39 INLET-A4A JUNCT I ON 0.03 0 .95 4970 .55 0 00 :40 INLET-B10A JUNCT I ON 0.06 1 .67 4974 .07 0 00 :40 INLET-B1A JUNCT I ON 0.03 0 .80 4961 .59 0 00 :40
Page 6
100.t x t INLET-B1B JUNCT I ON 0.05 1 .89 4962 .81 0 00 :39 INLET-B2A JUNCT I ON 0.02 0 .56 4964 .56 0 00 :40 INLET-B2B JUNCT I ON 0.08 2 .32 4966 .17 0 00 :39 INLET-B3B JUNCT I ON 0.13 8 .27 4969 .23 0 00 :38 INLET-B4A JUNCT I ON 0.03 4 .53 4969 .98 0 00 :39 INLET-B5A JUNCT I ON 0.03 1 .21 4972 .27 0 00 :40 INLET-B7A JUNCT I ON 0.05 1 .68 4972 .07 0 00 :40 INLET-B9A JUNCT I ON 0.02 0 .70 4972 .19 0 00 :40 INLET-C1A JUNCT I ON 0.05 3 .04 4960 .86 0 00 :40 INLET-C1B JUNCT I ON 0.07 4 .85 4963 .19 0 00 :40 INLET-C2A JUNCT I ON 0.03 1 .04 4962 .54 0 00 :40 INLET-C2B JUNCT I ON 0.08 3 .24 4964 .00 0 00 :40 INLET-D1 JUNCT I ON 0.18 2 .95 4963 .19 0 00 :41 INLET-D2A JUNCT I ON 0.02 0 .66 4964 .40 0 00 :40 INLET-D2B JUNCT I ON 0.06 2 .02 4965 .80 0 00 :39 INLET-D3A JUNCT I ON 0.04 1 .36 4965 .36 0 00 :40 INLET-D3B JUNCT I ON 0.06 2 .25 4966 .53 0 00 :39 MH_A1 JUNCT I ON 9.47 11 .84 4953 .87 0 00 :41 MH_A2 JUNCT I ON 1.46 6 .10 4956 .17 0 00 :41 MH_A3 JUNCT I ON 0.09 6 .27 4959 .61 0 00 :38 MH_A4-MH_D1 JUNCT I ON 0.08 2 .41 4962 .00 0 00 :41 MH_A5 JUNCT I ON 0.05 1 .56 4962 .77 0 00 :40 MH_B10 JUNCT I ON 0.11 4 .59 4971 .70 0 00 :42 MH_B11 JUNCT I ON 0.09 3 .67 4972 .08 0 00 :42 MH_B12 JUNCT I ON 0.07 2 .86 4972 .33 0 00 :42 MH_B13 JUNCT I ON 0.06 2 .39 4972 .39 0 00 :42 MH_B2 JUNCT I ON 0.10 4 .10 4961 .42 0 00 :41 MH_B3 JUNCT I ON 0.14 5 .43 4964 .05 0 00 :41 MH_B3A JUNCT I ON 0.15 7 .94 4968 .80 0 00 :38 MH_B4 JUNCT I ON 0.15 6 .05 4964 .93 0 00 :40 MH_B4A JUNCT I ON 0.03 4 .07 4969 .49 0 00 :39 MH_B4B JUNCT I ON 0.04 3 .17 4969 .58 0 00 :41 MH_B5 JUNCT I ON 0.14 7 .79 4968 .31 0 00 :38 MH_B6 JUNCT I ON 0.14 6 .14 4969 .48 0 00 :41 MH_B7 JUNCT I ON 0.15 6 .32 4969 .90 0 00 :41 MH_B7A JUNCT I ON 0.05 1 .31 4971 .10 0 00 :42 MH_B8 JUNCT I ON 0.15 6 .44 4970 .21 0 00 :41 MH_B9 JUNCT I ON 0.13 6 .00 4971 .12 0 00 :42 MH_C1 JUNCT I ON 2.35 10 .20 4951 .43 0 00 :00 MH_C2 JUNCT I ON 1.77 6 .61 4948 .69 0 00 :40 MH_C3 JUNCT I ON 0.74 10 .68 4955 .80 0 00 :40 MH_C4/B1 JUNCT I ON 0.97 14 .23 4960 .23 0 00 :40 MH_C5 JUNCT I ON 0.20 5 .77 4960 .66 0 00 :40 MH_C6 JUNCT I ON 0.16 5 .63 4961 .10 0 00 :40 MH_C7 JUNCT I ON 0.16 6 .12 4962 .36 0 00 :40 MH_D2 JUNCT I ON 0.11 3 .21 4963 .19 0 00 :41 MH_D3 JUNCT I ON 0.10 3 .36 4964 .01 0 00 :41 MH_D4 JUNCT I ON 0.07 2 .78 4964 .69 0 00 :41 MNT_STRT JUNCT I ON 0.01 0 .37 4973 .37 0 00 :37 O112 JUNCT I ON 0.00 0 .00 0 .00 0 00 :10 O113 JUNCT I ON 0.00 0 .00 0 .00 0 00 :10 O114 JUNCT I ON 0.00 0 .00 0 .00 0 00 :10 O115 JUNCT I ON 0.00 0 .00 0 .00 0 00 :10 O300 JUNCT I ON 0.00 0 .00 0 .00 0 00 :10 A1_POUDRE OUTFALL 1.59 2 .67 4952 .56 0 00 :41 FESB1-POUDRE OUTFALL 0.07 3 .27 4957 .00 0 00 :39 FESC1-UDALL_POND OUTFALL 2.47 2 .47 4943 .50 0 00 :00
