HomeMy WebLinkAboutFORT COLLINS HOTEL, PARKING GARAGE - FDP - FDP160003 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTJanuary 20, 2016
FINAL DRAINAGE AND
EROSION CONTROL REPORT FOR
Walnut-Chestnut Subdivision Replat
Fort Collins, Colorado
Prepared for:
Bohemian Companies
&
Mcwhinney
Prepared by:
200 South College Avenue, Suite 10
Fort Collins, Colorado 80524
Phone: 970.221.4158 Fax: 970.221.4159
www.northernengineering.com
Project Number: 947-002
This Drainage Report is consciously provided as a PDF.
Please consider the environment before printing this document in its entirety.
When a hard copy is absolutely necessary, we recommend double-sided printing.
January 20, 2016
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
RE: Final Drainage and Erosion Control Report for
Walnut-Chestnut Subdivision Replat
Dear Staff:
Northern Engineering is pleased to submit this Final Drainage and Erosion Control Report for your
review. This report accompanies the Project Development Plan submittal for the proposed
Walnut-Chestnut Subdivision Replat.
This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM),
and serves to document the stormwater impacts associated with the proposed project. We
understand that review by the City 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,
NORTHERN ENGINEERING SERVICES, INC.
Aaron Cvar, PE
Project Engineer
Walnut-Chestnut Subdivision Replat
Final Drainage Report
TABLE OF CONTENTS
I. GENERAL LOCATION AND DESCRIPTION ................................................................... 1
A. Location ....................................................................................................................................... 1
B. Description of Property ................................................................................................................ 2
C. Floodplain .................................................................................................................................... 3
II. DRAINAGE BASINS AND SUB-BASINS ....................................................................... 4
A. Major Basin Description ............................................................................................................... 4
B. Sub-Basin Description .................................................................................................................. 5
III. DRAINAGE DESIGN CRITERIA ................................................................................... 5
A. Regulations .................................................................................................................................. 5
B. Four Step Process ........................................................................................................................ 5
C. Development Criteria Reference and Constraints ......................................................................... 6
D. Hydrological Criteria .................................................................................................................... 6
E. Hydraulic Criteria ......................................................................................................................... 6
F. Modifications of Criteria .............................................................................................................. 6
IV. DRAINAGE FACILITY DESIGN .................................................................................... 7
A. General Concept .......................................................................................................................... 7
B. Specific Details ............................................................................................................................. 8
V. CONCLUSIONS ........................................................................................................ 9
A. Compliance with Standards .......................................................................................................... 9
B. Drainage Concept ........................................................................................................................ 9
APPENDICES:
APPENDIX A.1 - Developed Conditions Hydrologic Computations
APPENDIX A.2 - LID Supplemental Information
APPENDIX B.1 - Inlet Design Calculations
APPENDIX B.2 - Storm Line Design Calculations
APPENDIX C.1 - Stormwater Alternative Compliance/Variance Application (Floodplain Freeboard)
APPENDIX D.1 - Erosion Control Report
APPENDIX E.1 - Base Flood Elevation Analysis
Walnut-Chestnut Subdivision Replat
Final Drainage Report
LIST OF FIGURES:
Figure 1 – Aerial Photograph ................................................................................................ 2
Figure 2– Proposed Site Plan ................................................................................................ 3
Figure 3 – Existing Floodplains ............................................................................................. 4
MAP POCKET:
Proposed Drainage Exhibit
Walnut-Chestnut Subdivision Replat
Final Drainage Report 1
I. GENERAL LOCATION AND DESCRIPTION
A. Location
Vicinity Map
1. The project site is located in the southwest quarter of Section 12, Township 7 North,
Range 69 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer,
State of Colorado.
2. The project site is located just north of the intersection of Walnut Street and Mountain
Avenue.
3. The project site lies within the Old Town Basin. A small portion of the site drains to
the storm sewer system in Walnut Street, which is conveyed south to Oak Street and
then the Udall water quality treatment area. The majority of the site drains into the
existing storm sewer system in Chestnut Street, which conveys flows into the Cache
La Poudre River. The Downtown River District Final Design Report, by Ayres 2012
(Ref. 5), shows the majority of the site conveyed via sheet flow into the Chestnut
Street storm system (Basin 106). As long as existing site runoff rates are not
increased, detention is not required for the site. However, the site still must provide
meet current City Low Impact Design (LID) requirements. Several water quality
treatment methods are proposed for the site, and are described in further detail
Walnut-Chestnut Subdivision Replat
Final Drainage Report 2
below.
4. As this is an infill site, the area surrounding the site is fully developed.
5. No offsite flows enter the site from the south, west, or east. A small area to the
northwest of the site sheet flows onto the site. This area has been broken into two
offsite basins, which is described further in Section IV.A, below.
B. Description of Property
1. The development area is roughly 2.4 net acres.
Figure 1 – Aerial Photograph
2. The subject property is currently composed of existing buildings, and landscaped
areas. Existing ground slopes are mild to moderate (i.e., 1 - 6±%) through the
interior of the property. General topography slopes from northwest to southeast.
3. According to the United States Department of Agriculture (USDA) Natural Resources
Conservation Service (NRCS) Soil Survey website:
http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx,
the site consists of Paoli fine sandy loam (Hydrologic Soil Group A), and Santana
loam (Hydrologic Soil Group B).
4. The proposed project site plan is composed of the development of a hotel and parking
lot. Associated site work, water, and sewer lines will be constructed with the
development. Current City Low Impact Design (LID) requirements will be
implemented with the project, and will consist of several LID features which are
discussed in Section IV, below.
Walnut-Chestnut Subdivision Replat
Final Drainage Report 3
Figure 2– Proposed Site Plan
5. There are no known irrigation laterals crossing the site.
6. The proposed land use is a downtown hotel development.
C. Floodplain
1. The project site is not encroached by any City or FEMA designated 100-year
floodplain. However, the City of Fort Collins Stormwater Utility has identified areas
adjacent to the site as a 100-year flood risk zone. The adjacent Walnut Street and
Chestnut Street have been studied for flood risk, and base flood elevation in these
adjacent streets has been analyzed. Appendix C provides a summary of the analysis
performed to determine base (100-year) flood elevation in adjacent street Right of
Way, which is intended to be utilized for the design of finished floor elevation or flood
proofing at Final design.
Walnut-Chestnut Subdivision Replat
Final Drainage Report 4
Figure 3 –Area Floodplain Mapping
2. A minimum of 6-inches of freeboard (a variance from the 12-inches of freeboard
requirement has been requested, please see variance request copy in Appendix E.2)
(100-year) flood elevation in adjacent Right of Way. This freeboard level will be
applied to either the design of finished floor elevations, or the minimum level of flood
proofing measures.
II. DRAINAGE BASINS AND SUB-BASINS
A. Major Basin Description
3. The project site lies within the Old Town Basin. Generally, 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, a portion of the site drains to the storm
sewer system in Walnut Street, which is conveyed south to Oak Street and then the
Udall water quality treatment area. The remainder of the site drains into the existing
storm sewer system in Chestnut Street, which conveys flows into the Cache La Poudre
River. As long as existing site runoff rates are not increased, detention is not required
for the site. The site still must meet current City Low Impact Design (LID)
requirements. Several LID treatment methods are proposed for the site, and are
described in further detail below.
Walnut-Chestnut Subdivision Replat
Final Drainage Report 5
B. Sub-Basin Description
1. The subject property historically drains overland from northwest to southeast. Runoff
from the majority of the site has historically been collected in existing inlets located
within Walnut Street and Chestnut Street.
2. A more detailed description of the project drainage patterns is provided below.
III. DRAINAGE DESIGN CRITERIA
A. Regulations
There are no optional provisions outside of the FCSCM proposed with the proposed
project.
B. Four Step Process
The overall stormwater management strategy employed with the proposed 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
Several techniques have been utilized with the proposed development to facilitate the
reduction of runoff peaks, volumes, and pollutant loads as the site is developed from the
current use by implementing multiple Low Impact Development (LID) strategies including:
Conserving existing amenities in the site including the existing vegetated areas.
Providing vegetated open areas throughout the site to reduce the overall impervious
area and to minimize directly connected impervious areas (MDCIA).
Routing flows, to the extent feasible, through vegetated swales to increase time of
concentration, promote infiltration and provide initial water quality.
Step 2 – Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with
Slow Release
The efforts taken in Step 1 will facilitate the reduction of runoff; however, urban
development of this intensity will still generate stormwater runoff that will require
additional BMPs and water quality. The majority of stormwater runoff from the site will
ultimately be intercepted and treated using paver systems and landscaped parking islands
designed as rain gardens.
Step 3 – Stabilize Drainageways
There are no major drainageways within the subject property. While this step may not
seem applicable to proposed development, the project indirectly helps achieve stabilized
drainageways nonetheless. By providing water quality treatment, where none previously
existed, sediment with erosion potential is removed from downstream drainageway
systems. Furthermore, this project will pay one-time stormwater development fees, as
well as ongoing monthly stormwater utility fees, both of which help achieve City-wide
drainageway stability.
Step 4 – Implement Site Specific and Other Source Control BMPs.
The proposed project will improve upon site specific source controls compared to historic
conditions:
Walnut-Chestnut Subdivision Replat
Final Drainage Report 6
The proposed development will provide LID features which enhance water quality;
thus, eliminating sources of potential pollution previously left exposed to weathering
and runoff processes.
C. Development Criteria Reference and Constraints
The subject property is surrounded by currently developed properties. Thus, several
constraints have been identified during the course of this analysis that will impact the
proposed drainage system including:
Existing elevations along the property lines will generally be maintained.
As previously mentioned, overall drainage patterns of the existing site will be
maintained.
Elevations of existing downstream facilities that the subject property will release to
will be maintained.
D. Hydrological Criteria
1. The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in
Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations
associated with the proposed development. Tabulated data contained in Table RA-7
has been utilized for Rational Method runoff calculations.
2. The Rational Method has been employed to compute stormwater runoff utilizing
coefficients contained in Tables RO-11 and RO-12 of the FCSCM.
3. Three separate design storms have been utilized to address distinct drainage
scenarios. A fourth design storm has also been computed for comparison purposes.
The first design storm considered is the 80th percentile rain event, which has been
employed to design the project’s water quality features. The second event analyzed is
the “Minor,” or “Initial” Storm, which has a 2-year recurrence interval. The third
event considered is the “Major Storm,” which has a 100-year recurrence interval.
The fourth storm computed, for comparison purposes only, is the 10-year event.
4. No other assumptions or calculation methods have been used with this development
that are not referenced by current City of Fort Collins criteria.
E. Hydraulic Criteria
1. As previously noted, the subject property maintains historic drainage patterns.
2. All drainage facilities proposed with the project are designed in accordance with
criteria outlined in the FCSCM and/or the Urban Drainage and Flood Control District
(UDFCD) Urban Storm Drainage Criteria Manual.
3. As stated above, the subject property is not located in a City or FEMA designated
floodplain. The proposed project does not propose to modify any natural
drainageways.
F. Modifications of Criteria
1. The proposed development is requesting a variance for the 12-inch floodplain
freeboard requirement (Please see Variance Request provided in Appendix).
Walnut-Chestnut Subdivision Replat
Final Drainage Report 7
IV. DRAINAGE FACILITY DESIGN
A. General Concept
1. The main objectives of the project drainage design are to maintain existing drainage
patterns, and to ensure no adverse impacts to any adjacent properties.
2. Onsite LID features will be provided and will enhance water quality. These measures
are discussed further below.
3. Drainage patterns for proposed drainage basins as shown in the Drainage Exhibit are
described below.
Basin 1a
Basin 1a consists of a small portion of back alleyway, west of the proposed hotel
building which will sheet flow into the existing north flowline of Walnut Street and
then be conveyed into the existing storm drain system within Walnut Street. A trench
drain will capture 100-year flows, and convey via a proposed storm line into the
existing Walnut Street storm system.
Basin 1b
Basin 1b consists of Firehouse Alley and a portion of landscaped area just to the north
of the alleyway. A trench drain will capture 10-year flows, and convey via a proposed
storm line into the existing Chestnut Street storm system. 100-year flow will be
conveyed via surface flows (Firehouse Alley inverted crown and Chestnut Street curb
and gutter) into the existing dual combination inlet at the northwest corner of Chestnut
and Jefferson.
Basin 1c
Basin 1c consists of the rooftop of the proposed hotel building. Drainage from the
hotel rooftop will be captured within a roof drain system, which will tie to the existing
storm drain system within Chestnut Street.
Basins 2a and 2b
Basins 2a and 2b consist primarily of a surface parking lot, and will generally drain via
sheet flow into LID features including permeable paver systems and a series of
raingardens, which are discussed in Section IV.B, below. The series of proposed area
drains which connect raingardens, as well as the subdrain systems for the permeable
paver systems will tie to the existing storm drain system within Chestnut Street. 100-
year flows from Basin 2a will be conveyed via surface flow into the north flowline of
Chestnut Street and into existing inlets at Chestnut and Jefferson Street. 100-year
flows from Basin 2b will be conveyed into a proposed combination inlet located within
the proposed parking lot as shown on the Final plans.
Basins OS1, OS2
Basins OS1 and OS2 consist of areas to the north of the project site which sheet flow
towards the site. Basin OS1 will be conveyed through the site via the existing
alleyway (which will be improved) running in between the hotel portion of the site and
the parking area. A trench drain will capture 10-year flows, and convey via a
proposed storm line into the existing Chestnut Street storm system. 100-year flow will
be conveyed via surface flows (Firehouse Alley inverted crown and Chestnut Street
curb and gutter) into the existing dual combination inlet at the northwest corner of
Chestnut and Jefferson.
Walnut-Chestnut Subdivision Replat
Final Drainage Report 8
Basin OS2 will be conveyed along the north side of the proposed parking area and
flow north into a proposed inlet and storm line that will tie to the existing Jefferson
Street storm system. This proposed inlet will capture nuisance flows, and the 100-
year flow will be conveyed via surface flows into the curb and gutter of Jefferson St.
Basins OS3 through OS5
Basins OS3 through OS5 consist of adjacent Rights of Way of Walnut Street, Chestnut
Street, and Mountain Avenue. Basin OS3 will drain via sheet flow and curb and gutter
into an improved inlet to be constructed in Walnut Street, which will tie to the existing
storm line in Chestnut Street.
Basin OS4a will drain via sheet flow and curb and gutter into improved inlets to be
constructed in Chestnut Street, which will tie to the existing storm line in Chestnut
Street. We are removing a portion of the crowned section of Chestnut Street, and in
doing so there will be an addition of 2094 square feet (0.048 Ac.) draining to the
southeast flowline of Chestnut Street. Basin OS4b incorporates this additional area
which will create an addition of 0.12 cfs in the 2-year event and 0.49 cfs in the 100-
year event to the southeast flowline of Chestnut. Street capacity will not be affected
by this increase, as the total 2-year flow in the southeast flowline of Chestnut Street is
1.3 cfs (including the 0.12 cfs addition), while street capacity is 4.9 cfs. The existing
inlet now experiences 4.88 cfs in a 100-year event (including the 0.49 cfs addition).
This inlet has capacity in a 100-year event for 7.0 cfs with 9-inches of ponding depth.
The 4.88 cfs will pass the existing inlet with 6.5-inches of depth. Please see
Appendix A.1 for the aforementioned street capacity and inlet calculations.
Basin OS5 will drain via sheet flow and curb and gutter into the existing curb and
gutter of Mountain Avenue.
A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of
this report. Runoff computations for these basins based on the Rational Method is
provided in Appendix A.1.
B. Specific Details
1. Low Impact Development (LID) measures will be incorporated into the site
design which will consist of rain gardens and tree wells at locations shown on
the Final plans. The rain gardens have been designed with drain systems that
outfall to the existing Walnut Street and Chestnut Street storm drain systems.
Details of this design are provided within the Final plan set.
An “area trade” has been discussed and agreed to, in which public right of
way area will be treated by the proposed rain gardens and tree wells. An
equivalent onsite area has been calculated based on 50% of the site
impervious area, and this amount of public right of way is to be treated with
the proposed rain gardens and tree wells.
2. Standard Operating Procedures (SOP) Manual shall be provided by the City of
Fort Collins and included in the site Development Agreement.
Walnut-Chestnut Subdivision Replat
Final Drainage Report 9
V. CONCLUSIONS
A. Compliance with Standards
1. The drainage design proposed with the proposed project complies with the City of Fort
Collins’ Stormwater Criteria Manual.
2. The drainage design proposed with this project complies with requirements for the Old
Town Basin.
3. The drainage plan and stormwater management measures proposed with the
proposed development are compliant with all applicable State and Federal regulations
governing stormwater discharge.
B. Drainage Concept
1. The drainage design proposed with this project will effectively limit any potential
damage associated with its stormwater runoff by compliance with requirements set
forth in current City master plans.
2. The drainage concept for the proposed development is consistent with requirements
for the Old Town Basin and the Downtown River District Final Design Report.
Walnut-Chestnut Subdivision Replat
Final Drainage Report 10
References
1. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No.
174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code.
2. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and
Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007.
3. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation
Service, United States Department of Agriculture.
4. Old Town Master Drainage Plan, Baseline Hydraulics, Volume II, Anderson Consulting,
July 15, 2003.
5. Downtown River District Final Design Report, Ayres, February 2012.
6. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control
District, Wright-McLaughlin Engineers, Denver, Colorado, Revised August 2013.
APPENDIX A.1
DEVELOPED CONDITIONS HYDROLOGIC COMPUATIONS
CHARACTER OF SURFACE:
Runoff
Coefficient
Percentage
Impervious Project: 947-002
Streets, Parking Lots, Roofs, Alleys, and Drives: Calculations By: ATC
Asphalt ……....……………...……….....…...……………….………………………………….. 0.95 100% Date:
Concrete …….......……………….….……….………………..….……………………………… 0.95 90%
Gravel ……….…………………….….…………………………..………………………………. 0.50 40%
Roofs …….…….………………..……………….…………………………………………….. 0.95 90%
Pavers…………………………...………………..…………………………………………….. 0.40 22%
Lawns and Landscaping
Sandy Soil ……..……………..……………….…………………………………………….. 0.15 0%
Clayey Soil ….….………….…….…………..………………………………………………. 0.25 0% 2-year Cf
= 1.00 100-year Cf = 1.25
Basin ID
Basin Area
(s.f.)
Basin Area
(ac)
Area of
Asphalt
(ac)
Area of
Concrete
(ac)
Area of
Roofs
(ac)
Area of
Gravel
(ac)
Area of
Lawn, Rain
Garden, or
Landscaping
(ac)
2-year
Composite
Runoff
Coefficient
10-year
Composite
Runoff
Coefficient
100-year
Composite
Runoff
Coefficient
Composite
% Imperv.
1a 1363 0.03 0.00 0.03 0.00 0.00 0.00 0.92 0.92 1.00 86.3%
1b 9759 0.22 0.00 0.17 0.00 0.00 0.05 0.78 0.78 1.00 68.3%
1c 34057 0.78 0.00 0.00 0.78 0.00 0.00 0.95 0.95 1.00 89.8%
2a 16534 0.38 0.26 0.01 0.00 0.00 0.12 0.74 0.74 1.00 69.4%
2b 25050 0.58 0.37 0.01 0.00 0.00 0.20 0.71 0.71 1.00 65.5%
OS1 18920 0.43 0.43 0.00 0.00 0.00 0.00 0.95 0.95 1.00 100.0%
OS2 10772 0.25 0.25 0.00 0.00 0.00 0.00 0.95 0.95 1.00 100.0%
OS3 16862 0.39 0.36 0.00 0.00 0.00 0.03 0.90 0.90 1.00 92.3%
OS4a 13504 0.31 0.29 0.02 0.00 0.00 0.00 0.95 0.95 1.00 99.4%
Overland Flow, Time of Concentration:
Project: 947-002
Calculations By:
Date:
Gutter/Swale Flow, Time of Concentration:
Tt = L / 60V
Tc = Ti + Tt (Equation RO-2)
Velocity (Gutter Flow), V = 20·S½
Velocity (Swale Flow), V = 15·S½
NOTE: C-value for overland flows over grassy surfaces; C = 0.25
Is Length
>500' ?