******************* Node In f l ow Summa r y *******************
------------------------------------------------------------------------------------- Max i mum Max imum La t e ra l To t a l La t e ra l Tota l T i me o f Ma x I n f l ow In f l ow I nf l ow I n f l ow Occur renc e Vo lume Vo l ume Node Type CFS CFS days h r :m in 10^6 ga l 10^6 ga l ------------------------------------------------------------------------------------- Cus t omI n l e t -R i v e r JUNCT I ON 3 .00 3.00 0 00 :40 0 .029 0 .029 EX INLET -B10B JUNCT I ON 3 .00 3.00 0 00 :40 0 .029 0 .029 EX INLET -B3A JUNCT I ON 11 .75 11.75 0 00 :40 0 .115 0 .115 EX INLET -B3C JUNCT I ON 34 .21 34.21 0 00 :40 0 .355 0 .355 EX INLET -B4B JUNCT I ON 12 .00 12.00 0 00 :40 0 .115 0 .115 EX INLET -B4C JUNCT I ON 7 .97 7.97 0 00 :40 0 .077 0 .077 EX INLET -B5B JUNCT I ON 8 .99 8.99 0 00 :40 0 .086 0 .086 EX INLET -B8A JUNCT I ON 4 .75 4.75 0 00 :40 0 .067 0 .067 EX INLET -B9B JUNCT I ON 2 .00 2.00 0 00 :40 0 .019 0 .019 EXMH_B1 JUNCT I ON 44 .71 158.08 0 00 :38 0 .432 1 .019
Page 7
100.t x t EXMH_C1 JUNCT I ON 35 .37 35.37 0 00 :40 0 .478 0 .478 EXSTUB-B6 JUNCT I ON 6 .93 6.93 0 00 :40 0 .067 0 .067 INLET-A1A JUNCT I ON 7 .00 7.00 0 00 :40 0 .067 0 .067 INLET-A2A JUNCT I ON 3 .00 3.00 0 00 :40 0 .029 0 .029 INLET-A3A JUNCT I ON 4 .00 4.00 0 00 :40 0 .038 0 .038 INLET-A3B JUNCT I ON 17 .93 17.93 0 00 :40 0 .181 0 .181 INLET-A4A JUNCT I ON 1 .99 1.99 0 00 :40 0 .019 0 .019 INLET-B10A JUNCT I ON 16 .24 16.24 0 00 :40 0 .182 0 .182 INLET-B1A JUNCT I ON 3 .00 3.00 0 00 :40 0 .029 0 .029 INLET-B1B JUNCT I ON 11 .13 11.13 0 00 :40 0 .115 0 .115 INLET-B2A JUNCT I ON 2 .00 2.00 0 00 :40 0 .019 0 .019 INLET-B2B JUNCT I ON 19 .83 19.83 0 00 :40 0 .221 0 .221 INLET-B3B JUNCT I ON 7 .98 7.98 0 00 :40 0 .077 0 .077 INLET-B4A JUNCT I ON 1 .00 3.97 0 00 :39 0 .010 0 .010 INLET-B5A JUNCT I ON 7 .65 7.65 0 00 :40 0 .067 0 .067 INLET-B7A JUNCT I ON 16 .66 16.66 0 00 :40 0 .173 0 .173 INLET-B9A JUNCT I ON 4 .00 4.00 0 00 :40 0 .038 0 .038 INLET-C1A JUNCT I ON 6 .00 6.00 0 00 :40 0 .058 0 .058 INLET-C1B JUNCT I ON 21 .85 21.85 0 00 :40 0 .221 0 .221 INLET-C2A JUNCT I ON 5 .00 5.00 0 00 :40 0 .048 0 .048 INLET-C2B JUNCT I ON 27 .18 27.18 0 00 :40 0 .278 0 .278 INLET-D1 JUNCT I ON 0 .00 0.14 0 00 :36 0 .000 0 .000 INLET-D2A JUNCT I ON 2 .00 2.00 0 00 :40 0 .019 0 .019 INLET-D2B JUNCT I ON 24 .59 24.59 0 00 :40 0 .262 0 .262 INLET-D3A JUNCT I ON 6 .00 6.00 0 00 :40 0 .058 0 .058 INLET-D3B JUNCT I ON 12 .68 12.68 0 00 :40 0 .167 0 .167 MH_A1 JUNCT I ON 0 .00 71.43 0 00 :41 0 .000 0 .862 MH_A2 JUNCT I ON 0 .00 71.50 0 00 :41 0 .000 0 .855 MH_A3 JUNCT I ON 0 .00 62.88 0 00 :41 0 .000 0 .754 MH_A4-MH_D1 JUNCT I ON 0 .00 61.37 0 00 :40 0 .000 0 .725 MH_A5 JUNCT I ON 0 .00 21.91 0 00 :40 0 .000 0 .219 MH_B10 JUNCT I ON 0 .00 57.28 0 00 :40 0 .000 0 .607 MH_B11 JUNCT I ON 0 .00 52.49 0 00 :40 0 .000 0 .550 MH_B12 JUNCT I ON 0 .00 33.61 0 00 :40 0 .000 0 .339 MH_B13 JUNCT I ON 33 .62 33.62 0 00 :40 0 .339 0 .339 MH_B2 JUNCT I ON 0 .00 318.11 0 00 :40 0 .000 3 .778 MH_B3 JUNCT I ON 0 .00 309.39 0 00 :38 0 .000 3 .634 MH_B3A JUNCT I ON 10 .00 48.91 0 00 :40 0 .539 0 .970 MH_B4 JUNCT I ON 0 .00 290.08 0 00 :38 0 .000 3 .393 MH_B4A JUNCT I ON 0 .00 4.62 0 00 :39 0 .000 0 .010 MH_B4B JUNCT I ON 0 .00 19.91 0 00 :40 0 .000 0 .192 MH_B5 JUNCT I ON 0 .00 152.08 0 00 :43 0 .000 2 .373 MH_B6 JUNCT I ON 0 .00 102.79 0 00 :43 0 .000 1 .288 MH_B7 JUNCT I ON 0 .00 87.30 0 00 :44 0 .000 1 .067 MH_B7A JUNCT I ON 0 .00 21.40 0 00 :40 0 .000 0 .240 MH_B8 JUNCT I ON 0 .00 73.33 0 00 :44 0 .000 0 .914 MH_B9 JUNCT I ON 0 .00 73.84 0 00 :39 0 .000 0 .846 MH_C1 JUNCT I ON 0 .00 33.57 0 00 :41 0 .000 1 .761 MH_C2 JUNCT I ON 0 .00 33.57 0 00 :41 0 .000 1 .757 MH_C3 JUNCT I ON 0 .00 33.57 0 00 :41 0 .000 1 .749 MH_C4/B1 JUNCT I ON 0 .00 406.58 0 00 :40 0 .000 4 .864 MH_C5 JUNCT I ON 0 .00 92.33 0 00 :40 0 .000 1 .085 MH_C6 JUNCT I ON 0 .00 65.00 0 00 :40 0 .000 0 .805 MH_C7 JUNCT I ON 0 .00 67.13 0 00 :40 0 .000 0 .804 MH_D2 JUNCT I ON 0 .00 41.17 0 00 :41 0 .000 0 .506 MH_D3 JUNCT I ON 0 .00 42.29 0 00 :40 0 .000 0 .506 MH_D4 JUNCT I ON 0 .00 18.61 0 00 :40 0 .000 0 .225 MNT_STRT JUNCT I ON 169 .16 169.16 0 00 :35 0 .586 0 .586 O112 JUNCT I ON 11 .96 11.96 0 00 :40 0 .122 0 .122 O113 JUNCT I ON 17 .24 17.24 0 00 :40 0 .173 0 .173 O114 JUNCT I ON 33 .69 33.69 0 00 :40 0 .336 0 .336 O115 JUNCT I ON 27 .40 27.40 0 00 :40 0 .269 0 .269 O300 JUNCT I ON 21 .08 21.08 0 00 :40 0 .211 0 .211 A1_POUDRE OUTFALL 0 .00 71.44 0 00 :41 0 .000 0 .863 FESB1-POUDRE OUTFALL 0 .00 369.74 0 00 :39 0 .000 3 .116 FESC1-UDALL_POND OUTFALL 0 .00 33.57 0 00 :41 0 .000 1 .761
********************** Node Su r cha rge Summa r y **********************
Su r cha rg i ng occu rs wh en wa t e r r i ses abov e t he t op o f t he h i ghes t condu i t . --------------------------------------------------------------------- Max . He i ght M i n . Dep t h Hou rs Above C r own Be l ow Rim Node Type Su r ch a r ged Fee t Fee t --------------------------------------------------------------------- EX INLET -B3A JUNCT I ON 0 .27 6 .246 1.204
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100.t x t EX INLET -B3C JUNCT I ON 0 .07 3 .840 0.000 EX INLET -B4B JUNCT I ON 0 .04 0 .444 0.726 EX INLET -B5B JUNCT I ON 0 .01 0 .081 0.839 EXMH_C1 JUNCT I ON 0 .30 4 .510 2.640 INLET-A2A JUNCT I ON 0 .10 3 .269 3.171 INLET-A3B JUNCT I ON 0 .22 2 .960 2.020 INLET-B1B JUNCT I ON 0 .05 0 .390 2.190 INLET-B2B JUNCT I ON 0 .07 0 .325 1.535 INLET-B3B JUNCT I ON 0 .18 5 .769 0.011 INLET-B4A JUNCT I ON 0 .09 2 .530 2.920 INLET-C1A JUNCT I ON 0 .12 1 .539 1.961 INLET-C1B JUNCT I ON 0 .15 3 .353 0.267 INLET-C2B JUNCT I ON 0 .12 1 .239 0.901 INLET-D1 JUNCT I ON 0 .12 0 .833 4.987 INLET-D2B JUNCT I ON 0 .12 0 .518 2.852 INLET-D3B JUNCT I ON 0 .10 0 .748 1.882 MH_A1 JUNCT I ON 0 .14 0 .815 3.195 MH_A3 JUNCT I ON 0 .10 3 .209 3.671 MH_B3A JUNCT I ON 0 .09 3 .304 1.656 MH_B4 JUNCT I ON 0 .13 2 .050 4.170 MH_B4A JUNCT I ON 0 .09 2 .074 3.756 MH_B5 JUNCT I ON 0 .11 3 .794 2.076 MH_C1 JUNCT I ON 22 .99 8 .198 0.000 MH_C2 JUNCT I ON 2 .12 4 .611 0.079 MH_C3 JUNCT I ON 1 .93 8 .681 3.919 MH_C4/B1 JUNCT I ON 0 .05 0 .423 3.597 MH_C5 JUNCT I ON 0 .13 1 .476 1.984 MH_C6 JUNCT I ON 0 .12 1 .626 3.384 MH_D2 JUNCT I ON 0 .04 0 .212 5.088 O112 JUNCT I ON 23 .00 0 .000 0.000 O113 JUNCT I ON 23 .00 0 .000 0.000 O114 JUNCT I ON 23 .00 0 .000 0.000 O115 JUNCT I ON 23 .00 0 .000 0.000 O300 JUNCT I ON 23 .00 0 .000 0.000