C*Cf
(2-yr
Cf=1.00)
C*Cf
(10-yr
Cf=1.00)
C*Cf
(100-yr
Cf=1.25)
Length,
L
(ft)
Slope,
S
(%)
Ti
2-yr
(min)
Ti
10-yr
(min)
Ti
100-yr
(min)
Length,
L
(ft)
Slope,
S
(%)
Velocity,
V
(ft/s)
Tt
(min)
Length,
L
(ft)
Slope,
S
(%)
Velocity,
V
(ft/s)
Tt
(min)
2-yr
Tc
Rational Method Equation: Project: 947-002
Calculations By:
Date:
From Section 3.2.1 of the CFCSDDC
Rainfall Intensity:
1a 1a 0.03 5 5 5 0.92 0.92 1.00 2.85 4.87 9.95 0.08 0.14 0.31
1b 1b 0.22 5 5 5 0.78 0.78 1.00 2.85 4.87 9.95 0.50 0.85 2.23
1c 1c 0.78 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 2.11 3.61 7.78
2a 2a 0.38 5 5 5 0.74 0.74 1.00 2.85 4.87 9.95 0.80 1.36 3.78
2b 2b 0.58 5 5 5 0.71 0.71 1.00 2.85 4.87 9.95 1.16 1.99 5.72
OS1 OS1 0.43 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 1.18 2.01 4.32
OS2 OS2 0.25 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 0.67 1.14 2.46
OS3 OS3 0.39 5 5 5 0.90 0.90 1.00 2.85 4.87 9.95 0.99 1.69 3.85
OS4a OS4a 0.31 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 0.84 1.43 3.08
OS4b OS4b 0.49 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 1.33 2.27 4.88
OS5 OS5 0.12 5 5 5 0.89 0.89 1.00 2.85 4.87 9.95 0.30 0.51 1.17
Area, A
(acres)
Intensity,
i2
(in/hr)
100-yr
Tc
(min)
DEVELOPED RUNOFF COMPUTATIONS
C100
Design
Point
Flow,
Q100
(cfs)
Flow,
Q2
(cfs)
10-yr
Tc
(min)
2-yr
Tc
(min)
C2
Flow,
Q10
(cfs)
Intensity,
i100
(in/hr)
Basin(s)
ATC
January 1, 2016
Intensity,
i10
(in/hr)
Rainfall Intensity taken from the City of Fort Collins Storm Drainage Design Criteria (CFCSDDC), Figure 3.1
C10
Q C f C i A
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb T
BACK =
10.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) S
BACK =
0.020 ft/ft
Manning's Roughness Behind Curb n
BACK =
0.016
Height of Curb at Gutter Flow Line H
CURB =
3.90 inches
Distance from Curb Face to Street Crown T
CROWN =
17.0 ft
Gutter Width W = 1.44 ft
Street Transverse Slope S
X =
0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) S
W =
0.060 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition S
O =
0.008 ft/ft
Manning's Roughness for Street Section n
STREET =
0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm T
MAX =
17.0 17.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm d
MAX =
3.9 12.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow
= 4.9 128.2 cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
947-002
Design Point OS4-Chestnut SE Flowline Capacity
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
dpOS4-StrtCap-UDFCD.xlsm, Q-Allow 12/21/2015, 12:31 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') a
local = 2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Flow Depth = 6.0 9.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate L
o (G) = 3.00 3.00 feet
Width of a Unit Grate W
o = 1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) A
ratio = 0.31 0.31
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) C
f (G) = 0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60) C
w (G) = 3.60 3.60
Grate Orifice Coefficient (typical value 0.60 - 0.80) C
o (G) = 0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening L
o (C) = 3.00 3.00 feet
Height of Vertical Curb Opening in Inches H
vert = 6.50 6.50 inches
Height of Curb Orifice Throat in Inches H
throat = 5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees
Warning 1 Side Width for Depression Pan (typically the gutter width of 2 feet) W
p = 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) C
f (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.6) C
w (C) = 3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) C
o (C) = 0.66 0.66
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Q
a = 4.3 7.0 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q
PEAK REQUIRED = 1.5 4.9 cfs
Warning 1: Dimension entered is not a typical dimension for inlet type specified.
INLET IN A SUMP OR SAG LOCATION
947-002
Exist. Inlet - Chestnut St.-SE corner of Chestnut/Jefferson
Denver No. 16 Combination
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
UD Inlet 3.1-comboinlet-OS4.xlsm, Inlet In Sump 12/21/2015, 12:41 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') a
local = 2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Flow Depth = 6.0 6.5 inches
Grate Information MINOR MAJOR
Length of a Unit Grate L
o (G) = 3.00 3.00 feet
Width of a Unit Grate W
o = 1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) A
ratio = 0.31 0.31
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) C
f (G) = 0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60) C
w (G) = 3.60 3.60
Grate Orifice Coefficient (typical value 0.60 - 0.80) C
o (G) = 0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening L
o (C) = 3.00 3.00 feet
Height of Vertical Curb Opening in Inches H
vert = 6.50 6.50 inches
Height of Curb Orifice Throat in Inches H
throat = 5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees
Warning 1 Side Width for Depression Pan (typically the gutter width of 2 feet) W
p = 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) C
f (C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.6) C
w (C) = 3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) C
o (C) = 0.66 0.66
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Q
a = 4.3 4.9 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q
PEAK REQUIRED = 1.5 4.9 cfs
Warning 1: Dimension entered is not a typical dimension for inlet type specified.
INLET IN A SUMP OR SAG LOCATION
947-002
Exist. Inlet - Chestnut St.-SE corner of Chestnut/Jefferson
Denver No. 16 Combination
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
UD Inlet 3.1-comboinlet-OS4.xlsm, Inlet In Sump 12/21/2015, 12:42 PM
APPENDIX A.2
LID SUPPLEMENTAL INFORMATION
New Impervious Area 1.530 Ac.
Traditional Pavement Area 0.751 Ac.
Other Impervious Surfaces (Roofs, Concrete Walks, etc.) 0.779 Ac.
Required Minimum Impervious Area to be Treated 0.765 Ac.
Treatment Areas
Run‐on Areas for Rain Gardens Req'd Vol. (cu.ft.) *Vol. Provided (cu.ft.)
Rain Garden‐Chestnut/Hotel South 7562 Sq. Ft. 252.1 252.1
Rain Garden‐Chestnut/Hotel North 4818 Sq. Ft. 160.6 160.6
Rain Garden‐Chestnut North #1 1791 Sq. Ft. 59.7 59.7
Rain Garden‐Chestnut North #2 2246 Sq. Ft. 74.9 74.9
Rain Garden‐Chestnut North #3 2751 Sq. Ft. 91.7 91.7
Rain Garden‐Chestnut North #4 3838 Sq. Ft. 127.9 127.9
Rain Garden‐Walnut South 4761 Sq. Ft. 158.7 158.7
Rain Garden‐Walnut North 3563 Sq. Ft. 118.8 118.8
Total Run‐on area for Rain Gardens 31330 Sq. Ft.
Run‐on Areas for Tree Wells
7 Tree wells along Jefferson St. 3360
Total Run‐on area for Tree Wells 3360 Sq. Ft.
Impervious Area Treated by Pavers and Rain Gardens 34690 Sq. Ft.
Total Impervious Area Treated 34690 Sq. Ft.
0.796 Ac.
Percent of Impervious Area Treated 52%
*Raingarden volume provided determined in design software "AutoCAD Civil 3D"
50% On‐Site Treatment by LID Requirement
W
2.9%
2.0%
2.0%
1.1%
2.0%
77.77
FL
77.49
FL
77.66
TBC
77.16
FL
76.04
77.40
TC
76.57
FL
3.6%
TBC:78.27
GRD:77.76
TBC:78.36
GRD:77.86
77.86
HP/FL
1.3%
2.8%
77.40
FL
TBC:77.90
GRD:77.40
76.01
76.10
4:1
4:1
4:1
4:1
5:1
12:1
6:1
4:1
76.94
FL
TBC:77.45
GRD:76.95
77.27
TC
2.0%
76.67
FL
76.43
GRD
76.77
GRD
77.18
TC
76.55
GRD
77.30
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 100.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 4,818 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 161 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 0.0 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 107 sq ft
D) Actual Flat Surface Area AActual = 525 sq ft
E) Area at Design Depth (Top Surface Area) ATop = sq ft
F) Rain Garden Total Volume VT= cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y = ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 = N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO = N/A in
947-002
Raingarden-Chestnut/Hotel South
Design Procedure Form: Rain Garden (RG)
ATC
Northern Engineering
January 18, 2016
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
UD-BMP_v3.02_Rngdn-ChestnutH-S.xls, RG 1/18/2016, 2:58 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
ATC
Northern Engineering
January 18, 2016
947-002
Raingarden-Chestnut/Hotel South
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
UD-BMP_v3.02_Rngdn-ChestnutH-S.xls, RG 1/18/2016, 2:58 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 100.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 7,562 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 252 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 0.0 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 168 sq ft
D) Actual Flat Surface Area AActual = 546 sq ft
E) Area at Design Depth (Top Surface Area) ATop = sq ft
F) Rain Garden Total Volume VT= cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y = ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 = N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO = N/A in
947-002
Raingarden-Chestnut/Hotel North
Design Procedure Form: Rain Garden (RG)
ATC
Northern Engineering
January 18, 2016
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
UD-BMP_v3.02_Rngdn-ChestnutH-N.xls, RG 1/18/2016, 2:46 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
ATC
Northern Engineering
January 18, 2016
947-002
Raingarden-Chestnut/Hotel North
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
UD-BMP_v3.02_Rngdn-ChestnutH-N.xls, RG 1/18/2016, 2:46 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 100.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 1,791 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 60 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 0.0 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 40 sq ft
D) Actual Flat Surface Area AActual = 164 sq ft
E) Area at Design Depth (Top Surface Area) ATop = sq ft
F) Rain Garden Total Volume VT= cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y = ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 = N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO = N/A in
Design Procedure Form: Rain Garden (RG)
ATC
Northern Engineering
January 18, 2016
947-002
Raingarden-Chestnut North #1
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
UD-BMP_v3.02_Rngdn-ChestnutN1.xls, RG 1/18/2016, 2:57 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
January 18, 2016
947-002
Raingarden-Chestnut North #1
Design Procedure Form: Rain Garden (RG)
ATC
Northern Engineering
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
UD-BMP_v3.02_Rngdn-ChestnutN1.xls, RG 1/18/2016, 2:57 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 100.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 2,246 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 75 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 0.0 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 50 sq ft
D) Actual Flat Surface Area AActual = 145 sq ft
E) Area at Design Depth (Top Surface Area) ATop = sq ft
F) Rain Garden Total Volume VT= cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y = ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 = N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO = N/A in
947-002
Raingarden-Chestnut North #2
Design Procedure Form: Rain Garden (RG)
ATC
Northern Engineering
January 18, 2016
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
UD-BMP_v3.02_Rngdn-ChestnutN2.xls, RG 1/18/2016, 2:59 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
ATC
Northern Engineering
January 18, 2016
947-002
Raingarden-Chestnut North #2
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
UD-BMP_v3.02_Rngdn-ChestnutN2.xls, RG 1/18/2016, 2:59 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 100.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 2,751 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 92 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 0.0 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 61 sq ft
D) Actual Flat Surface Area AActual = 190 sq ft
E) Area at Design Depth (Top Surface Area) ATop = sq ft
F) Rain Garden Total Volume VT= cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y = ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 = N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO = N/A in
Design Procedure Form: Rain Garden (RG)
ATC
Northern Engineering
January 18, 2016
947-002
Raingarden-Chestnut North #3
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
UD-BMP_v3.02_Rngdn-ChestnutN3.xls, RG 1/18/2016, 3:03 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
ATC
Northern Engineering
January 18, 2016
947-002
Raingarden-Chestnut North #3
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
UD-BMP_v3.02_Rngdn-ChestnutN3.xls, RG 1/18/2016, 3:03 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 100.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 3,838 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 128 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 0.0 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 85 sq ft
D) Actual Flat Surface Area AActual = 183 sq ft
E) Area at Design Depth (Top Surface Area) ATop = sq ft
F) Rain Garden Total Volume VT= cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y = ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 = N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO = N/A in
Design Procedure Form: Rain Garden (RG)
ATC
Northern Engineering
January 18, 2016
947-002
Raingarden-Chestnut North #4
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
UD-BMP_v3.02_Rngdn-ChestnutN4.xls, RG 1/18/2016, 3:04 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
ATC
Northern Engineering
January 18, 2016
947-002
Raingarden-Chestnut North #4
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
UD-BMP_v3.02_Rngdn-ChestnutN4.xls, RG 1/18/2016, 3:04 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 100.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 4,761 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 159 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 0.0 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 106 sq ft
D) Actual Flat Surface Area AActual = 430 sq ft
E) Area at Design Depth (Top Surface Area) ATop = sq ft
F) Rain Garden Total Volume VT= cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y = ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 = N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO = N/A in
Design Procedure Form: Rain Garden (RG)
ATC
Northern Engineering
January 18, 2016
947-002
Raingarden-Walnut South
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
UD-BMP_v3.02_Rngdn-Walnut South.xls, RG 1/18/2016, 3:06 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
January 18, 2016
947-002
Raingarden-Walnut South
Design Procedure Form: Rain Garden (RG)
ATC
Northern Engineering
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
UD-BMP_v3.02_Rngdn-Walnut South.xls, RG 1/18/2016, 3:06 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 100.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 3,563 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 119 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 0.0 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 79 sq ft
D) Actual Flat Surface Area AActual = 302 sq ft
E) Area at Design Depth (Top Surface Area) ATop = sq ft
F) Rain Garden Total Volume VT= cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y = ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 = N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO = N/A in
Design Procedure Form: Rain Garden (RG)
ATC
Northern Engineering
January 18, 2016
947-002
Raingarden-Walnut North
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
UD-BMP_v3.02_Rngdn-Walnut North.xls, RG 1/18/2016, 3:08 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
January 18, 2016
947-002
Raingarden-Walnut North
Design Procedure Form: Rain Garden (RG)
ATC
Northern Engineering
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
UD-BMP_v3.02_Rngdn-Walnut North.xls, RG 1/18/2016, 3:08 PM
APPENDIX B.1
INLET DESIGN CALCULATIONS
Area Inlet Performance Curve:
Design Point 1a
Trench Drain
Governing Equations:
At low flow depths, 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)
The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown.
However, what is known, is that the stage-discharge curves of the weir equation and the orifice equation
will cross at a certain flow depth. The two curves can be found below:
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters:
Type of Grate: Trench Drain Grate
Length of Grate (ft): 20
Width of Grate (ft): 0.8
Open Area of Grate (ft
2
): 11.20
Flowline Elevation (ft): 100.000
Allowable Capacity: 50%
Depth vs. Flow:
Depth Above Inlet (ft)
Elevation
(ft)
Shallow
Weir Flow
(cfs)
Orifice
Flow
(cfs)
Actual
Flow
(cfs)
0.00 100.00 0.00 0.00 0.00
0.03 100.03 0.32 5.21 0.32
0.10 100.10 1.97 9.52 1.97
0.15 100.15 3.63 11.66 3.63
0.25 100.25 7.80 15.05 7.80
0.30 100.30 10.25 16.48 10.25
0.35 100.35 12.92 17.80 12.92
0.40 100.40 15.79 19.03 15.79
Q100=0.3 cfs
Q 3 . 0 P H 1 . 5
Q 0 . 67 A ( 2 gH ) 0 . 5
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
16.00
18.00
20.00
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45
Discharge (cfs)
Area Inlet Performance Curve:
Design Point 1b
Trench Drain
Governing Equations:
At low flow depths, 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)
The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown.
However, what is known, is that the stage-discharge curves of the weir equation and the orifice equation
will cross at a certain flow depth. The two curves can be found below:
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters:
Type of Grate: Trench Drain Grate
Length of Grate (ft): 20
Width of Grate (ft): 0.8
Open Area of Grate (ft
2
): 11.20
Flowline Elevation (ft): 100.000
Allowable Capacity: 50%
Depth vs. Flow:
Depth Above Inlet (ft)
Elevation
(ft)
Shallow
Weir Flow
(cfs)
Orifice
Flow
(cfs)
Actual
Flow
(cfs)
0.00 100.00 0.00 0.00 0.00
0.05 100.05 0.70 6.73 0.70
0.10 100.10 1.97 9.52 1.97
0.11 100.11 2.28 9.98 2.28
0.15 100.15 3.63 11.66 3.63
0.25 100.25 7.80 15.05 7.80
0.30 100.30 10.25 16.48 10.25
0.35 100.35 12.92 17.80 12.92
0.40 100.40 15.79 19.03 15.79
Q100=2.2 cfs
Q 3 . 0 P H 1 . 5
Q 0 . 67 A ( 2 gH ) 0 . 5
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
16.00
18.00
20.00
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45
APPENDIX B.2
STORM LINE DESIGN CALCULATIONS
Hydraflow Plan View
Project File: StormLine-Basin1a.stm No. Lines: 1 01-19-2016
Hydraflow Storm Sewers 2005
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 10 0.31 4971.71 4971.92 0.21 0.11 2.85 0.13 4972.05 0.543 66.8 4972.38 4972.63 0.25** 0.14 2.28 0.08 4972.71 0.543 0.543 n/a 1.00 n/a
Project File: StormLine-Basin1a.stm Number of lines: 1 Run Date: 01-19-2016
Notes: ; ** Critical depth.
Hydraflow Storm Sewers 2005
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Hydraflow Plan View
Project File: StormLine-Basin1b.stm No. Lines: 1 01-19-2016
Hydraflow Storm Sewers 2005
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 10 0.85 4970.05 4970.31 0.26 0.15 5.85 0.53 4970.84 0.636 26.8 4970.99 4971.40 0.41** 0.27 3.18 0.16 4971.56 0.637 0.636 n/a 1.00 0.16
Project File: StormLine-Basin1b.stm Number of lines: 1 Run Date: 01-19-2016
Notes: ; ** Critical depth.
Hydraflow Storm Sewers 2005
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Hydraflow Plan View
Project File: StormLine-BasinOS2.stm No. Lines: 1 01-19-2016
Hydraflow Storm Sewers 2005
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 15 0.34 4970.29 4970.48 0.19 0.12 2.80 0.12 4970.61 0.478 46.2 4970.75 4970.98 0.23** 0.16 2.15 0.07 4971.06 0.478 0.478 n/a 1.00 0.07
Project File: StormLine-BasinOS2.stm Number of lines: 1 Run Date: 01-19-2016
Notes: ; ** Critical depth.
Hydraflow Storm Sewers 2005
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
APPENDIX C.1
STORMWATER ALTERNATIVE COMPLIANCE/VARIANCE APPLICATION (FLOODPLAIN FREEBOARD)
APPENDIX D.1
WATER WAWAEROSION CONTROL REPORT
Walnut-Chestnut Subdivision Replat
Final Erosion Control Report
EROSION CONTROL REPORT
A comprehensive Erosion and Sediment Control Plan (along with associated details) HAS BEEN
PROVIDED BY SEPARATE DOCUMENT. It should be noted, however, that 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 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 the Utility Plans. The Final Plans contain a
full-size Erosion Control sheet 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 the Development Agreement for the development. Also,
the Site Contractor for this project will 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, prior to any earth disturbance activities. Prior to securing
said permit, the Site Contractor shall develop a comprehensive StormWater 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.
APPENDIX E.1
WATER WAWABASE FLOOD ELEVATION ANALYSIS
1
July 15, 2015
City of Fort Collins
Stormwater Utility
Attn: Mr. Shane Boyle, PE
700 Wood Street
Fort Collins, Colorado 80521
RE: 100-Year Flood Elevation Determination for
Fort Collins Hotel
Mr. Boyle:
Northern Engineering is pleased to submit this 100-Year Flood Elevation Determination for the
proposed Fort Collins Hotel for your review. The project is located just north of the intersection
of Walnut and Chestnut and Walnut Street.
VICINITY MAP North
Mitchell
Block
Project Site
Walnut St.
Chestnut St.
Mountain Ave.
Flow Split
Jefferson St.
Firehouse
Alley
2
The City of Fort Collins has identified Walnut Street and Chestnut Street as potential flooding
areas, and has requested we perform floodplain modeling to further define flood potential
within these adjacent roadways by determining 100-year flood elevations.
The project site is located just north of a previous project site, the “Mitchell Block”, for which
we conducted similar hydraulic modeling. This modeling was summarized in our previous
report entitled “Final Drainage Report for Mitchell Block”, dated February 25, 2009. However,
for the purposes of the Mitchell Block project, the previous modeling separated out flows in the
adjacent south half-street of Walnut Street, and determined a 100-year peak flow rate of 36.3
cfs.
In 2009, we obtained effective HEC-RAS files from the City of Fort Collins in order to set up base
hydraulic modeling. We added several cross-sections to the effective HEC-RAS model in the
streets adjacent to the Mitchell Block project (Mountain Avenue and Walnut Street). Please
see the effective model workmap in Appendix 2.1.
For current modeling efforts, the base modeling obtained from the City of Fort Collins in 2009
for the Mitchell Block was utilized as our starting point for modeling Walnut Street and
Chestnut Street. However, in order to model the flow split at Walnut and Chestnut, we needed
to create a separate truncated model because HEC-RAS does not allow a flow split junction to
have multiple reaches entering and exiting the junction. The truncated model we created is
named “Walnut_NE” and is provided in Attachment 3.2. Additionally, in order to model
Jefferson Street and Firehouse Alley, we created two separate models. The Jefferson Street
model “Jeff_NE” is provided in Appendix 3.3; the Firehouse Alley model “Alley_NE”, is provided in
Appendix 3.4.
The Walnut Street model focuses on the flow split that occurs at the Walnut Street, Chestnut
Street, and Mountain Avenue confluence. We used the effective model peak 100-year flow in
Walnut of 60.0 cfs, and we also utilized the effective model water surface elevation in
Mountain Avenue near section 11+00 of 4976.18 as a starting water surface elevation in
Mountain Ave. This water surface elevation is conservative, as it is based on 100% of the flow
from Walnut St. entering Mountain Ave., resulting in slightly higher water surface elevations
within our area of interest. The starting water surface elevation was converted from NGVD-29
to NAVD-88 utilizing a conversion factor of 3.18-ft, based on City of Fort Collins Bechmark No.
5-00.
Several cross-sections were added within Walnut Street, Chestnut Street, and Mountain
Avenue in order to define the flow split that occurs at the intersection. We utilized the same
parameters found in the effective HEC-RAS model, with n-values in both channel and overbank
of 0.016. A hydraulic modeling workmap for the current hydraulic modeling is provided in
Appendix 3.1. Table 1, below provides a summary of our modeling results.
3
TABLE 1 – HEC-RAS MODELING RESULTS
Street Section ID 100-Yr
Discharge
(CFS)
100-Yr WSEL
(Ft-NAVD88)
Walnut St. 10 60 4977.13
Walnut St. 20 60 4978.81
Chestnut St. 5 22.08 4973.71
Chestnut St. 10 22.08 4974.08
Chestnut St. 20 22.08 4975.3
Chestnut St. 30 19.58 4976.69
Mountain Ave. 10 40.42 4976.18
Mountain Ave. 20 40.42 4976.71
Jefferson St. 10 24.1 4972.84
Jefferson St. 20 24.1 4973.71
Jefferson St. 30 24.1 4974.74
Jefferson St. 40 24.1 4975.91
Firehouse
Alley 10 9.5 4975.26
Firehouse
Alley 20 9.5 4975.68
Firehouse
Alley 30 9.5 4978.19
In order to determine peak 100-year flow rates in Jefferson Street and Firehouse Alley, as well
as to determine the local basin flow contribution to Chestnut Street, we obtained the current
effective SWMM model associated with the Downtown River District Final Design Report, by Ayres
2012 (Appendix 1.1). We modified this model by breaking Basin 106 into three sub-basins, “Basin
106a”, “Basin 106b”, and “Basin 106c”, and we named this model “DTRD-NEmod-100yr”. A modified
basin map, along with all SWMM output is provided in Appendix 1.2.