********************* Node F l ood i ng Summar y *********************
F l ood i ng r e f e r s t o a l l wa t e r th a t ov e r f lows a node , whe the r i t ponds or no t . -------------------------------------------------------------------------- To t a l Max i mum Max imum T ime o f Max F l ood Ponded Hour s Ra t e Occu r r ence Vo l ume Dep t h Node F l ood ed CFS days h r :m i n 10^6 ga l Fee t -------------------------------------------------------------------------- EX INLET -B3C 0.01 6.32 0 00 :38 0.000 6 .34
*********************** Ou t f a l l Load i ng Summa ry ***********************
----------------------------------------------------------- F l ow Avg . Ma x . To t a l F r eq . F low F low Vo l ume Ou t f a l l Nod e Pcnt . CFS CFS 10^6 ga l ----------------------------------------------------------- A1_POUDRE 74 .31 1 .94 71 .44 0.863 FESB1-POUDRE 7 .95 66 .35 369 .74 3.116 FESC1-UDALL_POND 100 .00 2 .88 33 .57 1.761 ----------------------------------------------------------- Sys t em 60 .76 71 .17 470 .72 5.740
******************** L i nk F l ow Summa r y ********************
----------------------------------------------------------------------------- Max imum T i me o f Ma x Max imum Max / Ma x / |F low| Occur renc e |Ve l oc | Fu l l Fu l l L i nk Type CFS days h r :m in f t /se c F l ow Depth ----------------------------------------------------------------------------- A1 CONDUI T 71.44 0 00 :41 10 .33 2 .54 0 .95 A2 CONDUI T 71.43 0 00 :41 10 .11 3 .94 1 .00 A3 CONDUI T 62.88 0 00 :41 8 .90 0 .69 1 .00 A4 CONDUI T 60.42 0 00 :41 11 .58 0 .66 0 .90
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100.t x t A5 CONDUI T 21.80 0 00 :40 8 .92 0 .80 0 .81 B1 CONDUI T 369.74 0 00 :39 17 .47 0 .98 0 .90 B2 CONDUI T 314.62 0 00 :40 12 .54 0 .68 1 .00 B3 CONDUI T 304.31 0 00 :40 11 .28 1 .33 1 .00 B4 CONDUI T 290.05 0 00 :38 10 .36 1 .30 1 .00 B5 CONDUI T 152.09 0 00 :43 6 .84 0 .83 1 .00 B6 CONDUI T 109.56 0 00 :44 8 .76 1 .00 1 .00 B7 CONDUI T 89.08 0 00 :44 7 .16 1 .04 1 .00 B8 CONDUI T 78.86 0 00 :44 6 .28 1 .10 1 .00 B9 CONDUI T 69.81 0 00 :44 5 .80 0 .80 1 .00 B10 CONDUI T 53.13 0 00 :39 7 .31 0 .60 1 .00 B11 CONDUI T 51.36 0 00 :40 6 .38 0 .58 1 .00 B12 CONDUI T 33.41 0 00 :40 6 .28 0 .56 0 .98 B13 CONDUI T 33.61 0 00 :40 7 .32 0 .40 0 .87 C1 CONDUI T 33.57 0 00 :41 10 .69 1 .93 1 .00 C2 CONDUI T 33.57 0 00 :41 10 .69 1 .89 1 .00 C3 CONDUI T 33.57 0 00 :41 10 .69 1 .46 1 .00 C4 CONDUI T 33.57 0 00 :41 10 .69 1 .90 1 .00 C5 CONDUI T 92.28 0 00 :40 7 .34 1 .15 1 .00 C6 CONDUI T 64.98 0 00 :40 5 .29 0 .83 1 .00 C7 CONDUI T 65.00 0 00 :40 6 .76 1 .22 1 .00 D2 CONDUI T 41.19 0 00 :41 6 .87 0 .85 0 .90 D3 CONDUI T 41.17 0 00 :41 6 .97 0 .99 1 .00 D4 CONDUI T 17.41 0 00 :41 3 .63 0 .68 1 .00 EXLAT-B3C CONDUI T 34.23 0 00 :40 11 .75 0 .57 1 .00 EXLAT-B4B CONDUI T 12.01 0 00 :40 9 .79 1 .24 1 .00 EXLAT-B4C CONDUI T 7.94 0 00 :40 8 .71 0 .53 0 .70 LAT -A1A CONDUI T 6.92 0 00 :40 6 .54 0 .58 0 .71 LAT -A2A CONDUI T 3.29 0 00 :38 5 .11 0 .19 1 .00 LAT -A3A CONDUI T 3.99 0 00 :40 5 .92 0 .23 0 .41 LAT -A3B CONDUI T 17.93 0 00 :40 10 .15 1 .77 1 .00 LAT -A4A CONDUI T 1.92 0 00 :40 2 .95 1 .05 0 .77 LAT -B1A CONDUI T 2.98 0 00 :40 3 .64 0 .35 0 .55 LAT -B1B CONDUI T 11.14 0 00 :40 7 .53 0 .60 0 .78 LAT -B2A CONDUI T 1.98 0 00 :40 3 .69 0 .21 0 .34 LAT -B2B CONDUI T 19.84 0 00 :40 7 .25 0 .72 0 .81 LAT -B3A CONDUI T 11.76 0 00 :40 3 .74 1 .05 1 .00 LAT -B3B CONDUI T 8.10 0 00 :38 1 .65 0 .37 1 .00 LAT -B3C CONDUI T 48.91 0 00 :40 7 .39 0 .95 1 .00 LAT -B4A CONDUI T 3.03 0 00 :39 1 .75 0 .34 1 .00 LAT -B4B CONDUI T 4.62 0 00 :39 1 .91 0 .37 1 .00 LAT -B4C CONDUI T 19.74 0 00 :40 10 .18 0 .34 1 .00 LAT -B5A CONDUI T 7.61 0 00 :40 5 .95 0 .60 0 .68 LAT -B5B CONDUI T 9.00 0 00 :40 5 .93 0 .68 0 .80 LAT -B6A CONDUI T 6.91 0 00 :40 6 .49 0 .74 0 .72 LAT -B7A CONDUI T 16.65 0 00 :40 6 .91 0 .48 0 .73 LAT -B7C CONDUI T 21.39 0 00 :40 7 .84 0 .21 0 .47 LAT -B8A CONDUI T 4.86 0 00 :40 5 .48 0 .23 0 .60 LAT -B9A CONDUI T 3.98 0 00 :40 6 .06 0 .24 0 .50 LAT -B9B CONDUI T 1.99 0 00 :40 4 .97 0 .13 0 .44 LAT -B10A CONDUI T 16.19 0 00 :40 7 .20 0 .52 0 .67 LAT -B10B CONDUI T 2.98 0 00 :40 5 .55 0 .20 0 .34 LAT -B11A CONDUI T 158.58 0 00 :38 12 .62 1 .63 1 .00 LAT -C1A CONDUI T 6.00 0 00 :39 3 .84 0 .92 1 .00 LAT -C1B CONDUI T 21.85 0 00 :40 12 .36 1 .47 1 .00 LAT -C2A CONDUI T 5.04 0 00 :39 5 .80 0 .36 0 .85 LAT -C2B CONDUI T 27.19 0 00 :40 9 .34 0 .85 0 .96 LAT -C3A CONDUI T 35.40 0 00 :40 11 .27 4 .69 1 .00 LAT -D2A CONDUI T 1.97 0 00 :40 3 .04 0 .28 0 .39 LAT -D2B CONDUI T 24.61 0 00 :40 13 .92 1 .69 1 .00 LAT -D3A CONDUI T 5.95 0 00 :40 4 .09 0 .80 0 .77 LAT -D3B CONDUI T 12.69 0 00 :40 7 .88 0 .85 0 .86 MNT_STRT CONDUI T 121.88 0 00 :37 2 .95 0 .56 0 .70 12D IP CONDUI T 2.99 0 00 :40 10 .13 0 .34 0 .40 LAT -D1 CONDUI T 0.18 0 00 :45 0 .34 0 .00 1 .00
*************************** F l ow Cl ass i f i ca t i on Summa r y ***************************
----------------------------------------------------------------------------------------- Ad j us t ed --- F r ac t i on o f T ime i n F l ow C l as s ---- Avg . Avg . /Ac tu a l Up Down Sub Sup Up Down F roude F l ow Condu i t Leng t h D r y D r y Dr y Cr i t Cr i t C r i t C r i t Number Change ----------------------------------------------------------------------------------------- A1 1.00 0 .00 0 .00 0 .00 1.00 0 .00 0 .00 0 .00 0 .04 0 .0001 A2 1.00 0 .00 0 .00 0 .00 1.00 0 .00 0 .00 0 .00 0 .03 0 .0001 A3 1.00 0 .00 0 .00 0 .00 1.00 0 .00 0 .00 0 .00 0 .06 0 .0000
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100.t x t A4 1.00 0 .00 0 .00 0 .00 0.00 0 .01 0 .00 0 .99 1 .31 0 .0000 A5 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .90 0 .0000 B1 1.00 0 .92 0 .00 0 .00 0.00 0 .08 0 .00 0 .00 0 .15 0 .0000 B2 1.00 0 .00 0 .00 0 .00 0.00 0 .03 0 .00 0 .97 1 .08 0 .0000 B3 1.00 0 .00 0 .00 0 .00 0.87 0 .13 0 .00 0 .00 0 .61 0 .0000 B4 1.00 0 .00 0 .00 0 .00 1.00 0 .00 0 .00 0 .00 0 .44 0 .0000 B5 1.00 0 .00 0 .00 0 .00 1.00 0 .00 0 .00 0 .00 0 .36 0 .0000 B6 1.00 0 .00 0 .00 0 .00 0.79 0 .21 0 .00 0 .00 0 .70 0 .0000 B7 1.00 0 .00 0 .01 0 .00 0.99 0 .00 0 .00 0 .00 0 .47 0 .0000 B8 1.00 0 .01 0 .00 0 .00 0.99 0 .00 0 .00 0 .00 0 .42 0 .0000 B9 1.00 0 .01 0 .00 0 .00 0.99 0 .00 0 .00 0 .00 0 .42 0 .0000 B10 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .80 0 .0000 B11 1.00 0 .01 0 .00 0 .00 0.89 0 .10 0 .00 0 .00 0 .54 0 .0000 B12 1.00 0 .01 0 .00 0 .00 0.92 0 .08 0 .00 0 .00 0 .47 0 .0000 B13 1.00 0 .01 0 .00 0 .00 0.83 0 .16 0 .00 0 .00 0 .75 0 .0000 C1 1.00 0 .00 0 .00 0 .00 1.00 0 .00 0 .00 0 .00 0 .00 0 .0001 C2 1.00 0 .00 0 .00 0 .00 1.00 0 .00 0 .00 0 .00 0 .01 0 .0001 C3 1.00 0 .00 0 .00 0 .00 1.00 0 .00 0 .00 0 .00 0 .03 0 .0000 C4 1.00 0 .00 0 .00 0 .00 0.78 0 .22 0 .00 0 .00 0 .80 0 .0001 C5 1.00 0 .00 0 .00 0 .00 0.08 0 .00 0 .00 0 .92 0 .61 0 .0000 C6 1.00 0 .00 0 .00 0 .00 1.00 0 .00 0 .00 0 .00 0 .37 0 .0000 C7 1.00 0 .00 0 .00 0 .00 1.00 0 .00 0 .00 0 .00 0 .50 0 .0000 D2 1.00 0 .00 0 .00 0 .00 0.88 0 .12 0 .00 0 .00 0 .57 0 .0000 D3 1.00 0 .00 0 .00 0 .00 1.00 0 .00 0 .00 0 .00 0 .48 0 .0000 D4 1.00 0 .00 0 .00 0 .00 1.00 0 .00 0 .00 0 .00 0 .22 0 .0000 EXLAT-B3C 1.00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 1 .36 0 .0000 EXLAT-B4B 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .45 0 .0000 EXLAT-B4C 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .73 0 .0000 LAT -A1A 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .33 0 .0000 LAT -A2A 1.00 0 .01 0 .00 0 .00 0.01 0 .00 0 .00 0 .98 0 .21 0 .0000 LAT -A3A 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .30 0 .0000 LAT -A3B 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .74 0 .0000 LAT -A4A 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .17 0 .0000 LAT -B1A 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .18 0 .0000 LAT -B1B 1.58 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 1 .16 0 .0000 LAT -B2A 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .16 0 .0000 LAT -B2B 1.20 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 1 .16 0 .0000 LAT -B3A 1.00 0 .00 0 .01 0 .00 0.99 0 .00 0 .00 0 .00 0 .18 0 .0000 LAT -B3B 1.00 0 .00 0 .13 0 .00 0.87 0 .00 0 .00 0 .00 0 .03 0 .0000 LAT -B3C 1.00 0 .00 0 .00 0 .00 0.83 0 .17 0 .00 0 .00 0 .68 0 .0000 LAT -B4A 1.00 0 .01 0 .53 0 .00 0.46 0 .00 0 .00 0 .00 0 .07 0 .0000 LAT -B4B 1.00 0 .01 0 .00 0 .00 0.01 0 .00 0 .00 0 .98 0 .12 0 .0000 LAT -B4C 1.00 0 .00 0 .00 0 .00 0.01 0 .00 0 .00 0 .99 0 .55 0 .0000 LAT -B5A 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .28 0 .0000 LAT -B5B 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .42 0 .0000 LAT -B6A 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .57 0 .0000 LAT -B7A 1.00 0 .01 0 .00 0 .00 0.80 0 .19 0 .00 0 .00 0 .80 0 .0000 LAT -B7C 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .87 0 .0000 LAT -B8A 1.00 0 .01 0 .00 0 .00 0.84 0 .15 0 .00 0 .00 0 .63 0 .0000 LAT -B9A 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .35 0 .0000 LAT -B9B 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .27 0 .0000 LAT -B10A 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 1 .29 0 .0000 LAT -B10B 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .32 0 .0000 LAT -B11A 1.00 0 .00 0 .01 0 .00 0.86 0 .13 0 .00 0 .00 0 .62 0 .0000 LAT -C1A 1.00 0 .01 0 .00 0 .00 0.01 0 .00 0 .00 0 .98 0 .20 0 .0000 LAT -C1B 1.00 0 .01 0 .00 0 .00 0.01 0 .00 0 .00 0 .98 1 .15 0 .0000 LAT -C2A 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .30 0 .0000 LAT -C2B 1.52 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 1 .17 0 .0000 LAT -C3A 1.00 0 .00 0 .00 0 .00 1.00 0 .00 0 .00 0 .00 0 .43 0 .0001 LAT -D2A 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .18 0 .0000 LAT -D2B 1.09 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 1 .28 0 .0000 LAT -D3A 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .21 0 .0000 LAT -D3B 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .83 0 .0000 MNT_STRT 1.00 0 .02 0 .00 0 .00 0.00 0 .00 0 .00 0 .98 0 .34 0 .0000 12D IP 1.00 0 .01 0 .00 0 .00 0.00 0 .00 0 .00 0 .99 0 .44 0 .0000 LAT -D1 1.56 0 .00 0 .91 0 .00 0.09 0 .00 0 .00 0 .00 0 .00 0 .0000
************************* Condu i t Sur charg e Summa r y *************************
---------------------------------------------------------------------------- Hours Hou r s --------- Hou rs Fu l l -------- Above Fu l l Capac i t y Condu i t Both End s Up s t r e am Dns t r e am No rma l F l ow L i mi t ed ---------------------------------------------------------------------------- A1 0 .01 0 .01 0 .01 0 .30 0 .01 A2 0 .14 0 .14 0 .14 0 .45 0 .14
Page 11
100.t x t A3 0 .10 0 .10 0 .10 0 .01 0 .01 B2 0 .02 0 .02 0 .02 0 .01 0 .01 B3 0 .02 0 .02 0 .02 0 .15 0 .02 B4 0 .10 0 .10 0 .10 0 .15 0 .10 B5 0 .10 0 .10 0 .10 0 .01 0 .08 B6 0 .10 0 .10 0 .10 0 .01 0 .05 B7 0 .10 0 .10 0 .10 0 .04 0 .09 B8 0 .10 0 .10 0 .10 0 .06 0 .09 B9 0 .09 0 .09 0 .09 0 .01 0 .01 B10 0 .07 0 .07 0 .07 0 .01 0 .06 B11 0 .02 0 .02 0 .02 0 .01 0 .01 C1 22 .99 22 .99 22 .99 1 .98 2 .04 C2 2 .12 2 .12 2 .12 1 .97 2 .02 C3 1 .93 1 .93 1 .93 1 .87 1 .88 C4 1 .93 1 .93 1 .93 1 .96 1 .93 C5 0 .15 0 .15 0 .15 0 .06 0 .15 C6 0 .12 0 .12 0 .12 0 .01 0 .01 C7 0 .15 0 .15 0 .15 0 .09 0 .11 D3 0 .04 0 .04 0 .04 0 .01 0 .04 D4 0 .03 0 .03 0 .03 0 .01 0 .01 EXLAT-B3C 0 .07 0 .07 0 .07 0 .01 0 .01 EXLAT-B4B 0 .03 0 .03 0 .03 0 .06 0 .03 LAT -A2A 0 .10 0 .10 0 .10 0 .01 0 .01 LAT -A3B 0 .02 0 .02 0 .02 0 .15 0 .02 LAT -A4A 0 .01 0 .01 0 .01 0 .03 0 .01 LAT -B3A 0 .27 0 .27 0 .27 0 .02 0 .02 LAT -B3B 0 .18 0 .18 0 .18 0 .01 0 .01 LAT -B3C 0 .16 0 .16 0 .16 0 .01 0 .01 LAT -B4A 0 .09 0 .09 0 .09 0 .01 0 .01 LAT -B4B 0 .09 0 .09 0 .09 0 .01 0 .01 LAT -B4C 0 .05 0 .05 0 .05 0 .01 0 .01 LAT -B11A 0 .13 0 .13 0 .13 0 .14 0 .10 LAT -C1A 0 .12 0 .12 0 .12 0 .01 0 .06 LAT -C1B 0 .13 0 .13 0 .13 0 .11 0 .13 LAT -C3A 0 .29 0 .29 0 .29 0 .62 0 .29 LAT -D2B 0 .11 0 .11 0 .11 0 .15 0 .11 LAT -D1 0 .12 0 .12 0 .12 0 .01 0 .01
Ana l y s i s begun on : Mon J an 30 13 :38 :48 2012 Ana l y s i s e nded on : Mon J an 30 13 :39 :05 2012 To t a l e l aps ed t i me : 00 :00:17
Page 12
LEGEND
WQ SUMMARY
PEAK FLOWS
EPSGROUPINC.COM | NORTHERNENGINEERING.COM | 970.221.4158
Fort Collins | Greeley | Mesa | Tucson | Goodyear | Phoenix | Fort Worth
MAP PACKET
DR1 – DEVELOPED DRAINAGE EXHIBIT
D
ELEC
D
T
ELEC
ELEC
T
MM
TT
ELEC
ELECBRKRE B M
TESTSTA
ELEC
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D
D
C.O.