Hydraulic modeling for Jefferson Street and Firehouse Alley has been done in two separate models.
Model “Jeff_NE” is provided in Appendix 3.2; Model “Alley_NE” is provided in Appendix 3.3. We
utilized the same parameters found in the effective HEC-RAS model for Walnut Street, with n-
values in both channel and overbank of 0.016. A hydraulic modeling workmap for the current
model “Oak_NEmod”, is provided in Appendix 2.1. Table 1, below provides a summary of our
modeling results.
4
Please find attached the following model output and exhibits:
Attachment 1.1 – Current Effective SWMM Output
Attachment 1.2 – Modified SWMM Exhibit and Output
Attachment 2.1 – Effective HEC-RAS Modeling Workmap - Walnut Street
Attachment 3.1 – Proposed Condition HEC-RAS Modeling Workmap
Attachment 3.2 – Proposed Condition HEC-RAS Modeling Output – Walnut and Chestnut Street
Attachment 3.3 – Proposed Condition HEC-RAS Modeling Output – Jefferson Street
Attachment 3.4 – Proposed Condition HEC-RAS Modeling Output – Firehouse Alley
If you should have any questions as you review this, please feel free to contact us at your
earliest convenience.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
Aaron Cvar, PE
Project Engineer
ATTACHMENT 1.1
Current Effective SWMM Output
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022)
--------------------------------------------------------------
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ YES
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... DYNWAVE
Starting Date ............ MAR-17-2006 00:00:00
Ending Date .............. MAR-17-2006 23:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:01:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 1.00 sec
WARNING 02: maximum depth increased for Node CustomInlet-River
WARNING 02: maximum depth increased for Node EXMH_B1
*************
Element Count
*************
Number of rain gages ...... 1
Number of subcatchments ... 43
Number of nodes ........... 76
Number of links ........... 69
Number of pollutants ...... 0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data Recording
Name Data Source Type Interval
-------------------------------------------------------------
1 100-year INTENSITY 5 min.
********************
Subcatchment Summary
********************
SWMM 5 Page 1
Name Area Width %Imperv %Slope Rain Gage Outlet
-------------------------------------------------------------------------------------------------------
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 EXINLET-B4B
106 3.70 537.00 95.00 0.8600 1 EXINLET-B3C
107 0.80 524.00 95.00 0.7100 1 EXINLET-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 EXINLET-B3A
118 1.80 258.00 95.00 0.9000 1 INLET-B7A
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 CustomInlet-River
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 EXINLET-B10B
201 0.20 271.00 95.00 0.9600 1 EXINLET-B9B
202 0.40 420.00 95.00 1.4200 1 INLET-B9A
203 0.30 447.00 95.00 0.3900 1 EXINLET-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 EXINLET-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 Summary
************
Invert Max. Ponded External
Name Type Elev. Depth Area Inflow
------------------------------------------------------------------------------
CustomInlet-River JUNCTION 4956.94 5.91 0.0
EXINLET-B10B JUNCTION 4972.71 3.71 0.0
EXINLET-B3A JUNCTION 4960.63 9.45 0.0
EXINLET-B3C JUNCTION 4963.76 6.34 0.0
EXINLET-B4B JUNCTION 4971.23 2.42 0.0
EXINLET-B4C JUNCTION 4972.04 2.29 0.0
EXINLET-B5B JUNCTION 4971.25 2.42 0.0
SWMM 5 Page 2
EXINLET-B8A JUNCTION 4971.38 3.08 0.0
EXINLET-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
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
************
Link Summary
************
Name From Node To Node Type Length %Slope Roughness
------------------------------------------------------------------------------------------
A1 MH_A1 A1_POUDRE CONDUIT 73.0 0.1781 0.0130
A2 MH_A2 MH_A1 CONDUIT 27.0 0.0741 0.0130
A3 MH_A3 MH_A2 CONDUIT 173.0 1.8905 0.0130
A4 MH_A4-MH_D1 MH_A3 CONDUIT 325.0 1.9050 0.0130
A5 MH_A5 MH_A4-MH_D1 CONDUIT 65.5 1.4342 0.0130
B1 MH_C4/B1 FESB1-POUDRE CONDUIT 139.0 1.4966 0.0130
B2 MH_B2 MH_C4/B1 CONDUIT 100.0 1.5102 0.0130
B3 MH_B3 MH_B2 CONDUIT 353.0 0.3683 0.0130
B4 MH_B4 MH_B3 CONDUIT 74.0 0.3514 0.0130
B5 MH_B5 MH_B4 CONDUIT 470.0 0.3489 0.0130
B6 MH_B6 MH_B5 CONDUIT 485.0 0.5815 0.0130
B7 MH_B7 MH_B6 CONDUIT 68.0 0.3529 0.0130
B8 MH_B8 MH_B7 CONDUIT 74.5 0.2470 0.0130
B9 MH_B9 MH_B8 CONDUIT 367.0 0.3695 0.0130
B10 MH_B10 MH_B9 CONDUIT 63.0 0.7778 0.0130
B11 MH_B11 MH_B10 CONDUIT 165.0 0.7879 0.0130
B12 MH_B12 MH_B11 CONDUIT 134.0 0.7911 0.0130
B13 MH_B13 MH_B12 CONDUIT 33.0 1.6063 0.0130
C1 MH_C1 FESC1-UDALL_PONDCONDUIT 34.0 0.5882 0.0130
C2 MH_C2 MH_C1 CONDUIT 138.0 0.6160 0.0130
C3 MH_C3 MH_C2 CONDUIT 494.0 0.6154 0.0100
C4 MH_C4/B1 MH_C3 CONDUIT 144.0 0.6111 0.0130
C5 MH_C5 MH_C4/B1 CONDUIT 45.0 0.3111 0.0130
C6 MH_C6 MH_C5 CONDUIT 194.0 0.2990 0.0130
C7 MH_C7 MH_C6 CONDUIT 274.0 0.2810 0.0130
D2 MH_D2 MH_A4-MH_D1 CONDUIT 74.0 0.5270 0.0130
D3 MH_D3 MH_D2 CONDUIT 173.0 0.3873 0.0130
D4 MH_D4 MH_D3 CONDUIT 322.0 0.3913 0.0130
EXLAT-B3C EXINLET-B3C MH_B3A CONDUIT 36.0 2.1116 0.0130
EXLAT-B4B EXINLET-B4B MH_B4B CONDUIT 34.4 2.2415 0.0130
EXLAT-B4C EXINLET-B4C MH_B4B CONDUIT 29.0 5.4564 0.0130
LAT-A1A INLET-A1A MH_A2 CONDUIT 41.0 1.2684 0.0130
LAT-A2A INLET-A2A MH_A3 CONDUIT 25.0 2.6009 0.0130
LAT-A3A INLET-A3A MH_A5 CONDUIT 21.0 2.8106 0.0130
LAT-A3B INLET-A3B MH_A5 CONDUIT 46.0 0.9348 0.0130
LAT-A4A INLET-A4A MH_B6 CONDUIT 104.0 0.2596 0.0130
LAT-B1A INLET-B1A MH_B2 CONDUIT 32.0 0.6563 0.0130
LAT-B1B INLET-B1B MH_B2 CONDUIT 11.0 3.0924 0.0130
LAT-B2A INLET-B2A MH_B3 CONDUIT 45.0 0.8000 0.0130
LAT-B2B INLET-B2B MH_B3 CONDUIT 14.0 1.5002 0.0130
LAT-B3A EXINLET-B3A MH_B5 CONDUIT 45.0 0.2444 0.0130
LAT-B3B INLET-B3B MH_B3A CONDUIT 36.0 0.2778 0.0130
LAT-B3C MH_B3A MH_B5 CONDUIT 57.0 0.5965 0.0130
LAT-B4A INLET-B4A MH_B4A CONDUIT 19.0 0.1579 0.0130
SWMM 5 Page 4
LAT-B4B MH_B4A MH_B6 CONDUIT 92.0 0.3043 0.0130
LAT-B4C MH_B4B MH_B6 CONDUIT 52.0 2.0004 0.0130
LAT-B5A INLET-B5A MH_B7 CONDUIT 39.0 1.4617 0.0130
LAT-B5B EXINLET-B5B MH_B7 CONDUIT 20.0 1.6002 0.0130
LAT-B6A EXSTUB-B6 MH_B8 CONDUIT 21.0 1.5049 0.0130
LAT-B7A INLET-B7A MH_B7A CONDUIT 25.0 2.4007 0.0130
LAT-B7C MH_B7A MH_B9 CONDUIT 71.0 1.0001 0.0130
LAT-B8A EXINLET-B8A MH_B7A CONDUIT 38.5 4.1334 0.0130
LAT-B9A INLET-B9A MH_B10 CONDUIT 32.0 2.4695 0.0130
LAT-B9B EXINLET-B9B MH_B10 CONDUIT 36.0 2.0004 0.0130
LAT-B10A INLET-B10A MH_B11 CONDUIT 30.0 1.9003 0.0130
LAT-B10B EXINLET-B10B MH_B11 CONDUIT 44.0 2.0004 0.0130
LAT-B11A EXMH_B1 MH_B4 CONDUIT 61.0 0.4590 0.0130
LAT-C1A INLET-C1A MH_C5 CONDUIT 36.0 0.3889 0.0130
LAT-C1B INLET-C1B MH_C5 CONDUIT 33.0 2.0004 0.0130
LAT-C2A INLET-C2A MH_C7 CONDUIT 55.0 1.7821 0.0130
LAT-C2B INLET-C2B MH_C7 CONDUIT 12.0 2.0004 0.0130
LAT-C3A EXMH_C1 MH_C7 CONDUIT 18.0 0.1111 0.0130
LAT-D2A INLET-D2A MH_D3 CONDUIT 51.0 0.4510 0.0130
LAT-D2B INLET-D2B MH_D3 CONDUIT 14.0 1.9289 0.0130
LAT-D3A INLET-D3A MH_D4 CONDUIT 40.0 0.5000 0.0130
LAT-D3B INLET-D3B MH_D4 CONDUIT 24.0 2.0004 0.0130
MNT_STRT MNT_STRT EXMH_B1 CONDUIT 720.0 0.4458 0.0160
12DIP CustomInlet-RiverMH_A2 CONDUIT 80.6 6.1031 0.0130
LAT-D1 INLET-D1 MH_D2 CONDUIT 13.0 2.9243 0.0130
*********************
Cross Section Summary
*********************
Full Full Hyd. Max. No. of Full
Conduit Shape Depth Area Rad. Width Barrels Flow
---------------------------------------------------------------------------------------
A1 CIRCULAR 3.00 7.07 0.75 3.00 1 28.15
A2 CIRCULAR 3.00 7.07 0.75 3.00 1 18.15
A3 CIRCULAR 3.00 7.07 0.75 3.00 1 91.71
A4 CIRCULAR 3.00 7.07 0.75 3.00 1 92.06
A5 CIRCULAR 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 CIRCULAR 4.00 12.57 1.00 4.00 1 109.53
B7 CIRCULAR 4.00 12.57 1.00 4.00 1 85.34
B8 CIRCULAR 4.00 12.57 1.00 4.00 1 71.39
B9 CIRCULAR 4.00 12.57 1.00 4.00 1 87.31
B10 CIRCULAR 3.50 9.62 0.88 3.50 1 88.73
B11 CIRCULAR 3.50 9.62 0.88 3.50 1 89.31
B12 CIRCULAR 3.00 7.07 0.75 3.00 1 59.32
B13 CIRCULAR 3.00 7.07 0.75 3.00 1 84.53
C1 CIRCULAR 2.00 3.14 0.50 2.00 1 17.35
C2 CIRCULAR 2.00 3.14 0.50 2.00 1 17.75
C3 CIRCULAR 2.00 3.14 0.50 2.00 1 23.07
C4 CIRCULAR 2.00 3.14 0.50 2.00 1 17.68
C5 CIRCULAR 4.00 12.57 1.00 4.00 1 80.12
C6 CIRCULAR 4.00 12.57 1.00 4.00 1 78.54
C7 CIRCULAR 3.50 9.62 0.88 3.50 1 53.33
D2 CIRCULAR 3.00 7.07 0.75 3.00 1 48.42
D3 CIRCULAR 3.00 7.07 0.75 3.00 1 41.51
SWMM 5 Page 5
D4 CIRCULAR 2.50 4.91 0.63 2.50 1 25.66
EXLAT-B3C CIRCULAR 2.50 4.91 0.63 2.50 1 59.60
EXLAT-B4B CIRCULAR 1.25 1.23 0.31 1.25 1 9.67
EXLAT-B4C CIRCULAR 1.25 1.23 0.31 1.25 1 15.09
LAT-A1A CIRCULAR 1.50 1.77 0.38 1.50 1 11.83
LAT-A2A CIRCULAR 1.50 1.77 0.38 1.50 1 16.94
LAT-A3A CIRCULAR 1.50 1.77 0.38 1.50 1 17.61
LAT-A3B CIRCULAR 1.50 1.77 0.38 1.50 1 10.16
LAT-A4A CIRCULAR 1.00 0.79 0.25 1.00 1 1.82
LAT-B1A CIRCULAR 1.50 1.77 0.38 1.50 1 8.51
LAT-B1B CIRCULAR 1.50 1.77 0.38 1.50 1 18.47
LAT-B2A CIRCULAR 1.50 1.77 0.38 1.50 1 9.40
LAT-B2B CIRCULAR 2.00 3.14 0.50 2.00 1 27.71
LAT-B3A CIRCULAR 2.00 3.14 0.50 2.00 1 11.18
LAT-B3B CIRCULAR 2.50 4.91 0.63 2.50 1 21.62
LAT-B3C CIRCULAR 3.00 7.07 0.75 3.00 1 51.51
LAT-B4A CIRCULAR 2.00 3.14 0.50 2.00 1 8.99
LAT-B4B CIRCULAR 2.00 3.14 0.50 2.00 1 12.48
LAT-B4C CIRCULAR 2.50 4.91 0.63 2.50 1 58.01
LAT-B5A CIRCULAR 1.50 1.77 0.38 1.50 1 12.70
LAT-B5B CIRCULAR 1.50 1.77 0.38 1.50 1 13.29
LAT-B6A CIRCULAR 1.33 1.39 0.33 1.33 1 9.35
LAT-B7A CIRCULAR 2.00 3.14 0.50 2.00 1 35.05
LAT-B7C CIRCULAR 3.50 9.62 0.88 3.50 1 100.61
LAT-B8A CIRCULAR 1.50 1.77 0.38 1.50 1 21.36
LAT-B9A CIRCULAR 1.50 1.77 0.38 1.50 1 16.51
LAT-B9B CIRCULAR 1.50 1.77 0.38 1.50 1 14.86
LAT-B10A CIRCULAR 2.00 3.14 0.50 2.00 1 31.19
LAT-B10B CIRCULAR 1.50 1.77 0.38 1.50 1 14.86
LAT-B11A CIRCULAR 4.00 12.57 1.00 4.00 1 97.32
LAT-C1A CIRCULAR 1.50 1.77 0.38 1.50 1 6.55
LAT-C1B CIRCULAR 1.50 1.77 0.38 1.50 1 14.86
LAT-C2A CIRCULAR 1.50 1.77 0.38 1.50 1 14.02
LAT-C2B CIRCULAR 2.00 3.14 0.50 2.00 1 32.00
LAT-C3A CIRCULAR 2.00 3.14 0.50 2.00 1 7.54
LAT-D2A CIRCULAR 1.50 1.77 0.38 1.50 1 7.05
LAT-D2B CIRCULAR 1.50 1.77 0.38 1.50 1 14.59
LAT-D3A CIRCULAR 1.50 1.77 0.38 1.50 1 7.43
LAT-D3B CIRCULAR 1.50 1.77 0.38 1.50 1 14.86
MNT_STRT TRAPEZOIDAL 0.50 62.50 0.42 150.00 1 216.21
12DIP CIRCULAR 1.00 0.79 0.25 1.00 1 8.80
LAT-D1 CIRCULAR 2.00 3.14 0.50 2.00 1 38.69
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 18.407 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 0.605 0.121
Surface Runoff ........... 17.471 3.483
Final Surface Storage .... 0.461 0.092
Continuity Error (%) ..... -0.702
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
SWMM 5 Page 6
Wet Weather Inflow ....... 17.471 5.693
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 3.507 1.143
External Outflow ......... 17.561 5.722
Internal Outflow ......... 0.000 0.000
Storage Losses ........... 0.000 0.000
Initial Stored Volume .... 0.039 0.013
Final Stored Volume ...... 0.040 0.013
Continuity Error (%) ..... 16.257
***************************
Time-Step Critical Elements
***************************
None
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 0.50 sec
Average Time Step : 1.00 sec
Maximum Time Step : 1.00 sec
Percent in Steady State : 0.00
Average Iterations per Step : 2.04
***************************
Subcatchment Runoff Summary
***************************
--------------------------------------------------------------------------------------------------------
Total Total Total Total Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Coeff
Subcatchment in in in in in 10^6 gal 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
SWMM 5 Page 7
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 Depth Summary
******************
---------------------------------------------------------------------
Average Maximum Maximum Time of Max
Depth Depth HGL Occurrence
Node Type Feet Feet Feet days hr:min
---------------------------------------------------------------------
CustomInlet-River JUNCTION 4.88 5.31 4962.25 0 00:40
EXINLET-B10B JUNCTION 0.02 0.58 4973.29 0 00:40
EXINLET-B3A JUNCTION 0.13 8.25 4968.88 0 00:38
EXINLET-B3C JUNCTION 0.06 6.34 4970.10 0 00:38
EXINLET-B4B JUNCTION 0.04 1.69 4972.92 0 00:39
EXINLET-B4C JUNCTION 0.03 1.10 4973.14 0 00:40
EXINLET-B5B JUNCTION 0.04 1.58 4972.83 0 00:39
EXINLET-B8A JUNCTION 0.02 0.55 4971.93 0 00:43
EXINLET-B9B JUNCTION 0.02 0.46 4971.88 0 00:40
EXMH_B1 JUNCTION 0.14 6.39 4965.55 0 00:40
EXMH_C1 JUNCTION 0.18 6.51 4962.77 0 00:40
EXSTUB-B6 JUNCTION 0.03 1.06 4971.46 0 00:40
INLET-A1A JUNCTION 0.03 0.96 4956.46 0 00:40
INLET-A2A JUNCTION 0.03 4.77 4959.78 0 00:38
INLET-A3A JUNCTION 0.02 0.73 4965.77 0 00:40
INLET-A3B JUNCTION 0.08 4.46 4966.47 0 00:39
INLET-A4A JUNCTION 0.03 0.95 4970.55 0 00:40
INLET-B10A JUNCTION 0.06 1.67 4974.07 0 00:40
INLET-B1A JUNCTION 0.03 0.80 4961.59 0 00:40
INLET-B1B JUNCTION 0.05 1.89 4962.81 0 00:39
INLET-B2A JUNCTION 0.02 0.56 4964.56 0 00:40
INLET-B2B JUNCTION 0.08 2.32 4966.17 0 00:39
INLET-B3B JUNCTION 0.13 8.27 4969.23 0 00:38
SWMM 5 Page 8
INLET-B4A JUNCTION 0.03 4.53 4969.98 0 00:39
INLET-B5A JUNCTION 0.03 1.21 4972.27 0 00:40
INLET-B7A JUNCTION 0.05 1.68 4972.07 0 00:40
INLET-B9A JUNCTION 0.02 0.70 4972.19 0 00:40
INLET-C1A JUNCTION 0.05 3.04 4960.86 0 00:40
INLET-C1B JUNCTION 0.07 4.85 4963.19 0 00:40
INLET-C2A JUNCTION 0.03 1.04 4962.54 0 00:40
INLET-C2B JUNCTION 0.08 3.24 4964.00 0 00:40
INLET-D1 JUNCTION 0.18 2.95 4963.19 0 00:41
INLET-D2A JUNCTION 0.02 0.66 4964.40 0 00:40
INLET-D2B JUNCTION 0.06 2.02 4965.80 0 00:39
INLET-D3A JUNCTION 0.04 1.36 4965.36 0 00:40
INLET-D3B JUNCTION 0.06 2.25 4966.53 0 00:39
MH_A1 JUNCTION 9.47 11.83 4953.86 0 00:41
MH_A2 JUNCTION 1.46 6.10 4956.17 0 00:41
MH_A3 JUNCTION 0.09 6.27 4959.61 0 00:38
MH_A4-MH_D1 JUNCTION 0.08 2.41 4962.00 0 00:41
MH_A5 JUNCTION 0.05 1.56 4962.77 0 00:40
MH_B10 JUNCTION 0.11 4.59 4971.70 0 00:42
MH_B11 JUNCTION 0.09 3.67 4972.08 0 00:42
MH_B12 JUNCTION 0.07 2.86 4972.33 0 00:42
MH_B13 JUNCTION 0.06 2.39 4972.39 0 00:42
MH_B2 JUNCTION 0.10 4.10 4961.42 0 00:41
MH_B3 JUNCTION 0.14 5.43 4964.05 0 00:41
MH_B3A JUNCTION 0.15 7.94 4968.80 0 00:38