F.O.VAULT
AC
ACAC
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R R
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F.O.VAULT
CABLEVAULT
CABLEVAULT
ELEC
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ELEC
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ST
ST
ST
D
T
OS2
EXISTING 42" RCP
STORM DRAIN
CONNECT TO
EXISTING MANHOLE
OS2
0.87 ac
OS3
OS4
TF
UD
TF
OS6
1.03 ac
OS5
OS6
OS7
EXISTING STORM DRAIN
OUTFALL. TO BE ABANDONED.
INTERIM CONVEYANCE FOR DRAINAGE AREA IS PROVIDED BY
EXISTING 24"X30" PIPE. DRAINAGE AREA TO BE SERVICED BY
FUTURE STORM DRAIN B PER DOWNTOWN RIVER DISTRICT FINAL
DESIGN REPORT
GODINEZ DOROTHY
400 LINDEN STREET
FORT COLLINS, CO
RIDLEY USA INC
416 LINDEN STREET
FORT COLLINS, CO
MAWSON LLC
350 LINDEN STREET
FORT COLLINS, CO
359 LLC
359 LINDEN STREET
FORT COLLINS, CO
MAWSON LLC
115 LINCOLN AVENUE
FORT COLLINS, CO
RIDLEY USA INC
546 WILLOW STREET
FORT COLLINS, CO
CITY OF FORT
COLLINS
LIN
D
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N
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T
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E
T
LIN
C
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T
CAC
H
E
L
A
P
O
U
D
R
E
R
I
V
E
R
OS3
1.04 ac
OS4
0.59 ac
OS5
1.08 ac
R1
0.26 ac
R2
0.14 ac
R3
0.12 ac
R4
0.14 ac
R5
0.09 ac
A1
0.60 ac
A2
0.38 ac
A3
0.16 ac
A4
0.19 ac
B1
0.01 ac
C1
0.05 ac
D1
0.05 ac
OS1
0.13 ac
OS1
A4
A3
A2
A1
EXISTING
24"X30"
ARCHED PIPE
OS9
0.44 ac
PREVIOUSLY BASIN 127 DRAINAGE
AREA PER DOWNTOWN RIVER
DISTRICT FINAL DESIGN REPORT
PREVIOUSLY BASIN 100 DRAINAGE
AREA PER DOWNTOWN RIVER
DISTRICT FINAL DESIGN REPORT
PREVIOUSLY BASIN 126 DRAINAGE
AREA PER DOWNTOWN RIVER
DISTRICT FINAL DESIGN REPORT
4.2CFS ALLOWABLE RELEASE RATE PER MAWSON
LUMBER PARKING DRAINAGE MEMO
PREVIOUSLY BASIN 102 DRAINAGE AREA PER
DOWNTOWN RIVER DISTRICT FINAL DESIGN
REPORT
PREVIOUSLY BASIN 122 DRAINAGE
AREA PER DOWNTOWN RIVER
DISTRICT FINAL DESIGN REPORT
PREVIOUSLY BASIN 120 DRAINAGE
AREA PER DOWNTOWN RIVER
DISTRICT FINAL DESIGN REPORT
OS9
EXISTING 24"X30" ARCHED PIPE
Q100 (ALLOWABLE) = 30.5 CFS
OS8
0.41 ac
OS8
PREVIOUSLY BASIN 125
DRAINAGE AREA PER
DOWNTOWN RIVER
DISTRICT FINAL DESIGN
REPORT
OS7
0.27 ac
PREVIOUSLY BASIN 125
DRAINAGE AREA PER
DOWNTOWN RIVER
DISTRICT FINAL DESIGN
REPORT
PROPOSED STORM
DRAIN INLET
PROPOSED STORM
DRAIN INLET
0.7%
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
NORTH
( IN FEET )
1 inch = ft.
Feet05050
50
100 150
PROPOSED CONTOUR
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
PROPOSED INLET
A
DESIGN POINT
FLOW ARROW
DRAINAGE BASIN LABEL
DRAINAGE BASIN BOUNDARY
PROPOSED SWALE SECTION 11
NOTES:
1.REFER TO THETHE LINDEN FINAL DRAINAGE REPORT, DATED JULY 14, 2025 FOR
ADDITIONAL INFORMATION.
A
LEGEND:
Sheet
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