MH_B4 JUNCTION 0.15 6.05 4964.93 0 00:40
MH_B4A JUNCTION 0.03 4.07 4969.49 0 00:39
MH_B4B JUNCTION 0.04 3.17 4969.58 0 00:41
MH_B5 JUNCTION 0.14 7.79 4968.31 0 00:38
MH_B6 JUNCTION 0.14 6.13 4969.47 0 00:41
MH_B7 JUNCTION 0.15 6.32 4969.90 0 00:41
MH_B7A JUNCTION 0.05 1.31 4971.10 0 00:42
MH_B8 JUNCTION 0.15 6.44 4970.21 0 00:41
MH_B9 JUNCTION 0.13 6.00 4971.12 0 00:42
MH_C1 JUNCTION 2.35 10.20 4951.43 0 00:00
MH_C2 JUNCTION 1.77 6.61 4948.69 0 00:40
MH_C3 JUNCTION 0.74 10.68 4955.80 0 00:40
MH_C4/B1 JUNCTION 0.97 14.23 4960.23 0 00:40
MH_C5 JUNCTION 0.20 5.77 4960.66 0 00:40
MH_C6 JUNCTION 0.16 5.63 4961.10 0 00:40
MH_C7 JUNCTION 0.16 6.12 4962.36 0 00:40
MH_D2 JUNCTION 0.11 3.21 4963.19 0 00:41
MH_D3 JUNCTION 0.10 3.36 4964.01 0 00:41
MH_D4 JUNCTION 0.07 2.78 4964.69 0 00:41
MNT_STRT JUNCTION 0.01 0.37 4973.37 0 00:37
O112 JUNCTION 0.00 0.00 0.00 0 00:10
O113 JUNCTION 0.00 0.00 0.00 0 00:10
O114 JUNCTION 0.00 0.00 0.00 0 00:10
O115 JUNCTION 0.00 0.00 0.00 0 00:10
O300 JUNCTION 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 Inflow Summary
*******************
-------------------------------------------------------------------------------------
SWMM 5 Page 9
Maximum Maximum Lateral Total
Lateral Total Time of Max Inflow Inflow
Inflow Inflow Occurrence Volume Volume
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal
-------------------------------------------------------------------------------------
CustomInlet-River JUNCTION 3.00 3.00 0 00:40 0.029 0.029
EXINLET-B10B JUNCTION 3.00 3.00 0 00:40 0.029 0.029
EXINLET-B3A JUNCTION 11.75 11.75 0 00:40 0.115 0.115
EXINLET-B3C JUNCTION 34.21 34.21 0 00:40 0.355 0.355
EXINLET-B4B JUNCTION 12.00 12.00 0 00:40 0.115 0.115
EXINLET-B4C JUNCTION 7.97 7.97 0 00:40 0.077 0.077
EXINLET-B5B JUNCTION 8.99 8.99 0 00:40 0.086 0.086
EXINLET-B8A JUNCTION 4.75 4.75 0 00:40 0.067 0.067
EXINLET-B9B JUNCTION 2.00 2.00 0 00:40 0.019 0.019
EXMH_B1 JUNCTION 44.71 158.08 0 00:38 0.432 1.019
EXMH_C1 JUNCTION 35.37 35.37 0 00:40 0.478 0.478
EXSTUB-B6 JUNCTION 6.93 6.93 0 00:40 0.067 0.067
INLET-A1A JUNCTION 7.00 7.00 0 00:40 0.067 0.067
INLET-A2A JUNCTION 3.00 3.00 0 00:40 0.029 0.029
INLET-A3A JUNCTION 4.00 4.00 0 00:40 0.038 0.038
INLET-A3B JUNCTION 17.93 17.93 0 00:40 0.181 0.181
INLET-A4A JUNCTION 1.99 1.99 0 00:40 0.019 0.019
INLET-B10A JUNCTION 16.24 16.24 0 00:40 0.182 0.182
INLET-B1A JUNCTION 3.00 3.00 0 00:40 0.029 0.029
INLET-B1B JUNCTION 11.13 11.13 0 00:40 0.115 0.115
INLET-B2A JUNCTION 2.00 2.00 0 00:40 0.019 0.019
INLET-B2B JUNCTION 19.83 19.83 0 00:40 0.221 0.221
INLET-B3B JUNCTION 7.98 7.98 0 00:40 0.077 0.077
INLET-B4A JUNCTION 1.00 3.97 0 00:39 0.010 0.010
INLET-B5A JUNCTION 7.65 7.65 0 00:40 0.067 0.067
INLET-B7A JUNCTION 16.66 16.66 0 00:40 0.173 0.173
INLET-B9A JUNCTION 4.00 4.00 0 00:40 0.038 0.038
INLET-C1A JUNCTION 6.00 6.00 0 00:40 0.058 0.058
INLET-C1B JUNCTION 21.85 21.85 0 00:40 0.221 0.221
INLET-C2A JUNCTION 5.00 5.00 0 00:40 0.048 0.048
INLET-C2B JUNCTION 27.18 27.18 0 00:40 0.278 0.278
INLET-D1 JUNCTION 0.00 0.14 0 00:36 0.000 0.000
INLET-D2A JUNCTION 2.00 2.00 0 00:40 0.019 0.019
INLET-D2B JUNCTION 24.59 24.59 0 00:40 0.262 0.262
INLET-D3A JUNCTION 6.00 6.00 0 00:40 0.058 0.058
INLET-D3B JUNCTION 12.68 12.68 0 00:40 0.167 0.167
MH_A1 JUNCTION 0.00 71.43 0 00:41 0.000 0.862
MH_A2 JUNCTION 0.00 71.49 0 00:41 0.000 0.855
MH_A3 JUNCTION 0.00 62.88 0 00:41 0.000 0.754
MH_A4-MH_D1 JUNCTION 0.00 61.37 0 00:40 0.000 0.725
MH_A5 JUNCTION 0.00 21.91 0 00:40 0.000 0.219
MH_B10 JUNCTION 0.00 57.28 0 00:40 0.000 0.607
MH_B11 JUNCTION 0.00 52.49 0 00:40 0.000 0.550
MH_B12 JUNCTION 0.00 33.61 0 00:40 0.000 0.339
MH_B13 JUNCTION 33.62 33.62 0 00:40 0.339 0.339
MH_B2 JUNCTION 0.00 318.11 0 00:40 0.000 3.778
MH_B3 JUNCTION 0.00 309.39 0 00:38 0.000 3.634
MH_B3A JUNCTION 10.00 48.91 0 00:40 0.539 0.970
MH_B4 JUNCTION 0.00 290.08 0 00:38 0.000 3.393
MH_B4A JUNCTION 0.00 4.62 0 00:39 0.000 0.010
MH_B4B JUNCTION 0.00 19.91 0 00:40 0.000 0.192
MH_B5 JUNCTION 0.00 152.08 0 00:43 0.000 2.373
MH_B6 JUNCTION 0.00 102.78 0 00:43 0.000 1.288
MH_B7 JUNCTION 0.00 87.30 0 00:44 0.000 1.067
MH_B7A JUNCTION 0.00 21.40 0 00:40 0.000 0.240
MH_B8 JUNCTION 0.00 73.34 0 00:44 0.000 0.914
MH_B9 JUNCTION 0.00 73.84 0 00:39 0.000 0.846
MH_C1 JUNCTION 0.00 33.57 0 00:41 0.000 1.761
MH_C2 JUNCTION 0.00 33.57 0 00:41 0.000 1.758
MH_C3 JUNCTION 0.00 33.57 0 00:41 0.000 1.749
MH_C4/B1 JUNCTION 0.00 406.58 0 00:40 0.000 4.864
MH_C5 JUNCTION 0.00 92.33 0 00:40 0.000 1.085
MH_C6 JUNCTION 0.00 65.00 0 00:40 0.000 0.805
MH_C7 JUNCTION 0.00 67.13 0 00:40 0.000 0.804
MH_D2 JUNCTION 0.00 41.17 0 00:41 0.000 0.506
MH_D3 JUNCTION 0.00 42.29 0 00:40 0.000 0.506
MH_D4 JUNCTION 0.00 18.61 0 00:40 0.000 0.225
MNT_STRT JUNCTION 169.16 169.16 0 00:35 0.586 0.586
O112 JUNCTION 11.96 11.96 0 00:40 0.122 0.122
O113 JUNCTION 17.24 17.24 0 00:40 0.173 0.173
O114 JUNCTION 33.69 33.69 0 00:40 0.336 0.336
O115 JUNCTION 27.40 27.40 0 00:40 0.269 0.269
O300 JUNCTION 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 Surcharge Summary
**********************
Surcharging occurs when water rises above the top of the highest conduit.
---------------------------------------------------------------------
Max. Height Min. Depth
Hours Above Crown Below Rim
Node Type Surcharged Feet Feet
---------------------------------------------------------------------
EXINLET-B3A JUNCTION 0.27 6.246 1.204
EXINLET-B3C JUNCTION 0.07 3.840 0.000
EXINLET-B4B JUNCTION 0.04 0.444 0.726
EXINLET-B5B JUNCTION 0.01 0.081 0.839
EXMH_C1 JUNCTION 0.30 4.510 2.640
INLET-A2A JUNCTION 0.10 3.269 3.171
INLET-A3B JUNCTION 0.22 2.960 2.020
INLET-B1B JUNCTION 0.05 0.390 2.190
INLET-B2B JUNCTION 0.07 0.325 1.535
INLET-B3B JUNCTION 0.18 5.769 0.011
INLET-B4A JUNCTION 0.09 2.530 2.920
INLET-C1A JUNCTION 0.12 1.539 1.961
INLET-C1B JUNCTION 0.15 3.353 0.267
INLET-C2B JUNCTION 0.12 1.239 0.901
INLET-D1 JUNCTION 0.12 0.832 4.988
INLET-D2B JUNCTION 0.12 0.518 2.852
INLET-D3B JUNCTION 0.10 0.748 1.882
MH_A1 JUNCTION 0.14 0.815 3.195
MH_A3 JUNCTION 0.10 3.209 3.671
MH_B3A JUNCTION 0.09 3.304 1.656
MH_B4 JUNCTION 0.13 2.050 4.170
MH_B4A JUNCTION 0.09 2.074 3.756
MH_B5 JUNCTION 0.11 3.794 2.076
MH_C1 JUNCTION 22.99 8.198 0.000
MH_C2 JUNCTION 2.12 4.611 0.079
MH_C3 JUNCTION 1.93 8.681 3.919
MH_C4/B1 JUNCTION 0.05 0.423 3.597
SWMM 5 Page 11
MH_C5 JUNCTION 0.13 1.476 1.984
MH_C6 JUNCTION 0.12 1.626 3.384
MH_D2 JUNCTION 0.04 0.212 5.088
O112 JUNCTION 23.00 0.000 0.000
O113 JUNCTION 23.00 0.000 0.000
O114 JUNCTION 23.00 0.000 0.000
O115 JUNCTION 23.00 0.000 0.000
O300 JUNCTION 23.00 0.000 0.000
*********************
Node Flooding Summary
*********************
Flooding refers to all water that overflows a node, whether it ponds or not.
--------------------------------------------------------------------------
Total Maximum
Maximum Time of Max Flood Ponded
Hours Rate Occurrence Volume Depth
Node Flooded CFS days hr:min 10^6 gal Feet
--------------------------------------------------------------------------
EXINLET-B3C 0.01 6.32 0 00:38 0.000 6.34
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg. Max. Total
Freq. Flow Flow Volume
Outfall Node Pcnt. CFS CFS 10^6 gal
-----------------------------------------------------------
A1_POUDRE 71.40 2.02 71.44 0.863
FESB1-POUDRE 7.95 66.34 369.74 3.116
FESC1-UDALL_POND 100.00 2.88 33.57 1.761
-----------------------------------------------------------
System 59.78 71.23 470.72 5.740
********************
Link Flow Summary
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
A1 CONDUIT 71.44 0 00:41 10.33 2.54 0.95
A2 CONDUIT 71.43 0 00:41 10.11 3.94 1.00
A3 CONDUIT 62.88 0 00:41 8.90 0.69 1.00
A4 CONDUIT 60.42 0 00:41 11.58 0.66 0.90
A5 CONDUIT 21.80 0 00:40 8.92 0.80 0.81
B1 CONDUIT 369.74 0 00:39 17.47 0.98 0.90
B2 CONDUIT 314.62 0 00:40 12.54 0.68 1.00
B3 CONDUIT 304.31 0 00:40 11.28 1.33 1.00
B4 CONDUIT 290.05 0 00:38 10.36 1.30 1.00
B5 CONDUIT 152.10 0 00:43 6.84 0.83 1.00
B6 CONDUIT 109.56 0 00:44 8.76 1.00 1.00
SWMM 5 Page 12
B7 CONDUIT 89.08 0 00:44 7.16 1.04 1.00
B8 CONDUIT 78.88 0 00:44 6.28 1.10 1.00
B9 CONDUIT 69.82 0 00:44 5.80 0.80 1.00
B10 CONDUIT 53.13 0 00:39 7.31 0.60 1.00
B11 CONDUIT 51.36 0 00:40 6.38 0.58 1.00
B12 CONDUIT 33.41 0 00:40 6.28 0.56 0.98
B13 CONDUIT 33.61 0 00:40 7.32 0.40 0.87
C1 CONDUIT 33.57 0 00:41 10.69 1.93 1.00
C2 CONDUIT 33.57 0 00:41 10.69 1.89 1.00
C3 CONDUIT 33.57 0 00:41 10.69 1.46 1.00
C4 CONDUIT 33.57 0 00:41 10.69 1.90 1.00
C5 CONDUIT 92.28 0 00:40 7.34 1.15 1.00
C6 CONDUIT 64.98 0 00:40 5.29 0.83 1.00
C7 CONDUIT 65.00 0 00:40 6.76 1.22 1.00
D2 CONDUIT 41.19 0 00:41 6.87 0.85 0.90
D3 CONDUIT 41.17 0 00:41 6.97 0.99 1.00
D4 CONDUIT 17.41 0 00:41 3.63 0.68 1.00
EXLAT-B3C CONDUIT 34.23 0 00:40 11.75 0.57 1.00
EXLAT-B4B CONDUIT 12.01 0 00:40 9.79 1.24 1.00
EXLAT-B4C CONDUIT 7.94 0 00:40 8.71 0.53 0.70
LAT-A1A CONDUIT 6.92 0 00:40 6.54 0.58 0.71
LAT-A2A CONDUIT 3.29 0 00:38 5.11 0.19 1.00
LAT-A3A CONDUIT 3.99 0 00:40 5.92 0.23 0.41
LAT-A3B CONDUIT 17.93 0 00:40 10.15 1.77 1.00
LAT-A4A CONDUIT 1.92 0 00:40 2.95 1.05 0.77
LAT-B1A CONDUIT 2.98 0 00:40 3.64 0.35 0.55
LAT-B1B CONDUIT 11.14 0 00:40 7.53 0.60 0.78
LAT-B2A CONDUIT 1.98 0 00:40 3.69 0.21 0.34
LAT-B2B CONDUIT 19.84 0 00:40 7.25 0.72 0.81
LAT-B3A CONDUIT 11.76 0 00:40 3.74 1.05 1.00
LAT-B3B CONDUIT 8.10 0 00:38 1.65 0.37 1.00
LAT-B3C CONDUIT 48.91 0 00:40 7.39 0.95 1.00
LAT-B4A CONDUIT 3.03 0 00:39 1.75 0.34 1.00
LAT-B4B CONDUIT 4.62 0 00:39 1.91 0.37 1.00
LAT-B4C CONDUIT 19.74 0 00:40 10.18 0.34 1.00
LAT-B5A CONDUIT 7.61 0 00:40 5.95 0.60 0.68
LAT-B5B CONDUIT 9.00 0 00:40 5.93 0.68 0.80
LAT-B6A CONDUIT 6.91 0 00:40 6.49 0.74 0.72
LAT-B7A CONDUIT 16.65 0 00:40 6.91 0.48 0.73
LAT-B7C CONDUIT 21.39 0 00:40 7.84 0.21 0.47
LAT-B8A CONDUIT 4.86 0 00:40 5.48 0.23 0.60
LAT-B9A CONDUIT 3.98 0 00:40 6.06 0.24 0.50
LAT-B9B CONDUIT 1.99 0 00:40 4.97 0.13 0.44
LAT-B10A CONDUIT 16.19 0 00:40 7.20 0.52 0.67
LAT-B10B CONDUIT 2.98 0 00:40 5.55 0.20 0.34
LAT-B11A CONDUIT 158.58 0 00:38 12.62 1.63 1.00
LAT-C1A CONDUIT 6.00 0 00:39 3.84 0.92 1.00
LAT-C1B CONDUIT 21.85 0 00:40 12.36 1.47 1.00
LAT-C2A CONDUIT 5.04 0 00:39 5.80 0.36 0.85
LAT-C2B CONDUIT 27.19 0 00:40 9.34 0.85 0.96
LAT-C3A CONDUIT 35.40 0 00:40 11.27 4.69 1.00
LAT-D2A CONDUIT 1.97 0 00:40 3.04 0.28 0.39
LAT-D2B CONDUIT 24.61 0 00:40 13.92 1.69 1.00
LAT-D3A CONDUIT 5.95 0 00:40 4.09 0.80 0.77
LAT-D3B CONDUIT 12.69 0 00:40 7.88 0.85 0.86
MNT_STRT CONDUIT 121.88 0 00:37 2.95 0.56 0.70
12DIP CONDUIT 2.99 0 00:40 10.13 0.34 0.40
LAT-D1 CONDUIT 0.17 0 00:45 0.34 0.00 1.00
SWMM 5 Page 13
***************************
Flow Classification Summary
***************************
-----------------------------------------------------------------------------------------
Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg.
/Actual Up Down Sub Sup Up Down Froude Flow
Conduit Length Dry Dry Dry Crit Crit Crit Crit 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
A4 1.00 0.00 0.00 0.00 0.00 0.01 0.00 0.99 1.32 0.0000
A5 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.87 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 0.35 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 0.79 0.21 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 0.30 0.0000
LAT-A2A 1.00 0.01 0.00 0.00 0.01 0.00 0.00 0.98 0.20 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 0.16 0.0000
LAT-B1A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.16 0.0000
LAT-B1B 1.58 0.01 0.00 0.00 0.00 0.00 0.00 0.99 1.17 0.0000
LAT-B2A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.15 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 0.11 0.00 0.89 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 0.11 0.0000
LAT-B4C 1.00 0.00 0.00 0.00 0.01 0.00 0.00 0.99 0.56 0.0000
LAT-B5A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.25 0.0000
LAT-B5B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.37 0.0000
LAT-B6A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.51 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
SWMM 5 Page 14
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 0.32 0.0000
LAT-B9B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.26 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 0.30 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 0.19 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 0.27 0.0000
LAT-C2B 1.52 0.01 0.00 0.00 0.00 0.00 0.00 0.99 1.16 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 0.17 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 0.19 0.0000
LAT-D3B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.82 0.0000
MNT_STRT 1.00 0.02 0.00 0.00 0.00 0.00 0.00 0.98 0.34 0.0000
12DIP 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
*************************
Conduit Surcharge Summary
*************************
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
A1 0.01 0.01 0.01 0.30 0.01
A2 0.14 0.14 0.14 0.45 0.14
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
SWMM 5 Page 15
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
Analysis begun on: Mon Jun 29 14:12:08 2015
Analysis ended on: Mon Jun 29 14:12:22 2015
Total elapsed time: 00:00:14
SWMM 5 Page 16
ATTACHMENT 1.2
Modified SWMM Exhibit and Output
106b
106a
106c
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022)
--------------------------------------------------------------
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ YES
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... DYNWAVE
Starting Date ............ MAR-17-2006 00:00:00
Ending Date .............. MAR-17-2006 23:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:01:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 1.00 sec
WARNING 02: maximum depth increased for Node CustomInlet-River
WARNING 02: maximum depth increased for Node EXMH_B1
*************
Element Count
*************
Number of rain gages ...... 1
Number of subcatchments ... 45
Number of nodes ........... 76
Number of links ........... 69
Number of pollutants ...... 0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data Recording
Name Data Source Type Interval
-------------------------------------------------------------
1 100-year INTENSITY 5 min.
********************
Subcatchment Summary
********************
Name Area Width %Imperv %Slope Rain Gage Outlet
-------------------------------------------------------------------------------------------------------
SWMM 5 Page 1
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 EXINLET-B4B
106a 1.32 191.00 95.00 0.8600 1 EXINLET-B3C
107 0.80 524.00 95.00 0.7100 1 EXINLET-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 EXINLET-B3A
118 1.80 258.00 95.00 0.9000 1 INLET-B7A
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 CustomInlet-River
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 EXINLET-B10B
201 0.20 271.00 95.00 0.9600 1 EXINLET-B9B
202 0.40 420.00 95.00 1.4200 1 INLET-B9A
203 0.30 447.00 95.00 0.3900 1 EXINLET-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 EXINLET-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
106b 1.03 150.00 95.00 0.8600 1 EXINLET-B3C
106c 1.35 196.00 95.00 0.8600 1 EXINLET-B3C
************
Node Summary
************
Invert Max. Ponded External
Name Type Elev. Depth Area Inflow
------------------------------------------------------------------------------
CustomInlet-River JUNCTION 4956.94 5.91 0.0
EXINLET-B10B JUNCTION 4972.71 3.71 0.0
EXINLET-B3A JUNCTION 4960.63 9.45 0.0
EXINLET-B3C JUNCTION 4963.76 6.34 0.0
EXINLET-B4B JUNCTION 4971.23 2.42 0.0
EXINLET-B4C JUNCTION 4972.04 2.29 0.0
EXINLET-B5B JUNCTION 4971.25 2.42 0.0
EXINLET-B8A JUNCTION 4971.38 3.08 0.0
EXINLET-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
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
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
************
Link Summary
************
Name From Node To Node Type Length %Slope Roughness
------------------------------------------------------------------------------------------
A1 MH_A1 A1_POUDRE CONDUIT 73.0 0.1781 0.0130
A2 MH_A2 MH_A1 CONDUIT 27.0 0.0741 0.0130
A3 MH_A3 MH_A2 CONDUIT 173.0 1.8905 0.0130
A4 MH_A4-MH_D1 MH_A3 CONDUIT 325.0 1.9050 0.0130
A5 MH_A5 MH_A4-MH_D1 CONDUIT 65.5 1.4342 0.0130
B1 MH_C4/B1 FESB1-POUDRE CONDUIT 139.0 1.4966 0.0130
B2 MH_B2 MH_C4/B1 CONDUIT 100.0 1.5102 0.0130
B3 MH_B3 MH_B2 CONDUIT 353.0 0.3683 0.0130
B4 MH_B4 MH_B3 CONDUIT 74.0 0.3514 0.0130
B5 MH_B5 MH_B4 CONDUIT 470.0 0.3489 0.0130
B6 MH_B6 MH_B5 CONDUIT 485.0 0.5815 0.0130
B7 MH_B7 MH_B6 CONDUIT 68.0 0.3529 0.0130
B8 MH_B8 MH_B7 CONDUIT 74.5 0.2470 0.0130
B9 MH_B9 MH_B8 CONDUIT 367.0 0.3695 0.0130
B10 MH_B10 MH_B9 CONDUIT 63.0 0.7778 0.0130
B11 MH_B11 MH_B10 CONDUIT 165.0 0.7879 0.0130
B12 MH_B12 MH_B11 CONDUIT 134.0 0.7911 0.0130
B13 MH_B13 MH_B12 CONDUIT 33.0 1.6063 0.0130
C1 MH_C1 FESC1-UDALL_PONDCONDUIT 34.0 0.5882 0.0130
C2 MH_C2 MH_C1 CONDUIT 138.0 0.6160 0.0130
C3 MH_C3 MH_C2 CONDUIT 494.0 0.6154 0.0100
C4 MH_C4/B1 MH_C3 CONDUIT 144.0 0.6111 0.0130
C5 MH_C5 MH_C4/B1 CONDUIT 45.0 0.3111 0.0130
C6 MH_C6 MH_C5 CONDUIT 194.0 0.2990 0.0130
C7 MH_C7 MH_C6 CONDUIT 274.0 0.2810 0.0130
D2 MH_D2 MH_A4-MH_D1 CONDUIT 74.0 0.5270 0.0130
D3 MH_D3 MH_D2 CONDUIT 173.0 0.3873 0.0130
D4 MH_D4 MH_D3 CONDUIT 322.0 0.3913 0.0130
EXLAT-B3C EXINLET-B3C MH_B3A CONDUIT 36.0 2.1116 0.0130
EXLAT-B4B EXINLET-B4B MH_B4B CONDUIT 34.4 2.2415 0.0130
EXLAT-B4C EXINLET-B4C MH_B4B CONDUIT 29.0 5.4564 0.0130
LAT-A1A INLET-A1A MH_A2 CONDUIT 41.0 1.2684 0.0130
LAT-A2A INLET-A2A MH_A3 CONDUIT 25.0 2.6009 0.0130
LAT-A3A INLET-A3A MH_A5 CONDUIT 21.0 2.8106 0.0130
LAT-A3B INLET-A3B MH_A5 CONDUIT 46.0 0.9348 0.0130
LAT-A4A INLET-A4A MH_B6 CONDUIT 104.0 0.2596 0.0130
LAT-B1A INLET-B1A MH_B2 CONDUIT 32.0 0.6563 0.0130
LAT-B1B INLET-B1B MH_B2 CONDUIT 11.0 3.0924 0.0130
LAT-B2A INLET-B2A MH_B3 CONDUIT 45.0 0.8000 0.0130
LAT-B2B INLET-B2B MH_B3 CONDUIT 14.0 1.5002 0.0130
LAT-B3A EXINLET-B3A MH_B5 CONDUIT 45.0 0.2444 0.0130
LAT-B3B INLET-B3B MH_B3A CONDUIT 36.0 0.2778 0.0130
LAT-B3C MH_B3A MH_B5 CONDUIT 57.0 0.5965 0.0130
LAT-B4A INLET-B4A MH_B4A CONDUIT 19.0 0.1579 0.0130
LAT-B4B MH_B4A MH_B6 CONDUIT 92.0 0.3043 0.0130
LAT-B4C MH_B4B MH_B6 CONDUIT 52.0 2.0004 0.0130
LAT-B5A INLET-B5A MH_B7 CONDUIT 39.0 1.4617 0.0130
LAT-B5B EXINLET-B5B MH_B7 CONDUIT 20.0 1.6002 0.0130
LAT-B6A EXSTUB-B6 MH_B8 CONDUIT 21.0 1.5049 0.0130
LAT-B7A INLET-B7A MH_B7A CONDUIT 25.0 2.4007 0.0130
LAT-B7C MH_B7A MH_B9 CONDUIT 71.0 1.0001 0.0130
LAT-B8A EXINLET-B8A MH_B7A CONDUIT 38.5 4.1334 0.0130
LAT-B9A INLET-B9A MH_B10 CONDUIT 32.0 2.4695 0.0130
LAT-B9B EXINLET-B9B MH_B10 CONDUIT 36.0 2.0004 0.0130
LAT-B10A INLET-B10A MH_B11 CONDUIT 30.0 1.9003 0.0130
LAT-B10B EXINLET-B10B MH_B11 CONDUIT 44.0 2.0004 0.0130
LAT-B11A EXMH_B1 MH_B4 CONDUIT 61.0 0.4590 0.0130
LAT-C1A INLET-C1A MH_C5 CONDUIT 36.0 0.3889 0.0130
LAT-C1B INLET-C1B MH_C5 CONDUIT 33.0 2.0004 0.0130
LAT-C2A INLET-C2A MH_C7 CONDUIT 55.0 1.7821 0.0130
LAT-C2B INLET-C2B MH_C7 CONDUIT 12.0 2.0004 0.0130
LAT-C3A EXMH_C1 MH_C7 CONDUIT 18.0 0.1111 0.0130
LAT-D2A INLET-D2A MH_D3 CONDUIT 51.0 0.4510 0.0130
LAT-D2B INLET-D2B MH_D3 CONDUIT 14.0 1.9289 0.0130
LAT-D3A INLET-D3A MH_D4 CONDUIT 40.0 0.5000 0.0130
LAT-D3B INLET-D3B MH_D4 CONDUIT 24.0 2.0004 0.0130
MNT_STRT MNT_STRT EXMH_B1 CONDUIT 720.0 0.4458 0.0160
12DIP CustomInlet-RiverMH_A2 CONDUIT 80.6 6.1031 0.0130
LAT-D1 INLET-D1 MH_D2 CONDUIT 13.0 2.9243 0.0130
*********************
Cross Section Summary
*********************
Full Full Hyd. Max. No. of Full
Conduit Shape Depth Area Rad. Width Barrels Flow
---------------------------------------------------------------------------------------
A1 CIRCULAR 3.00 7.07 0.75 3.00 1 28.15
A2 CIRCULAR 3.00 7.07 0.75 3.00 1 18.15
A3 CIRCULAR 3.00 7.07 0.75 3.00 1 91.71
A4 CIRCULAR 3.00 7.07 0.75 3.00 1 92.06
A5 CIRCULAR 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 CIRCULAR 4.00 12.57 1.00 4.00 1 109.53
B7 CIRCULAR 4.00 12.57 1.00 4.00 1 85.34
B8 CIRCULAR 4.00 12.57 1.00 4.00 1 71.39
B9 CIRCULAR 4.00 12.57 1.00 4.00 1 87.31
B10 CIRCULAR 3.50 9.62 0.88 3.50 1 88.73
B11 CIRCULAR 3.50 9.62 0.88 3.50 1 89.31
B12 CIRCULAR 3.00 7.07 0.75 3.00 1 59.32
B13 CIRCULAR 3.00 7.07 0.75 3.00 1 84.53
C1 CIRCULAR 2.00 3.14 0.50 2.00 1 17.35
C2 CIRCULAR 2.00 3.14 0.50 2.00 1 17.75
C3 CIRCULAR 2.00 3.14 0.50 2.00 1 23.07
C4 CIRCULAR 2.00 3.14 0.50 2.00 1 17.68
C5 CIRCULAR 4.00 12.57 1.00 4.00 1 80.12
C6 CIRCULAR 4.00 12.57 1.00 4.00 1 78.54
C7 CIRCULAR 3.50 9.62 0.88 3.50 1 53.33
D2 CIRCULAR 3.00 7.07 0.75 3.00 1 48.42
D3 CIRCULAR 3.00 7.07 0.75 3.00 1 41.51
D4 CIRCULAR 2.50 4.91 0.63 2.50 1 25.66
EXLAT-B3C CIRCULAR 2.50 4.91 0.63 2.50 1 59.60
EXLAT-B4B CIRCULAR 1.25 1.23 0.31 1.25 1 9.67
EXLAT-B4C CIRCULAR 1.25 1.23 0.31 1.25 1 15.09
LAT-A1A CIRCULAR 1.50 1.77 0.38 1.50 1 11.83
LAT-A2A CIRCULAR 1.50 1.77 0.38 1.50 1 16.94
LAT-A3A CIRCULAR 1.50 1.77 0.38 1.50 1 17.61
LAT-A3B CIRCULAR 1.50 1.77 0.38 1.50 1 10.16
LAT-A4A CIRCULAR 1.00 0.79 0.25 1.00 1 1.82
LAT-B1A CIRCULAR 1.50 1.77 0.38 1.50 1 8.51
LAT-B1B CIRCULAR 1.50 1.77 0.38 1.50 1 18.47
LAT-B2A CIRCULAR 1.50 1.77 0.38 1.50 1 9.40
LAT-B2B CIRCULAR 2.00 3.14 0.50 2.00 1 27.71
LAT-B3A CIRCULAR 2.00 3.14 0.50 2.00 1 11.18
LAT-B3B CIRCULAR 2.50 4.91 0.63 2.50 1 21.62
LAT-B3C CIRCULAR 3.00 7.07 0.75 3.00 1 51.51
LAT-B4A CIRCULAR 2.00 3.14 0.50 2.00 1 8.99
LAT-B4B CIRCULAR 2.00 3.14 0.50 2.00 1 12.48
LAT-B4C CIRCULAR 2.50 4.91 0.63 2.50 1 58.01
LAT-B5A CIRCULAR 1.50 1.77 0.38 1.50 1 12.70
LAT-B5B CIRCULAR 1.50 1.77 0.38 1.50 1 13.29
LAT-B6A CIRCULAR 1.33 1.39 0.33 1.33 1 9.35
LAT-B7A CIRCULAR 2.00 3.14 0.50 2.00 1 35.05
LAT-B7C CIRCULAR 3.50 9.62 0.88 3.50 1 100.61
LAT-B8A CIRCULAR 1.50 1.77 0.38 1.50 1 21.36
LAT-B9A CIRCULAR 1.50 1.77 0.38 1.50 1 16.51
LAT-B9B CIRCULAR 1.50 1.77 0.38 1.50 1 14.86
LAT-B10A CIRCULAR 2.00 3.14 0.50 2.00 1 31.19
LAT-B10B CIRCULAR 1.50 1.77 0.38 1.50 1 14.86
LAT-B11A CIRCULAR 4.00 12.57 1.00 4.00 1 97.32
LAT-C1A CIRCULAR 1.50 1.77 0.38 1.50 1 6.55
LAT-C1B CIRCULAR 1.50 1.77 0.38 1.50 1 14.86
LAT-C2A CIRCULAR 1.50 1.77 0.38 1.50 1 14.02
LAT-C2B CIRCULAR 2.00 3.14 0.50 2.00 1 32.00
LAT-C3A CIRCULAR 2.00 3.14 0.50 2.00 1 7.54
LAT-D2A CIRCULAR 1.50 1.77 0.38 1.50 1 7.05
LAT-D2B CIRCULAR 1.50 1.77 0.38 1.50 1 14.59
LAT-D3A CIRCULAR 1.50 1.77 0.38 1.50 1 7.43
LAT-D3B CIRCULAR 1.50 1.77 0.38 1.50 1 14.86
MNT_STRT TRAPEZOIDAL 0.50 62.50 0.42 150.00 1 216.21
12DIP CIRCULAR 1.00 0.79 0.25 1.00 1 8.80
LAT-D1 CIRCULAR 2.00 3.14 0.50 2.00 1 38.69
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 18.407 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 0.605 0.121
Surface Runoff ........... 17.471 3.483
Final Surface Storage .... 0.461 0.092
Continuity Error (%) ..... -0.702
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 17.471 5.693
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 3.507 1.143
External Outflow ......... 17.561 5.722
Internal Outflow ......... 0.000 0.000
Storage Losses ........... 0.000 0.000
Initial Stored Volume .... 0.039 0.013
Final Stored Volume ...... 0.040 0.013
Continuity Error (%) ..... 16.257
SWMM 5 Page 6
***************************
Time-Step Critical Elements
***************************
None
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 0.50 sec
Average Time Step : 1.00 sec
Maximum Time Step : 1.00 sec
Percent in Steady State : 0.00
Average Iterations per Step : 2.04
***************************
Subcatchment Runoff Summary
***************************
--------------------------------------------------------------------------------------------------------
Total Total Total Total Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Coeff
Subcatchment in in in in in 10^6 gal 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
106a 3.67 0.00 0.00 0.07 3.53 0.13 12.21 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
SWMM 5 Page 7
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
106b 3.67 0.00 0.00 0.07 3.53 0.10 9.53 0.963
106c 3.67 0.00 0.00 0.07 3.53 0.13 12.49 0.963
******************
Node Depth Summary
******************
---------------------------------------------------------------------
Average Maximum Maximum Time of Max
Depth Depth HGL Occurrence
Node Type Feet Feet Feet days hr:min
---------------------------------------------------------------------
CustomInlet-River JUNCTION 4.88 5.31 4962.25 0 00:40
EXINLET-B10B JUNCTION 0.02 0.58 4973.29 0 00:40
EXINLET-B3A JUNCTION 0.13 8.25 4968.88 0 00:38
EXINLET-B3C JUNCTION 0.06 6.34 4970.10 0 00:38
EXINLET-B4B JUNCTION 0.04 1.68 4972.91 0 00:39
EXINLET-B4C JUNCTION 0.03 1.10 4973.14 0 00:40
EXINLET-B5B JUNCTION 0.04 1.58 4972.83 0 00:39
EXINLET-B8A JUNCTION 0.02 0.55 4971.93 0 00:43
EXINLET-B9B JUNCTION 0.02 0.46 4971.88 0 00:40
EXMH_B1 JUNCTION 0.14 6.39 4965.55 0 00:40
EXMH_C1 JUNCTION 0.18 6.50 4962.76 0 00:40
EXSTUB-B6 JUNCTION 0.03 1.06 4971.46 0 00:40
INLET-A1A JUNCTION 0.03 0.96 4956.46 0 00:40
INLET-A2A JUNCTION 0.03 4.77 4959.78 0 00:38
INLET-A3A JUNCTION 0.02 0.73 4965.77 0 00:40
INLET-A3B JUNCTION 0.08 4.47 4966.48 0 00:39
INLET-A4A JUNCTION 0.03 0.95 4970.55 0 00:40
INLET-B10A JUNCTION 0.06 1.67 4974.07 0 00:40
INLET-B1A JUNCTION 0.03 0.80 4961.59 0 00:40
INLET-B1B JUNCTION 0.05 1.90 4962.82 0 00:39
INLET-B2A JUNCTION 0.02 0.56 4964.56 0 00:40
INLET-B2B JUNCTION 0.08 2.33 4966.18 0 00:39
INLET-B3B JUNCTION 0.13 8.27 4969.23 0 00:38
INLET-B4A JUNCTION 0.03 4.53 4969.98 0 00:39
INLET-B5A JUNCTION 0.03 1.21 4972.27 0 00:40
INLET-B7A JUNCTION 0.05 1.68 4972.07 0 00:40
INLET-B9A JUNCTION 0.02 0.70 4972.19 0 00:40
INLET-C1A JUNCTION 0.05 3.03 4960.85 0 00:40
INLET-C1B JUNCTION 0.07 4.85 4963.19 0 00:40
INLET-C2A JUNCTION 0.03 1.04 4962.54 0 00:40
INLET-C2B JUNCTION 0.08 3.24 4964.00 0 00:39
INLET-D1 JUNCTION 0.18 2.95 4963.19 0 00:41
INLET-D2A JUNCTION 0.02 0.66 4964.40 0 00:40
INLET-D2B JUNCTION 0.06 2.01 4965.79 0 00:39
INLET-D3A JUNCTION 0.04 1.36 4965.36 0 00:40
SWMM 5 Page 8
INLET-D3B JUNCTION 0.06 2.25 4966.53 0 00:39
MH_A1 JUNCTION 9.47 11.84 4953.87 0 00:41
MH_A2 JUNCTION 1.46 6.10 4956.17 0 00:41
MH_A3 JUNCTION 0.09 6.27 4959.61 0 00:38
MH_A4-MH_D1 JUNCTION 0.08 2.41 4962.00 0 00:41
MH_A5 JUNCTION 0.05 1.56 4962.77 0 00:40
MH_B10 JUNCTION 0.11 4.59 4971.70 0 00:42
MH_B11 JUNCTION 0.09 3.67 4972.08 0 00:42
MH_B12 JUNCTION 0.07 2.86 4972.33 0 00:42
MH_B13 JUNCTION 0.06 2.39 4972.39 0 00:42
MH_B2 JUNCTION 0.10 4.10 4961.42 0 00:41
MH_B3 JUNCTION 0.14 5.43 4964.05 0 00:41
MH_B3A JUNCTION 0.15 7.94 4968.80 0 00:38
MH_B4 JUNCTION 0.15 6.05 4964.93 0 00:40
MH_B4A JUNCTION 0.03 4.07 4969.49 0 00:39
MH_B4B JUNCTION 0.04 3.17 4969.58 0 00:41
MH_B5 JUNCTION 0.14 7.79 4968.31 0 00:38
MH_B6 JUNCTION 0.14 6.14 4969.48 0 00:41
MH_B7 JUNCTION 0.15 6.32 4969.90 0 00:41
MH_B7A JUNCTION 0.05 1.31 4971.10 0 00:42
MH_B8 JUNCTION 0.15 6.44 4970.21 0 00:41
MH_B9 JUNCTION 0.13 6.00 4971.12 0 00:42
MH_C1 JUNCTION 2.35 10.20 4951.43 0 00:00
MH_C2 JUNCTION 1.77 6.60 4948.68 0 00:40
MH_C3 JUNCTION 0.74 10.68 4955.80 0 00:40
MH_C4/B1 JUNCTION 0.97 14.23 4960.23 0 00:40
MH_C5 JUNCTION 0.20 5.76 4960.65 0 00:40
MH_C6 JUNCTION 0.16 5.62 4961.09 0 00:40
MH_C7 JUNCTION 0.16 6.12 4962.36 0 00:40
MH_D2 JUNCTION 0.11 3.21 4963.19 0 00:41
MH_D3 JUNCTION 0.10 3.36 4964.01 0 00:41
MH_D4 JUNCTION 0.07 2.78 4964.69 0 00:41
MNT_STRT JUNCTION 0.01 0.37 4973.37 0 00:37
O112 JUNCTION 0.00 0.00 0.00 0 00:10
O113 JUNCTION 0.00 0.00 0.00 0 00:10
O114 JUNCTION 0.00 0.00 0.00 0 00:10
O115 JUNCTION 0.00 0.00 0.00 0 00:10
O300 JUNCTION 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 Inflow Summary
*******************
-------------------------------------------------------------------------------------
Maximum Maximum Lateral Total
Lateral Total Time of Max Inflow Inflow
Inflow Inflow Occurrence Volume Volume
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal
-------------------------------------------------------------------------------------
CustomInlet-River JUNCTION 3.00 3.00 0 00:40 0.029 0.029
EXINLET-B10B JUNCTION 3.00 3.00 0 00:40 0.029 0.029
EXINLET-B3A JUNCTION 11.75 11.75 0 00:40 0.115 0.115
EXINLET-B3C JUNCTION 34.21 34.21 0 00:40 0.355 0.355
EXINLET-B4B JUNCTION 12.00 12.00 0 00:40 0.115 0.115
EXINLET-B4C JUNCTION 7.97 7.97 0 00:40 0.077 0.077
EXINLET-B5B JUNCTION 8.99 8.99 0 00:40 0.086 0.086
EXINLET-B8A JUNCTION 4.75 4.75 0 00:40 0.067 0.067
EXINLET-B9B JUNCTION 2.00 2.00 0 00:40 0.019 0.019
SWMM 5 Page 9
EXMH_B1 JUNCTION 44.71 158.08 0 00:38 0.432 1.019
EXMH_C1 JUNCTION 35.37 35.37 0 00:40 0.478 0.478
EXSTUB-B6 JUNCTION 6.93 6.93 0 00:40 0.067 0.067
INLET-A1A JUNCTION 7.00 7.00 0 00:40 0.067 0.067
INLET-A2A JUNCTION 3.00 3.00 0 00:40 0.029 0.029
INLET-A3A JUNCTION 4.00 4.00 0 00:40 0.038 0.038
INLET-A3B JUNCTION 17.93 17.93 0 00:40 0.181 0.181
INLET-A4A JUNCTION 1.99 1.99 0 00:40 0.019 0.019
INLET-B10A JUNCTION 16.24 16.24 0 00:40 0.182 0.182
INLET-B1A JUNCTION 3.00 3.00 0 00:40 0.029 0.029
INLET-B1B JUNCTION 11.13 11.13 0 00:40 0.115 0.115
INLET-B2A JUNCTION 2.00 2.00 0 00:40 0.019 0.019
INLET-B2B JUNCTION 19.83 19.83 0 00:40 0.221 0.221
INLET-B3B JUNCTION 7.98 7.98 0 00:40 0.077 0.077
INLET-B4A JUNCTION 1.00 3.97 0 00:39 0.010 0.010
INLET-B5A JUNCTION 7.65 7.65 0 00:40 0.067 0.067
INLET-B7A JUNCTION 16.66 16.66 0 00:40 0.173 0.173
INLET-B9A JUNCTION 4.00 4.00 0 00:40 0.038 0.038
INLET-C1A JUNCTION 6.00 6.00 0 00:40 0.058 0.058
INLET-C1B JUNCTION 21.85 21.85 0 00:40 0.221 0.221
INLET-C2A JUNCTION 5.00 5.00 0 00:40 0.048 0.048
INLET-C2B JUNCTION 27.18 27.18 0 00:40 0.278 0.278
INLET-D1 JUNCTION 0.00 0.14 0 00:36 0.000 0.001
INLET-D2A JUNCTION 2.00 2.00 0 00:40 0.019 0.019
INLET-D2B JUNCTION 24.59 24.59 0 00:40 0.262 0.262
INLET-D3A JUNCTION 6.00 6.00 0 00:40 0.058 0.058
INLET-D3B JUNCTION 12.68 12.68 0 00:40 0.167 0.167
MH_A1 JUNCTION 0.00 71.44 0 00:41 0.000 0.862
MH_A2 JUNCTION 0.00 71.51 0 00:41 0.000 0.855
MH_A3 JUNCTION 0.00 62.88 0 00:41 0.000 0.754
MH_A4-MH_D1 JUNCTION 0.00 61.39 0 00:40 0.000 0.725
MH_A5 JUNCTION 0.00 21.91 0 00:40 0.000 0.219
MH_B10 JUNCTION 0.00 57.28 0 00:40 0.000 0.607
MH_B11 JUNCTION 0.00 52.49 0 00:40 0.000 0.550
MH_B12 JUNCTION 0.00 33.61 0 00:40 0.000 0.339
MH_B13 JUNCTION 33.62 33.62 0 00:40 0.339 0.339
MH_B2 JUNCTION 0.00 318.10 0 00:40 0.000 3.778
MH_B3 JUNCTION 0.00 309.39 0 00:38 0.000 3.634
MH_B3A JUNCTION 10.00 48.88 0 00:40 0.539 0.970
MH_B4 JUNCTION 0.00 290.08 0 00:38 0.000 3.393
MH_B4A JUNCTION 0.00 4.62 0 00:39 0.000 0.010
MH_B4B JUNCTION 0.00 19.91 0 00:40 0.000 0.192
MH_B5 JUNCTION 0.00 152.07 0 00:43 0.000 2.373
MH_B6 JUNCTION 0.00 102.79 0 00:43 0.000 1.288
MH_B7 JUNCTION 0.00 87.31 0 00:44 0.000 1.067
MH_B7A JUNCTION 0.00 21.40 0 00:40 0.000 0.240
MH_B8 JUNCTION 0.00 73.33 0 00:44 0.000 0.914
MH_B9 JUNCTION 0.00 73.84 0 00:39 0.000 0.846
MH_C1 JUNCTION 0.00 33.57 0 00:41 0.000 1.761
MH_C2 JUNCTION 0.00 33.57 0 00:41 0.000 1.758
MH_C3 JUNCTION 0.00 33.57 0 00:41 0.000 1.749
MH_C4/B1 JUNCTION 0.00 406.59 0 00:40 0.000 4.864
MH_C5 JUNCTION 0.00 92.31 0 00:40 0.000 1.085
MH_C6 JUNCTION 0.00 65.01 0 00:40 0.000 0.805
MH_C7 JUNCTION 0.00 67.13 0 00:40 0.000 0.804
MH_D2 JUNCTION 0.00 41.18 0 00:41 0.000 0.506
MH_D3 JUNCTION 0.00 42.28 0 00:40 0.000 0.506
MH_D4 JUNCTION 0.00 18.61 0 00:40 0.000 0.225
MNT_STRT JUNCTION 169.16 169.16 0 00:35 0.586 0.586
O112 JUNCTION 11.96 11.96 0 00:40 0.122 0.122
O115 JUNCTION 27.40 27.40 0 00:40 0.269 0.269
O300 JUNCTION 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 0.00 369.75 0 00:39 0.000 3.116
FESC1-UDALL_POND OUTFALL 0.00 33.57 0 00:41 0.000 1.761
**********************
Node Surcharge Summary
**********************
Surcharging occurs when water rises above the top of the highest conduit.
---------------------------------------------------------------------
Max. Height Min. Depth
Hours Above Crown Below Rim
Node Type Surcharged Feet Feet
---------------------------------------------------------------------
EXINLET-B3A JUNCTION 0.27 6.246 1.204
EXINLET-B3C JUNCTION 0.07 3.840 0.000
EXINLET-B4B JUNCTION 0.04 0.435 0.735
EXINLET-B5B JUNCTION 0.01 0.081 0.839
EXMH_C1 JUNCTION 0.30 4.504 2.646
INLET-A2A JUNCTION 0.10 3.269 3.171
INLET-A3B JUNCTION 0.22 2.971 2.009
INLET-B1B JUNCTION 0.05 0.395 2.185
INLET-B2B JUNCTION 0.07 0.326 1.534
INLET-B3B JUNCTION 0.18 5.769 0.011
INLET-B4A JUNCTION 0.09 2.530 2.920
INLET-C1A JUNCTION 0.12 1.534 1.966
INLET-C1B JUNCTION 0.15 3.352 0.268
INLET-C2B JUNCTION 0.12 1.241 0.899
INLET-D1 JUNCTION 0.12 0.834 4.986
INLET-D2B JUNCTION 0.12 0.514 2.856
INLET-D3B JUNCTION 0.10 0.748 1.882
MH_A1 JUNCTION 0.14 0.815 3.195
MH_A3 JUNCTION 0.10 3.209 3.671
MH_B3A JUNCTION 0.09 3.304 1.656
MH_B4 JUNCTION 0.13 2.048 4.172
MH_B4A JUNCTION 0.09 2.074 3.756
MH_B5 JUNCTION 0.11 3.794 2.076
MH_C1 JUNCTION 22.99 8.198 0.000
MH_C2 JUNCTION 2.12 4.603 0.087
MH_C3 JUNCTION 1.93 8.684 3.916
MH_C4/B1 JUNCTION 0.05 0.420 3.600
MH_C5 JUNCTION 0.13 1.473 1.987
MH_C6 JUNCTION 0.12 1.622 3.388
MH_D2 JUNCTION 0.04 0.213 5.087
O112 JUNCTION 23.00 0.000 0.000
O113 JUNCTION 23.00 0.000 0.000
O114 JUNCTION 23.00 0.000 0.000
O115 JUNCTION 23.00 0.000 0.000
O300 JUNCTION 23.00 0.000 0.000
*********************
Node Flooding Summary
*********************
Flooding refers to all water that overflows a node, whether it ponds or not.
--------------------------------------------------------------------------
Total Maximum
Maximum Time of Max Flood Ponded
SWMM 5 Page 11
Hours Rate Occurrence Volume Depth
Node Flooded CFS days hr:min 10^6 gal Feet
--------------------------------------------------------------------------
EXINLET-B3C 0.01 6.32 0 00:38 0.000 6.34
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg. Max. Total
Freq. Flow Flow Volume
Outfall Node Pcnt. CFS CFS 10^6 gal
-----------------------------------------------------------
A1_POUDRE 72.44 1.99 71.44 0.863
FESB1-POUDRE 7.96 66.38 369.75 3.116
FESC1-UDALL_POND 100.00 2.88 33.57 1.761
-----------------------------------------------------------
System 60.13 71.25 470.72 5.740
********************
Link Flow Summary
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
A1 CONDUIT 71.44 0 00:41 10.33 2.54 0.95
A2 CONDUIT 71.44 0 00:41 10.11 3.94 1.00
A3 CONDUIT 62.88 0 00:41 8.90 0.69 1.00
A4 CONDUIT 60.42 0 00:41 11.58 0.66 0.90
A5 CONDUIT 21.80 0 00:40 8.92 0.80 0.81
B1 CONDUIT 369.75 0 00:39 17.46 0.98 0.90
B2 CONDUIT 314.61 0 00:40 12.53 0.68 1.00
B3 CONDUIT 304.31 0 00:40 11.28 1.33 1.00
B4 CONDUIT 290.05 0 00:38 10.36 1.30 1.00
B5 CONDUIT 152.10 0 00:43 6.84 0.83 1.00
B6 CONDUIT 109.56 0 00:44 8.76 1.00 1.00
B7 CONDUIT 89.09 0 00:44 7.16 1.04 1.00
B8 CONDUIT 78.86 0 00:44 6.28 1.10 1.00
B9 CONDUIT 69.81 0 00:44 5.80 0.80 1.00
B10 CONDUIT 53.13 0 00:39 7.31 0.60 1.00
B11 CONDUIT 51.36 0 00:40 6.38 0.58 1.00
B12 CONDUIT 33.41 0 00:40 6.28 0.56 0.98
B13 CONDUIT 33.61 0 00:40 7.32 0.40 0.87
C1 CONDUIT 33.57 0 00:41 10.69 1.93 1.00
C2 CONDUIT 33.57 0 00:41 10.69 1.89 1.00
C3 CONDUIT 33.57 0 00:41 10.69 1.46 1.00
C4 CONDUIT 33.57 0 00:41 10.69 1.90 1.00
C5 CONDUIT 92.28 0 00:40 7.34 1.15 1.00
C6 CONDUIT 64.98 0 00:40 5.29 0.83 1.00
C7 CONDUIT 65.01 0 00:40 6.76 1.22 1.00
D2 CONDUIT 41.20 0 00:41 6.87 0.85 0.90
D3 CONDUIT 41.18 0 00:41 6.97 0.99 1.00
D4 CONDUIT 17.41 0 00:41 3.63 0.68 1.00
EXLAT-B3C CONDUIT 34.20 0 00:40 11.75 0.57 1.00
EXLAT-B4B CONDUIT 12.01 0 00:40 9.79 1.24 1.00
EXLAT-B4C CONDUIT 7.94 0 00:40 8.71 0.53 0.70
SWMM 5 Page 12
LAT-A1A CONDUIT 6.92 0 00:40 6.54 0.58 0.71
LAT-A2A CONDUIT 3.29 0 00:38 5.11 0.19 1.00
LAT-A3A CONDUIT 3.99 0 00:40 5.92 0.23 0.41
LAT-A3B CONDUIT 17.94 0 00:40 10.15 1.77 1.00
LAT-A4A CONDUIT 1.92 0 00:40 2.95 1.05 0.77
LAT-B1A CONDUIT 2.98 0 00:40 3.64 0.35 0.55
LAT-B1B CONDUIT 11.14 0 00:40 7.53 0.60 0.78
LAT-B2A CONDUIT 1.98 0 00:40 3.69 0.21 0.34
LAT-B2B CONDUIT 19.84 0 00:40 7.25 0.72 0.81
LAT-B3A CONDUIT 11.77 0 00:40 3.75 1.05 1.00
LAT-B3B CONDUIT 8.10 0 00:38 1.65 0.37 1.00
LAT-B3C CONDUIT 48.93 0 00:40 7.39 0.95 1.00
LAT-B4A CONDUIT 3.03 0 00:39 1.75 0.34 1.00
LAT-B4B CONDUIT 4.62 0 00:39 1.91 0.37 1.00
LAT-B4C CONDUIT 19.74 0 00:40 10.18 0.34 1.00
LAT-B5A CONDUIT 7.61 0 00:40 5.95 0.60 0.68
LAT-B5B CONDUIT 9.00 0 00:40 5.93 0.68 0.80
LAT-B6A CONDUIT 6.91 0 00:40 6.49 0.74 0.72
LAT-B7A CONDUIT 16.65 0 00:40 6.91 0.48 0.73
LAT-B7C CONDUIT 21.39 0 00:40 7.84 0.21 0.47
LAT-B8A CONDUIT 4.86 0 00:40 5.48 0.23 0.60
LAT-B9A CONDUIT 3.98 0 00:40 6.06 0.24 0.50
LAT-B9B CONDUIT 1.99 0 00:40 4.97 0.13 0.44
LAT-B10A CONDUIT 16.19 0 00:40 7.20 0.52 0.67
LAT-B10B CONDUIT 2.98 0 00:40 5.55 0.20 0.34
LAT-B11A CONDUIT 158.58 0 00:38 12.62 1.63 1.00
LAT-C1A CONDUIT 6.00 0 00:40 3.84 0.92 1.00
LAT-C1B CONDUIT 21.85 0 00:40 12.37 1.47 1.00
LAT-C2A CONDUIT 5.04 0 00:39 5.80 0.36 0.85
LAT-C2B CONDUIT 27.21 0 00:40 9.34 0.85 0.96
LAT-C3A CONDUIT 35.39 0 00:40 11.26 4.69 1.00
LAT-D2A CONDUIT 1.97 0 00:40 3.04 0.28 0.39
LAT-D2B CONDUIT 24.59 0 00:40 13.92 1.69 1.00
LAT-D3A CONDUIT 5.95 0 00:40 4.09 0.80 0.77
LAT-D3B CONDUIT 12.69 0 00:40 7.88 0.85 0.86
MNT_STRT CONDUIT 121.88 0 00:37 2.95 0.56 0.70
12DIP CONDUIT 2.99 0 00:40 10.13 0.34 0.40
LAT-D1 CONDUIT 0.20 0 00:45 0.34 0.01 1.00
***************************
Flow Classification Summary
***************************
-----------------------------------------------------------------------------------------
Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg.
/Actual Up Down Sub Sup Up Down Froude Flow
Conduit Length Dry Dry Dry Crit Crit Crit Crit 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
A4 1.00 0.00 0.00 0.00 0.00 0.01 0.00 0.99 1.32 0.0000
A5 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.87 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 0.35 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
SWMM 5 Page 13
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 0.79 0.21 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 0.30 0.0000
LAT-A2A 1.00 0.01 0.00 0.00 0.01 0.00 0.00 0.98 0.20 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 0.16 0.0000
LAT-B1A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.16 0.0000
LAT-B1B 1.58 0.01 0.00 0.00 0.00 0.00 0.00 0.99 1.17 0.0000
LAT-B2A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.15 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 0.11 0.00 0.89 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 0.11 0.0000
LAT-B4C 1.00 0.00 0.00 0.00 0.01 0.00 0.00 0.99 0.56 0.0000
LAT-B5A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.25 0.0000
LAT-B5B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.37 0.0000
LAT-B6A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.51 0.0000
LAT-B7A 1.00 0.01 0.00 0.00 0.80 0.19 0.00 0.00 0.79 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 0.32 0.0000
LAT-B9B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.26 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 0.30 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 0.19 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 0.27 0.0000
LAT-C2B 1.52 0.01 0.00 0.00 0.00 0.00 0.00 0.99 1.16 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 0.17 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 0.19 0.0000
LAT-D3B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.82 0.0000
MNT_STRT 1.00 0.02 0.00 0.00 0.00 0.00 0.00 0.98 0.34 0.0000
12DIP 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
*************************
Conduit Surcharge Summary
*************************
SWMM 5 Page 14
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
A1 0.01 0.01 0.01 0.30 0.01
A2 0.14 0.14 0.14 0.45 0.14
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 0.10 0.01 0.01
LAT-B4C 0.05 0.05 0.05 0.01 0.01
LAT-B11A 0.12 0.12 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
Analysis begun on: Mon Jun 29 12:44:41 2015
Analysis ended on: Mon Jun 29 12:44:59 2015
Total elapsed time: 00:00:18
SWMM 5 Page 15
ATTACHMENT 2.1
Effective HEC-RAS Modeling Workmap - Walnut Street
ATTACHMENT 3.1
WATER Proposed Condition HEC-RAS Modeling Workmap
ATTACHMENT 3.2
Proposed Condition HEC-RAS Modeling Output – Walnut and Chestnut Street
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 1 of 11
HEC-RAS Version 4.1.0 Jan 2010
U.S. Army Corps of Engineers
Hydrologic Engineering Center
609 Second Street
Davis, California
X X XXXXXX XXXX XXXX XX XXXX
X X X X X X X X X X
X X X X X X X X X
XXXXXXX XXXX X XXX XXXX XXXXXX XXXX
X X X X X X X X X
X X X X X X X X X X
X X XXXXXX XXXX X X X X XXXXX
PROJECT DATA
Project Title: Walnut Street - 100yr-Proposed
Project File : Walnut_NE.prj
Run Date and Time: 7/21/2015 12:07:20 PM
Project in English units
PLAN DATA
Plan Title: Plan01_Chestnut Split
Plan File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Walnut_NE.p01
Geometry Title: Chestnut Split Flow
Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2015-06-02\Walnut_NE.g01
Flow Title : Flow 01
Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2015-06-02\Walnut_NE.f01
Plan Summary Information:
Number of: Cross Sections = 8 Multiple Openings = 0
Culverts = 0 Inline Structures = 0
Bridges = 0 Lateral Structures = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Flow 01
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 2 of 11
Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Walnut_NE.f01
Flow Data (cfs)
River Reach RS PF 1
Chestnut Split 1 30 10
Chestnut Split 1 20 12.5
Mountain Split 1 20 50
Walnut 1 20 60
Boundary Conditions
River Reach Profile Upstream
Downstream
Chestnut Split 1 PF 1 Known WS =
4973.71
Mountain Split 1 PF 1 Known WS =
4976.18
GEOMETRY DATA
Geometry Title: Chestnut Split Flow
Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Walnut_NE.g01
Reach Connection Table
River Reach Upstream Boundary Downstream Boundary
Chestnut Split 1 Split_1
Mountain Split 1 Split_1
Walnut 1 Split_1
JUNCTION INFORMATION
Name: Split_1
Description:
Energy computation Method
Length across Junction Tributary
River Reach River Reach Length Angle
Walnut 1 to Chestnut Split 1 154
Walnut 1 to Mountain Split 1 70.4
CROSS SECTION
RIVER: Chestnut Split
REACH: 1 RS: 30
INPUT
Description:
Station Elevation Data num= 6
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4977.14 23 4976.68 23.05 4976.18 41 4976.54 41.05 4977.04
46 4977.2
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .016 0 .016 46 .016
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 3 of 11
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
0 46 224.9 224.9 224.9 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4976.86 Element Left OB Channel Right OB
Vel Head (ft) 0.17 Wt. n-Val. 0.016
W.S. Elev (ft) 4976.69 Reach Len. (ft) 224.90 224.90 224.90
Crit W.S. (ft) 4976.69 Flow Area (sq ft) 6.00
E.G. Slope (ft/ft) 0.005847 Area (sq ft) 6.00
Q Total (cfs) 19.58 Flow (cfs) 19.58
Top Width (ft) 18.67 Top Width (ft) 18.67
Vel Total (ft/s) 3.26 Avg. Vel. (ft/s) 3.26
Max Chl Dpth (ft) 0.51 Hydr. Depth (ft) 0.32
Conv. Total (cfs) 256.0 Conv. (cfs) 256.0
Length Wtd. (ft) 224.90 Wetted Per. (ft) 19.27
Min Ch El (ft) 4976.18 Shear (lb/sq ft) 0.11
Alpha 1.00 Stream Power (lb/ft s) 46.00 0.00 0.00
Frctn Loss (ft) 1.38 Cum Volume (acre-ft) 0.10 0.00
C & E Loss (ft) 0.01 Cum SA (acres) 0.34 0.00
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
for the water surface and continued on with the calculations.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross
section. This may indicate the
need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
RIVER: Chestnut Split
REACH: 1 RS: 20
INPUT
Description:
Station Elevation Data num= 7
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4975.45 10 4975.25 10.05 4974.75 27 4975.4 44 4974.75
44.05 4975.25 54 4975.45
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .016 0 .016 54 .016
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
0 54 113.1 113.1 113.1 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4975.42 Element Left OB Channel Right OB
Vel Head (ft) 0.12 Wt. n-Val. 0.016
W.S. Elev (ft) 4975.30 Reach Len. (ft) 113.10 113.10 113.10
Crit W.S. (ft) 4975.30 Flow Area (sq ft) 7.89
E.G. Slope (ft/ft) 0.006369 Area (sq ft) 7.89
Q Total (cfs) 22.08 Flow (cfs) 22.08
Top Width (ft) 33.04 Top Width (ft) 33.04
Vel Total (ft/s) 2.80 Avg. Vel. (ft/s) 2.80
Max Chl Dpth (ft) 0.54 Hydr. Depth (ft) 0.24
Conv. Total (cfs) 276.6 Conv. (cfs) 276.6
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 4 of 11
Length Wtd. (ft) 113.10 Wetted Per. (ft) 33.97
Min Ch El (ft) 4974.75 Shear (lb/sq ft) 0.09
Alpha 1.00 Stream Power (lb/ft s) 54.00 0.00 0.00
Frctn Loss (ft) 0.71 Cum Volume (acre-ft) 0.07 0.00
C & E Loss (ft) 0.00 Cum SA (acres) 0.21 0.00
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross
section. This may indicate the
need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
RIVER: Chestnut Split
REACH: 1 RS: 10
INPUT
Description:
Station Elevation Data num= 36
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4981 .1 4974.78 3.76 4974.66 6.16 4974.7 6.45 4974.71
7.98 4974.52 10.34 4974.24 10.6 4974.09 10.87 4973.88 12.36 4973.95
23.84 4974.25 24.64 4974.27 25.25 4974.27 48.43 4974.49 48.98 4974.49
61.12 4974.31 67.12 4974.22 84.73 4973.44 85.39 4973.42 85.42 4973.42
86.39 4973.5 86.52 4973.36 86.71 4973.68 86.85 4973.85 86.88 4973.85
86.97 4973.81 86.98 4973.81 87.05 4973.81 87.08 4973.81 89.84 4973.88
93.27 4974.09 95.28 4974.27 96.53 4974.34 97.34 4974.36 98.5 4974.38
98.6 4981
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .016 3.76 .016 96.53 .016
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
3.76 96.53 92.8 92.8 92.8 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4974.21 Element Left OB Channel Right OB
Vel Head (ft) 0.13 Wt. n-Val. 0.016
W.S. Elev (ft) 4974.08 Reach Len. (ft) 92.80 92.80 92.80
Crit W.S. (ft) 4974.08 Flow Area (sq ft) 7.61
E.G. Slope (ft/ft) 0.006118 Area (sq ft) 7.61
Q Total (cfs) 22.08 Flow (cfs) 22.08
Top Width (ft) 29.74 Top Width (ft) 29.74
Vel Total (ft/s) 2.90 Avg. Vel. (ft/s) 2.90
Max Chl Dpth (ft) 0.72 Hydr. Depth (ft) 0.26
Conv. Total (cfs) 282.3 Conv. (cfs) 282.3
Length Wtd. (ft) 92.80 Wetted Per. (ft) 30.17
Min Ch El (ft) 4973.36 Shear (lb/sq ft) 0.10
Alpha 1.00 Stream Power (lb/ft s) 98.60 0.00 0.00
Frctn Loss (ft) 0.04 Cum Volume (acre-ft) 0.05 0.00
C & E Loss (ft) 0.04 Cum SA (acres) 0.13 0.00
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 5 of 11
for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
RIVER: Chestnut Split
REACH: 1 RS: 5
INPUT
Description:
Station Elevation Data num= 38
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4984 .1 4974.3 .35 4974.3 .56 4974.29 2.23 4974.12
2.42 4974.11 6.07 4973.84 12.55 4973.47 12.65 4973.33 13.17 4972.86
13.47 4972.87 13.88 4972.91 14.63 4972.96 15.38 4973.06 15.4 4973.07
25 4973.46 28.59 4973.55 30.63 4973.56 37.17 4973.56 50.1 4973.57
50.37 4973.57 51.25 4973.58 68.28 4973.4 69.81 4973.38 73.77 4973.17
86.76 4972.5 88.44 4972.37 88.89 4972.35 89.35 4973.03 89.41 4973.12
90.25 4972.91 91.76 4972.98 93.98 4973.3 95.38 4973.3 96.53 4973.35
99.83 4973.44 100.1 4973.45 100.2 4984
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .016 6.07 .016 96.53 .016
Bank Sta: Left Right Coeff Contr. Expan.
6.07 96.53 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4973.72 Element Left OB Channel Right OB
Vel Head (ft) 0.01 Wt. n-Val. 0.016 0.016
W.S. Elev (ft) 4973.71 Reach Len. (ft)
Crit W.S. (ft) 4973.15 Flow Area (sq ft) 35.50 1.11
E.G. Slope (ft/ft) 0.000145 Area (sq ft) 35.50 1.11
Q Total (cfs) 22.08 Flow (cfs) 21.53 0.54
Top Width (ft) 91.76 Top Width (ft) 88.18 3.57
Vel Total (ft/s) 0.60 Avg. Vel. (ft/s) 0.61 0.49
Max Chl Dpth (ft) 1.36 Hydr. Depth (ft) 0.40 0.31
Conv. Total (cfs) 1832.6 Conv. (cfs) 1787.3 45.2
Length Wtd. (ft) Wetted Per. (ft) 88.95 3.83
Min Ch El (ft) 4972.35 Shear (lb/sq ft) 0.00 0.00
Alpha 1.00 Stream Power (lb/ft s) 100.20 0.00 0.00
Frctn Loss (ft) Cum Volume (acre-ft)
C & E Loss (ft) Cum SA (acres)
CROSS SECTION
RIVER: Mountain Split
REACH: 1 RS: 20
INPUT
Description:
Station Elevation Data num= 37
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
7.25 4978.23 11.84 4978.11 12.27 4978.08 12.74 4978.03 18.87 4977.05
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 6 of 11
18.95 4976.97 19.39 4976.54 19.68 4976.56 21.38 4976.68 26.56 4976.67
38.06 4976.66 38.09 4976.66 38.1 4976.66 38.53 4976.67 38.93 4976.68
39.8 4976.68 39.85 4976.63 40 4976.63 41.56 4976.64 45.49 4976.46
49.69 4976.39 52.51 4976.38 62.19 4976.2 64.02 4976.18 65.86 4975.88
66.23 4975.83 66.56 4975.83 66.78 4976.08 67.15 4976.5 69.14 4976.51
71.09 4976.52 71.24 4976.5 72.64 4976.36 73.48 4976.41 74.36 4976.47
75.62 4976.53 80 4976.68
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
7.25 .016 11.84 .016 75.62 .016
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
11.84 75.62 179.3 179.3 179.3 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4976.85 Element Left OB Channel Right OB
Vel Head (ft) 0.14 Wt. n-Val. 0.016 0.016
W.S. Elev (ft) 4976.71 Reach Len. (ft) 179.30 179.30 179.30
Crit W.S. (ft) 4976.71 Flow Area (sq ft) 13.25 0.48
E.G. Slope (ft/ft) 0.007216 Area (sq ft) 13.25 0.48
Q Total (cfs) 40.42 Flow (cfs) 39.57 0.85
Top Width (ft) 60.79 Top Width (ft) 56.41 4.38
Vel Total (ft/s) 2.95 Avg. Vel. (ft/s) 2.99 1.79
Max Chl Dpth (ft) 0.88 Hydr. Depth (ft) 0.23 0.11
Conv. Total (cfs) 475.9 Conv. (cfs) 465.8 10.0
Length Wtd. (ft) 179.30 Wetted Per. (ft) 56.86 4.42
Min Ch El (ft) 4975.83 Shear (lb/sq ft) 0.10 0.05
Alpha 1.01 Stream Power (lb/ft s) 80.00 0.00 0.00
Frctn Loss (ft) 0.15 Cum Volume (acre-ft) 0.00 0.12 0.00
C & E Loss (ft) 0.04 Cum SA (acres) 0.00 0.33 0.01
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
for the water surface and continued on with the calculations.
Warning: The cross-section end points had to be extended vertically for the computed water
surface.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
RIVER: Mountain Split
REACH: 1 RS: 10
INPUT
Description:
Station Elevation Data num= 61
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4981 .1 4975.92 1.42 4975.93 9.93 4975.63 12.88 4975.5
14.56 4975.4 16.97 4975.33 17.37 4975.03 17.58 4974.86 19.22 4974.97
19.58 4975.01 19.61 4975 22.89 4975.25 23.47 4975.28 27.21 4975.47
27.47 4975.48 32.38 4975.69 34.39 4975.78 34.67 4975.79 35.43 4975.78
35.44 4975.8 39.92 4975.91 41.77 4975.94 48.53 4976.15 53.97 4976.21
58.88 4976.26 60.92 4976.22 62.38 4976.23 63.6 4976.25 64.06 4976.25
65.81 4976.23 67.99 4976.22 69.08 4976.19 74.15 4975.99 74.66 4976.96
74.69 4977.01 75.43 4976.95 76.47 4976.87 77.6 4976.84 79.53 4977.05
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 7 of 11
106.07 4975.78 110.29 4975.67 112.77 4975.61 121.21 4975.39 121.8 4975.34
123.21 4975.22 123.36 4975.36 123.71 4975.72 126.88 4975.77 128.14 4975.78
128.27 4975.79 128.62 4975.78 128.76 4975.8 128.87 4976.13 128.91 4975.79
129 4981
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .016 1.42 .016 126.88 .016
Bank Sta: Left Right Coeff Contr. Expan.
1.42 126.88 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4976.19 Element Left OB Channel Right OB
Vel Head (ft) 0.01 Wt. n-Val. 0.016 0.016 0.016
W.S. Elev (ft) 4976.18 Reach Len. (ft)
Crit W.S. (ft) 4975.77 Flow Area (sq ft) 0.34 43.52 0.79
E.G. Slope (ft/ft) 0.000302 Area (sq ft) 0.34 43.52 0.79
Q Total (cfs) 40.42 Flow (cfs) 0.19 39.70 0.53
Top Width (ft) 105.12 Top Width (ft) 1.33 101.76 2.04
Vel Total (ft/s) 0.91 Avg. Vel. (ft/s) 0.58 0.91 0.67
Max Chl Dpth (ft) 1.32 Hydr. Depth (ft) 0.25 0.43 0.39
Conv. Total (cfs) 2325.6 Conv. (cfs) 11.2 2284.1 30.3
Length Wtd. (ft) Wetted Per. (ft) 1.58 102.45 2.96
Min Ch El (ft) 4974.86 Shear (lb/sq ft) 0.00 0.01 0.01
Alpha 1.01 Stream Power (lb/ft s) 129.00 0.00 0.00
Frctn Loss (ft) Cum Volume (acre-ft)
C & E Loss (ft) Cum SA (acres)
Warning: Divided flow computed for this cross-section.
CROSS SECTION
RIVER: Walnut
REACH: 1 RS: 20
INPUT
Description: Effective Model Section 2+58
Station Elevation Data num= 13
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
100 4981.18 100.1 4979.08 106.2 4978.78 116 4978.32 116.2 4977.9
118.3 4977.77 141.2 4979.02 153.9 4979.2 165.7 4979.02 191.3 4978.48
191.6 4978.98 203.6 4979.18 203.7 4981.18
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
100 .016 106.2 .016 203.6 .016
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
106.2 203.6 183.3 183.3 183.3 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4979.00 Element Left OB Channel Right OB
Vel Head (ft) 0.19 Wt. n-Val. 0.016 0.016
W.S. Elev (ft) 4978.81 Reach Len. (ft) 183.30 183.30 183.30
Crit W.S. (ft) 4978.81 Flow Area (sq ft) 0.01 17.12
E.G. Slope (ft/ft) 0.005516 Area (sq ft) 0.01 17.12
Q Total (cfs) 60.00 Flow (cfs) 0.00 60.00
Top Width (ft) 47.36 Top Width (ft) 0.56 46.80
Vel Total (ft/s) 3.50 Avg. Vel. (ft/s) 0.39 3.50
Max Chl Dpth (ft) 1.04 Hydr. Depth (ft) 0.01 0.37
Conv. Total (cfs) 807.8 Conv. (cfs) 0.0 807.8
Length Wtd. (ft) 183.30 Wetted Per. (ft) 0.56 47.30
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 8 of 11
Min Ch El (ft) 4977.77 Shear (lb/sq ft) 0.00 0.12
Alpha 1.00 Stream Power (lb/ft s) 203.70 0.00 0.00
Frctn Loss (ft) 0.92 Cum Volume (acre-ft) 0.00 0.11 0.01
C & E Loss (ft) 0.02 Cum SA (acres) 0.00 0.24 0.03
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross
section. This may indicate the
need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
RIVER: Walnut
REACH: 1 RS: 10
INPUT
Description:
Station Elevation Data num= 49
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4981 1.02 4977.13 1.14 4977.1 8.14 4976.98 8.84 4976.96
10.44 4976.82 11.7 4976.81 11.94 4976.8 12.29 4976.37 12.38 4976.28
12.92 4976.23 14.83 4976.19 19.29 4976.53 20.24 4976.59 21.78 4976.67
28.24 4976.97 38.58 4977.18 44.11 4977.29 46.18 4977.32 46.6 4977.31
54.9 4977.12 62.06 4976.91 66.97 4976.8 67.12 4976.8 68.6 4976.75
71.42 4976.67 72.77 4976.6 74.13 4976.51 74.79 4976.84 74.98 4976.96
74.99 4976.98 76.48 4977.16 77.63 4976.94 78.24 4976.93 80.15 4976.93
80.23 4976.79 80.25 4976.78 81.82 4976.85 82.66 4976.89 83.28 4976.93
86.58 4976.93 89.45 4976.96 91.08 4976.92 91.47 4976.92 92.26 4976.92
98.6 4976.88 99.55 4976.88 101.6 4976.89 101.7 4981
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .016 1.02 .016 89.45 .016
Bank Sta: Left Right Coeff Contr. Expan.
1.02 89.45 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4977.24 Element Left OB Channel Right OB
Vel Head (ft) 0.11 Wt. n-Val. 0.016 0.016
W.S. Elev (ft) 4977.13 Reach Len. (ft)
Crit W.S. (ft) 4977.11 Flow Area (sq ft) 19.78 2.73
E.G. Slope (ft/ft) 0.004606 Area (sq ft) 19.78 2.73
Q Total (cfs) 60.00 Flow (cfs) 53.74 6.26
Top Width (ft) 81.54 Top Width (ft) 69.38 12.16
Vel Total (ft/s) 2.67 Avg. Vel. (ft/s) 2.72 2.30
Max Chl Dpth (ft) 0.94 Hydr. Depth (ft) 0.29 0.22
Conv. Total (cfs) 884.1 Conv. (cfs) 791.8 92.3
Length Wtd. (ft) Wetted Per. (ft) 69.91 12.39
Min Ch El (ft) 4976.19 Shear (lb/sq ft) 0.08 0.06
Alpha 1.01 Stream Power (lb/ft s) 101.70 0.00 0.00
Frctn Loss (ft) 0.38 Cum Volume (acre-ft) 0.04 0.00
C & E Loss (ft) 0.00 Cum SA (acres)
Warning: Divided flow computed for this cross-section.
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 9 of 11
Warning: A flow split was encountered. The program first calculated the momentum of both
channels below the junction. An
energy balance was performed across the junction from the stream with the highest
momentum downstream to the
section upstream.
SUMMARY OF MANNING'S N VALUES
River:Chestnut Split
Reach River Sta. n1 n2 n3
1 30 .016 .016 .016
1 20 .016 .016 .016
1 10 .016 .016 .016
1 5 .016 .016 .016
River:Mountain Split
Reach River Sta. n1 n2 n3
1 20 .016 .016 .016
1 10 .016 .016 .016
River:Walnut
Reach River Sta. n1 n2 n3
1 20 .016 .016 .016
1 10 .016 .016 .016
SUMMARY OF REACH LENGTHS
River: Chestnut Split
Reach River Sta. Left Channel Right
1 30 224.9 224.9 224.9
1 20 113.1 113.1 113.1
1 10 92.8 92.8 92.8
1 5
River: Mountain Split
Reach River Sta. Left Channel Right
1 20 179.3 179.3 179.3
1 10
River: Walnut
Reach River Sta. Left Channel Right
1 20 183.3 183.3 183.3
1 10
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 10 of 11
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: Chestnut Split
Reach River Sta. Contr. Expan.
1 30 .1 .3
1 20 .1 .3
1 10 .1 .3
1 5 .1 .3
River: Mountain Split
Reach River Sta. Contr. Expan.
1 20 .1 .3
1 10 .1 .3
River: Walnut
Reach River Sta. Contr. Expan.
1 20 .1 .3
1 10 .1 .3
Profile Output Table - Standard Table 1
River Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit
W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl
(cfs) (ft) (ft)
(ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
Chestnut Split 1 5 PF 1 22.08 4972.35 4973.71
4973.15 4973.72 0.000145 0.61 36.61 91.76 0.17
Chestnut Split 1 10 PF 1 22.08 4973.36 4974.08
4974.08 4974.21 0.006118 2.90 7.61 29.74 1.01
Chestnut Split 1 20 PF 1 22.08 4974.75 4975.30
4975.30 4975.42 0.006369 2.80 7.89 33.04 1.01
Chestnut Split 1 30 PF 1 19.58 4976.18 4976.69
4976.69 4976.86 0.005847 3.26 6.00 18.67 1.01
Mountain Split 1 10 PF 1 40.42 4974.86 4976.18
4975.77 4976.19 0.000302 0.91 44.65 105.12 0.25
Mountain Split 1 20 PF 1 40.42 4975.83 4976.71
4976.71 4976.85 0.007216 2.99 13.72 60.79 1.09
Walnut 1 10 PF 1 60.00 4976.19 4977.13
4977.11 4977.24 0.004606 2.72 22.51 81.54 0.90
Walnut 1 20 PF 1 60.00 4977.77 4978.81
4978.81 4979.00 0.005516 3.50 17.13 47.36 1.02
Profile Output Table - Standard Table 2
River Reach River Sta Profile E.G. Elev W.S. Elev Vel Head
Frctn Loss C & E Loss Q Left Q Channel Q Right Top Width
(ft) (ft) (ft)
(ft) (ft) (cfs) (cfs) (cfs) (ft)
Chestnut Split 1 5 PF 1 4973.72 4973.71 0.01
21.53 0.54 91.76
Chestnut Split 1 10 PF 1 4974.21 4974.08 0.13
0.04 0.04 22.08 29.74
Chestnut Split 1 20 PF 1 4975.42 4975.30 0.12
0.71 0.00 22.08 33.04
FORT COLLINS HOTEL
WALNUT STREET AND CHESTNUT STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; July 15, 2015
Page 11 of 11
Chestnut Split 1 30 PF 1 4976.86 4976.69 0.17
1.38 0.01 19.58 18.67
Mountain Split 1 10 PF 1 4976.19 4976.18 0.01
0.19 39.70 0.53 105.12
Mountain Split 1 20 PF 1 4976.85 4976.71 0.14
0.15 0.04 39.57 0.85 60.79
Walnut 1 10 PF 1 4977.24 4977.13 0.11
0.38 0.00 53.74 6.26 81.54
Walnut 1 20 PF 1 4979.00 4978.81 0.19
0.92 0.02 0.00 60.00 47.36
ATTACHMENT 3.3
Proposed Condition HEC-RAS Modeling Output – Jefferson Street
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 1 of 6
HEC-RAS Version 4.1.0 Jan 2010
U.S. Army Corps of Engineers
Hydrologic Engineering Center
609 Second Street
Davis, California
X X XXXXXX XXXX XXXX XX XXXX
X X X X X X X X X X
X X X X X X X X X
XXXXXXX XXXX X XXX XXXX XXXXXX XXXX
X X X X X X X X X
X X X X X X X X X X
X X XXXXXX XXXX X X X X XXXXX
PROJECT DATA
Project Title: Jefferson Street - 100yr-Proposed
Project File : Jeff_NE.prj
Run Date and Time: 6/29/2015 1:31:30 PM
Project in English units
PLAN DATA
Plan Title: Plan 01
Plan File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Jeff_NE.p01
Geometry Title: Jefferson Street
Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2015-06-02\Jeff_NE.g01
Flow Title : Jefferson Street-100yr
Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2015-06-02\Jeff_NE.f01
Plan Summary Information:
Number of: Cross Sections = 4 Multiple Openings = 0
Culverts = 0 Inline Structures = 0
Bridges = 0 Lateral Structures = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Jefferson Street-100yr
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 2 of 6
Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Jeff_NE.f01
Flow Data (cfs)
River Reach RS PF 1
Jefferson 1 40 24.1
Boundary Conditions
River Reach Profile Upstream
Downstream
Jefferson 1 PF 1 Normal S =
0.0076
GEOMETRY DATA
Geometry Title: Jefferson Street
Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Jeff_NE.g01
CROSS SECTION
RIVER: Jefferson
REACH: 1 RS: 40
INPUT
Description:
Station Elevation Data num= 62
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4976.32 8.91 4976.14 8.96 4976.12 9.35 4976.04 11.03 4975.87
15.82 4976.56 16.19 4976.56 27.93 4976.13 28.19 4976.13 28.47 4976.09
28.5 4976.09 28.9 4975.52 28.94 4975.44 29 4975.51 29.3 4975.42
29.38 4976.1 29.44 4976.13 29.62 4976.13 29.8 4976.12 29.85 4975.8
47.44 4976.12 49 4976.14 50.2 4976.02 51.93 4975.94 58.12 4975.88
58.96 4975.88 64.3 4975.72 65.03 4975.7 68.09 4975.78 68.29 4975.78
69.11 4975.8 70.45 4975.79 70.73 4975.51 71.02 4975.29 71.75 4975.26
72.86 4975.26 81.5 4975.71 84.96 4975.89 89.21 4975.98 100 4976.21
100.19 4976.21 105.26 4976.17 109.83 4976.15 125.19 4975.73 127.61 4975.63
129.03 4975.58 129.37 4975.57 129.39 4975.59 129.43 4975.6 130.13 4975.89
130.64 4975.91 133.67 4976.01 141.4 4976.28 141.41 4976.32 143.56 4976.26
151.65 4976.31 164.98 4976.7 172.53 4976.68 187.79 4976.56 194.5 4976.55
196.66 4976.56 200 4976.58
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .016 68.09 .016 133.67 .016
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
68.09 133.67 151 151 151 .1 .3
Blocked Obstructions num= 2
Sta L Sta R Elev Sta L Sta R Elev
0 64 4984 141 200 4984
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4976.04 Element Left OB Channel Right OB
Vel Head (ft) 0.13 Wt. n-Val. 0.016 0.016
W.S. Elev (ft) 4975.91 Reach Len. (ft) 151.00 151.00 151.00
Crit W.S. (ft) 4975.91 Flow Area (sq ft) 0.74 7.69
E.G. Slope (ft/ft) 0.006199 Area (sq ft) 0.74 7.69
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 3 of 6
Q Total (cfs) 24.10 Flow (cfs) 1.67 22.43
Top Width (ft) 34.34 Top Width (ft) 4.09 30.25
Vel Total (ft/s) 2.86 Avg. Vel. (ft/s) 2.26 2.92
Max Chl Dpth (ft) 0.65 Hydr. Depth (ft) 0.18 0.25
Conv. Total (cfs) 306.1 Conv. (cfs) 21.2 284.9
Length Wtd. (ft) 151.00 Wetted Per. (ft) 4.28 30.53
Min Ch El (ft) 4975.26 Shear (lb/sq ft) 0.07 0.10
Alpha 1.01 Stream Power (lb/ft s) 200.00 0.00 0.00
Frctn Loss (ft) 0.88 Cum Volume (acre-ft) 0.00 0.08 0.01
C & E Loss (ft) 0.00 Cum SA (acres) 0.03 0.31 0.03
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross
section. This may indicate the
need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
RIVER: Jefferson
REACH: 1 RS: 30
INPUT
Description:
Station Elevation Data num= 33
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
63.9 4984 64 4974.57 65.12 4974.58 69.52 4974.67 70.39 4974.63
70.4 4974.58 70.58 4974.5 71 4974.17 71.92 4974.1 72.69 4974.14
80.06 4974.45 85.13 4974.69 85.31 4974.7 96.96 4975.03 100 4975.05
100.04 4975.05 103.48 4975.04 105.43 4974.98 109.65 4974.84 122.4 4974.58
122.48 4974.63 124.48 4974.52 127.25 4974.32 128.28 4974.26 129.17 4974.2
129.39 4974.47 129.68 4974.79 130.15 4974.71 130.23 4974.71 132.98 4974.87
135.57 4974.96 141 4975.04 141.1 4984
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
63.9 .016 69.52 .016 132.98 .016
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
69.52 132.98 135 135 135 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4974.85 Element Left OB Channel Right OB
Vel Head (ft) 0.11 Wt. n-Val. 0.016 0.016
W.S. Elev (ft) 4974.74 Reach Len. (ft) 135.00 135.00 135.00
Crit W.S. (ft) 4974.74 Flow Area (sq ft) 0.69 8.40
E.G. Slope (ft/ft) 0.005478 Area (sq ft) 0.69 8.40
Q Total (cfs) 24.10 Flow (cfs) 1.16 22.94
Top Width (ft) 38.55 Top Width (ft) 5.52 33.03
Vel Total (ft/s) 2.65 Avg. Vel. (ft/s) 1.68 2.73
Max Chl Dpth (ft) 0.64 Hydr. Depth (ft) 0.12 0.25
Conv. Total (cfs) 325.6 Conv. (cfs) 15.7 309.9
Length Wtd. (ft) 135.00 Wetted Per. (ft) 5.69 33.50
Min Ch El (ft) 4974.10 Shear (lb/sq ft) 0.04 0.09
Alpha 1.03 Stream Power (lb/ft s) 141.10 0.00 0.00
Frctn Loss (ft) 0.74 Cum Volume (acre-ft) 0.00 0.05 0.01
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 4 of 6
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
for the water surface and continued on with the calculations.
Warning: Divided flow computed for this cross-section.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross
section. This may indicate the
need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
RIVER: Jefferson
REACH: 1 RS: 20
INPUT
Description:
Station Elevation Data num= 27
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
63.9 4984 64 4974.15 66.18 4973.98 68.96 4973.95 70.58 4973.88
70.89 4973.4 71.12 4973.12 72.51 4973.17 72.87 4973.18 85.09 4973.67
93.85 4973.86 99.78 4973.99 100 4973.99 110.73 4973.9 110.89 4973.9
110.94 4973.9 125.63 4973.42 126.52 4973.37 127.59 4973.29 127.9 4973.26
128.73 4973.22 128.93 4973.43 129.32 4973.63 131.52 4973.59 132.56 4973.58
141 4973.43 141.1 4984
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
63.9 .016 68.96 .016 131.52 .016
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
68.96 131.52 148 148 148 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4973.81 Element Left OB Channel Right OB
Vel Head (ft) 0.10 Wt. n-Val. 0.016 0.016
W.S. Elev (ft) 4973.71 Reach Len. (ft) 148.00 148.00 148.00
Crit W.S. (ft) 4973.69 Flow Area (sq ft) 7.50 1.86
E.G. Slope (ft/ft) 0.005509 Area (sq ft) 7.50 1.86
Q Total (cfs) 24.10 Flow (cfs) 19.86 4.24
Top Width (ft) 40.50 Top Width (ft) 31.01 9.48
Vel Total (ft/s) 2.58 Avg. Vel. (ft/s) 2.65 2.28
Max Chl Dpth (ft) 0.59 Hydr. Depth (ft) 0.24 0.20
Conv. Total (cfs) 324.7 Conv. (cfs) 267.5 57.2
Length Wtd. (ft) 148.00 Wetted Per. (ft) 31.48 9.76
Min Ch El (ft) 4973.12 Shear (lb/sq ft) 0.08 0.07
Alpha 1.01 Stream Power (lb/ft s) 141.10 0.00 0.00
Frctn Loss (ft) 0.83 Cum Volume (acre-ft) 0.00 0.03 0.00
C & E Loss (ft) 0.00 Cum SA (acres) 0.00 0.10 0.02
Warning: Divided flow computed for this cross-section.
CROSS SECTION
RIVER: Jefferson
REACH: 1 RS: 10
INPUT
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 5 of 6
Description:
Station Elevation Data num= 42
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
63.9 4983 64 4973.25 64.95 4972.84 67.88 4972.66 69.52 4972.6
70.7 4972.62 70.75 4972.7 71.02 4972.15 72.48 4972.32 72.76 4972.35
78.64 4972.65 88.5 4973.12 93.88 4973.23 99.79 4973.35 100 4973.35
113.85 4973.03 115.34 4972.99 116.12 4972.95 127.15 4972.35 128.54 4972.27
128.76 4972.44 128.89 4972.43 128.91 4972.44 128.99 4972.45 129.3 4972.33
129.74 4972.38 130.08 4972.51 130.8 4972.72 131.29 4972.77 132.43 4972.87
132.54 4972.88 133.73 4972.86 134.24 4972.87 138.19 4973.02 138.3 4973.03
138.42 4973.01 138.91 4972.96 139.04 4973.12 140.93 4973.32 140.95 4973.32
141 4973.33 141.1 4983
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
63.9 .016 67.88 .016 132.43 .016
Bank Sta: Left Right Coeff Contr. Expan.
67.88 132.43 .1 .3
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4972.98 Element Left OB Channel Right OB
Vel Head (ft) 0.13 Wt. n-Val. 0.016 0.016
W.S. Elev (ft) 4972.84 Reach Len. (ft)
Crit W.S. (ft) 4972.84 Flow Area (sq ft) 0.27 8.04
E.G. Slope (ft/ft) 0.005663 Area (sq ft) 0.27 8.04
Q Total (cfs) 24.10 Flow (cfs) 0.38 23.72
Top Width (ft) 31.69 Top Width (ft) 2.93 28.75
Vel Total (ft/s) 2.90 Avg. Vel. (ft/s) 1.41 2.95
Max Chl Dpth (ft) 0.69 Hydr. Depth (ft) 0.09 0.28
Conv. Total (cfs) 320.3 Conv. (cfs) 5.0 315.2
Length Wtd. (ft) Wetted Per. (ft) 2.94 29.33
Min Ch El (ft) 4972.15 Shear (lb/sq ft) 0.03 0.10
Alpha 1.02 Stream Power (lb/ft s) 141.10 0.00 0.00
Frctn Loss (ft) Cum Volume (acre-ft)
C & E Loss (ft) Cum SA (acres)
Warning: Divided flow computed for this cross-section.
Warning: Slope too steep for slope area to converge during supercritical flow calculations
(normal depth is below critical depth).
Water surface set to critical depth.
SUMMARY OF MANNING'S N VALUES
River:Jefferson
Reach River Sta. n1 n2 n3
1 40 .016 .016 .016
1 30 .016 .016 .016
1 20 .016 .016 .016
1 10 .016 .016 .016
SUMMARY OF REACH LENGTHS
River: Jefferson
Reach River Sta. Left Channel Right
1 40 151 151 151
FORT COLLINS HOTEL
JEFFERSON STREET HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 6 of 6
1 30 135 135 135
1 20 148 148 148
1 10
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: Jefferson
Reach River Sta. Contr. Expan.
1 40 .1 .3
1 30 .1 .3
1 20 .1 .3
1 10 .1 .3
Profile Output Table - Standard Table 1
Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev
E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl
(cfs) (ft) (ft) (ft) (ft)
(ft/ft) (ft/s) (sq ft) (ft)
1 10 PF 1 24.10 4972.15 4972.84 4972.84 4972.98
0.005663 2.95 8.31 31.69 0.98
1 20 PF 1 24.10 4973.12 4973.71 4973.69 4973.81
0.005509 2.65 9.36 40.50 0.95
1 30 PF 1 24.10 4974.10 4974.74 4974.74 4974.85
0.005478 2.73 9.08 38.55 0.96
1 40 PF 1 24.10 4975.26 4975.91 4975.91 4976.04
0.006199 2.92 8.43 34.34 1.02
Profile Output Table - Standard Table 2
Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C & E
Loss Q Left Q Channel Q Right Top Width
(ft) (ft) (ft) (ft)
(ft) (cfs) (cfs) (cfs) (ft)
1 10 PF 1 4972.98 4972.84 0.13
0.38 23.72 31.69
1 20 PF 1 4973.81 4973.71 0.10 0.83
0.00 19.86 4.24 40.50
1 30 PF 1 4974.85 4974.74 0.11 0.74
0.00 1.16 22.94 38.55
1 40 PF 1 4976.04 4975.91 0.13 0.88
0.00 1.67 22.43 34.34
ATTACHMENT 3.4
Proposed Condition HEC-RAS Modeling Output – Firehouse Alley
FORT COLLINS HOTEL
FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 1 of 5
HEC-RAS Version 4.1.0 Jan 2010
U.S. Army Corps of Engineers
Hydrologic Engineering Center
609 Second Street
Davis, California
X X XXXXXX XXXX XXXX XX XXXX
X X X X X X X X X X
X X X X X X X X X
XXXXXXX XXXX X XXX XXXX XXXXXX XXXX
X X X X X X X X X
X X X X X X X X X X
X X XXXXXX XXXX X X X X XXXXX
PROJECT DATA
Project Title: Alley - 100yr-Proposed
Project File : Alley_NE.prj
Run Date and Time: 6/29/2015 1:32:05 PM
Project in English units
PLAN DATA
Plan Title: Plan 01
Plan File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Alley_NE.p01
Geometry Title: Alley
Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2015-06-02\Alley_NE.g02
Flow Title : Alley-100yr
Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-
2015-06-02\Alley_NE.f01
Plan Summary Information:
Number of: Cross Sections = 3 Multiple Openings = 0
Culverts = 0 Inline Structures = 0
Bridges = 0 Lateral Structures = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Alley-100yr
FORT COLLINS HOTEL
FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 2 of 5
Flow File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Alley_NE.f01
Flow Data (cfs)
River Reach RS PF 1
Alley 1 30 9.5
Boundary Conditions
River Reach Profile Upstream
Downstream
Alley 1 PF 1 Known WS =
4975.26
GEOMETRY DATA
Geometry Title: Alley
Geometry File : d:\Projects\947-002\Drainage\Modeling\HEC-RAS\HEC-RAS-Proposed Cond-2015-06-
02\Alley_NE.g02
CROSS SECTION
RIVER: Alley
REACH: 1 RS: 30
INPUT
Description:
Station Elevation Data num= 19
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
.9 4988 1 4977.85 4.51 4977.83 4.97 4977.89 9.26 4977.94
11 4978 12.87 4978.07 16.55 4978.11 19.64 4978.23 19.69 4978.24
20.89 4978.21 214978.214 28.89 4978.52 29.94 4978.55 31.47 4978.58
32.32 4978.59 33.42 4978.62 34.23 4978.6 41 4978.68
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
.9 .016 1 .016 21 .016
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
1 21 155 155 155 .1 .3
Blocked Obstructions num= 1
Sta L Sta R Elev
21 41 4988
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4978.29 Element Left OB Channel Right OB
Vel Head (ft) 0.10 Wt. n-Val. 0.000 0.016
W.S. Elev (ft) 4978.19 Reach Len. (ft) 155.00 155.00 155.00
Crit W.S. (ft) 4978.19 Flow Area (sq ft) 0.00 3.66
E.G. Slope (ft/ft) 0.006350 Area (sq ft) 0.00 3.66
Q Total (cfs) 9.50 Flow (cfs) 0.00 9.50
Top Width (ft) 17.58 Top Width (ft) 17.57
Vel Total (ft/s) 2.60 Avg. Vel. (ft/s) 0.10 2.60
Max Chl Dpth (ft) 0.36 Hydr. Depth (ft) 0.17 0.21
Conv. Total (cfs) 119.2 Conv. (cfs) 0.0 119.2
Length Wtd. (ft) 155.00 Wetted Per. (ft) 0.34 17.58
Min Ch El (ft) 4977.83 Shear (lb/sq ft) 0.08
Alpha 1.00 Stream Power (lb/ft s) 41.00 0.00 0.00
Frctn Loss (ft) 1.00 Cum Volume (acre-ft) 0.00 0.03 0.00
FORT COLLINS HOTEL
FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 3 of 5
C & E Loss (ft) 0.00 Cum SA (acres) 0.11
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
for the water surface and continued on with the calculations.
Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross
section. This may indicate the
need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
RIVER: Alley
REACH: 1 RS: 20
INPUT
Description:
Station Elevation Data num= 19
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4975.67 3.99 4975.59 10.37 4975.51 16.01 4975.49 16.04 4975.49
204975.468 26.87 4975.43 26.98 4975.49 30 4975.49 31.13 4975.5
32.27 4975.52 32.91 4975.5 34.63 4975.5 404975.547 40.28 4975.55
40.72 4975.5 51.87 4975.73 54.86 4975.84 60 4975.82
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .016 20 .016 40 .016
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
20 40 92 92 92 .1 .3
Blocked Obstructions num= 2
Sta L Sta R Elev Sta L Sta R Elev
0 20 4985 40 60 4985
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4975.78 Element Left OB Channel Right OB
Vel Head (ft) 0.10 Wt. n-Val. 0.016
W.S. Elev (ft) 4975.68 Reach Len. (ft) 92.00 92.00 92.00
Crit W.S. (ft) 4975.68 Flow Area (sq ft) 3.83
E.G. Slope (ft/ft) 0.006617 Area (sq ft) 3.83
Q Total (cfs) 9.50 Flow (cfs) 9.50
Top Width (ft) 20.00 Top Width (ft) 20.00
Vel Total (ft/s) 2.48 Avg. Vel. (ft/s) 2.48
Max Chl Dpth (ft) 0.25 Hydr. Depth (ft) 0.19
Conv. Total (cfs) 116.8 Conv. (cfs) 116.8
Length Wtd. (ft) 92.00 Wetted Per. (ft) 20.36
Min Ch El (ft) 4975.43 Shear (lb/sq ft) 0.08
Alpha 1.00 Stream Power (lb/ft s) 60.00 0.00 0.00
Frctn Loss (ft) 0.06 Cum Volume (acre-ft) 0.02 0.00
C & E Loss (ft) 0.02 Cum SA (acres) 0.04
Warning: The energy equation could not be balanced within the specified number of iterations.
The program used critical depth
for the water surface and continued on with the calculations.
Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less
than 0.7 or greater than 1.4.
This may indicate the need for additional cross sections.
Warning: During the standard step iterations, when the assumed water surface was set equal to
critical depth, the calculated water
FORT COLLINS HOTEL
FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 4 of 5
surface came back below critical depth. This indicates that there is not a valid
subcritical answer. The program
defaulted to critical depth.
CROSS SECTION
RIVER: Alley
REACH: 1 RS: 10
INPUT
Description:
Station Elevation Data num= 14
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 4974.89 5.32 4974.82 10.5 4974.79 11.24 4974.78 12.94 4974.72
204974.693 23.41 4974.68 26.3 4974.69 30 4974.73 30.06 4974.73
34.01 4974.76 38.97 4974.78 40 4974.83 40.1 4984
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .016 20 .016 40 .016
Bank Sta: Left Right Coeff Contr. Expan.
20 40 .1 .3
Blocked Obstructions num= 1
Sta L Sta R Elev
0 20 4984
CROSS SECTION OUTPUT Profile #PF 1
E.G. Elev (ft) 4975.27 Element Left OB Channel Right OB
Vel Head (ft) 0.01 Wt. n-Val. 0.016 0.000
W.S. Elev (ft) 4975.26 Reach Len. (ft)
Crit W.S. (ft) 4974.92 Flow Area (sq ft) 10.61 0.00
E.G. Slope (ft/ft) 0.000224 Area (sq ft) 10.61 0.00
Q Total (cfs) 9.50 Flow (cfs) 9.50 0.00
Top Width (ft) 20.00 Top Width (ft) 20.00
Vel Total (ft/s) 0.89 Avg. Vel. (ft/s) 0.90 0.02
Max Chl Dpth (ft) 0.58 Hydr. Depth (ft) 0.53 0.21
Conv. Total (cfs) 634.2 Conv. (cfs) 634.2 0.0
Length Wtd. (ft) Wetted Per. (ft) 20.57 0.43
Min Ch El (ft) 4974.68 Shear (lb/sq ft) 0.01
Alpha 1.00 Stream Power (lb/ft s) 40.10 0.00 0.00
Frctn Loss (ft) Cum Volume (acre-ft)
C & E Loss (ft) Cum SA (acres)
SUMMARY OF MANNING'S N VALUES
River:Alley
Reach River Sta. n1 n2 n3
1 30 .016 .016 .016
1 20 .016 .016 .016
1 10 .016 .016 .016
SUMMARY OF REACH LENGTHS
River: Alley
Reach River Sta. Left Channel Right
FORT COLLINS HOTEL
FIREHOUSE ALLEY HYDRAULICS; PROPOSED CONDITION MODEL
NORTHERN ENGINEERING; JUNE 15, 2015
Page 5 of 5
1 30 155 155 155
1 20 92 92 92
1 10
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: Alley
Reach River Sta. Contr. Expan.
1 30 .1 .3
1 20 .1 .3
1 10 .1 .3
Profile Output Table - Standard Table 1
Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev
E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl
(cfs) (ft) (ft) (ft) (ft)
(ft/ft) (ft/s) (sq ft) (ft)
1 10 PF 1 9.50 4974.68 4975.26 4974.92 4975.27
0.000224 0.90 10.62 20.00 0.22
1 20 PF 1 9.50 4975.43 4975.68 4975.68 4975.78
0.006617 2.48 3.83 20.00 1.00
1 30 PF 1 9.50 4977.83 4978.19 4978.19 4978.29
0.006350 2.60 3.66 17.58 1.00
Profile Output Table - Standard Table 2
Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C & E
Loss Q Left Q Channel Q Right Top Width
(ft) (ft) (ft) (ft)
(ft) (cfs) (cfs) (cfs) (ft)
1 10 PF 1 4975.27 4975.26 0.01
9.50 0.00 20.00
1 20 PF 1 4975.78 4975.68 0.10 0.06
0.02 9.50 20.00
1 30 PF 1 4978.29 4978.19 0.10 1.00
0.00 0.00 9.50 17.58
MAP POCKET
DRAINAGE EXHIBITS
X
X
ST
ST
ST
ST
ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST
ST
ST
T T T T T T T T T T T T
T
T
T T T T T T T T
T
T
T T
T
T
T T
T
T
T
T
T T T T T
T T T T
T
T
T
T
D
D
G G
C
C
TV CTV
CTV
CTV
CTV
CTV
CTV
CTV
CTV
CTV
CTV
CTV
CTV
CTV
CTV
CTV
CTV
CTV
D
ST
ST
ST ST
ST
ST
ST ST ST ST
ST ST ST ST ST
ST ST
ST
ST
ST
ST
D
ST
ST
C.O.
MH
MH
T
T
X
MH
ST
D
ST
1c
2
OS3
OS5
OS1
OS2
1a
1b
OS4b
OS4a
2
OS3
OS4
OS5
OS1
OS2
1b
1a
1c
FIELD SURVEY BY:
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.
Call before you dig.
R
( IN FEET )
0
1 INCH = 20 FEET
20 20 40 60
WALNUT STREET
(100' ROW)
MOUNTAIN AVENUE
OLD FIREHOUSE ALLEY
(20' RIGHT-OF-WAY)
JEFFERSON STREET
(100' ROW)
20' WIDE ACCESS AND UTILITY EASEMENT
EXISTING PROPERTY LINE
EXISTING RIGHT-OF-WAY
EXISTING
RIGHT-OF-WAY
EXISTING RIGHT-OF-WAY
326 WALNUT STREET
242 LINDEN STREET 252 LINDEN STREET
300 E MOUNTAIN
AVENUE
314 E MOUNTAIN
AVENUE
130 CHESTNUT STREET
EXISTING PROPERTY LINE
ISS. # DESCRIPTION DATE
ARCHITECT'S PROJECT NUMBER
4240 Architecture Inc.
copyright 2015
OWNER
4240 ARCHITECTURE INC
3507 RINGSBY COURT SUITE 117
DENVER, CO 80216
t: 303.292.3388 f: 303.292.3113
ARCHITECT
21129.00
MCWHINNEY
2725 ROCKY MOUNTAIN AVE STE 200
LOVELAND, CO 80538
DEVELOPER
SAGE HOSPITALITY
1575 WELTON STREET STE 300
DENVER, CO 80202
OPERATOR
t: 970.962.9990
t: 303.595.7200 f: 303.595.7219
BOHEMIAN COMPANIES
262 E MOUNTAIN AVE
FORT COLLINS, CO 80524
t: 970.490.2626
NORTHERN ENGINEERING, INC
200 S COLLEGE AVE
FORT COLLINS, CO 80524
CIVIL
RUSSELL + MILLS STUDIOS
141 S COLLEGE AVE
FORT COLLINS, CO 80524
LANDSCAPE
t: 970.568.5415 f: 970.221.4159
t: 970.484.8855
2 BID ISSUE 18 DEC 2015
WALNUT ST & CHESTNUT ST
FORT COLLINS, CO 80524
DOWNTOWN FORT
COLLINS HOTEL
3 MYLAR SUBMITTAL 30 DEC 2015
4 FDP PARKING GARAGE 20 JAN 2016
C500
DRAINAGE PLAN
REVIEW SET
NOT FOR CONSTRUCTION
REVIEW SET
NOT FOR CONSTRUCTION
EXISTING
DRIVEWAY
LIMITS OF CONSTRUCTION
LEGEND:
NOTES:
A
B2
1.45 ac
PROPOSED DOWNTOWN
HOTEL
PROPOSED PARKING GARAGE
(SEE ARCHITECTURAL DRAWINGS
FOR GARAGE FIRST FLOOR GRADING
- SEE NOTE 3)
POTENTIAL FUTURE
FLEX SPACE
(SEE ARCHITECTURAL
DRAWINGS FOR FINISH
FLOOR ELEVATIONS -
SEE NOTE 3)
POTENTIAL FUTURE
FLEX SPACE
(SEE ARCHITECTURAL
DRAWINGS FOR FINISH
FLOOR ELEVATIONS -
SEE NOTE 3)
RETAIL SPACE
(SEE ARCHITECTURAL
DRAWINGS FOR FINISH
FLOOR ELEVATIONS -
SEE NOTE 3)
C & E Loss (ft) 0.00 Cum SA (acres) 0.01 0.20 0.03
79.89 4976.19 79.99 4975.98 83.06 4976 94.01 4976.12 100.59 4975.94
O113 JUNCTION 17.24 17.24 0 00:40 0.173 0.173
O114 JUNCTION 33.69 33.69 0 00:40 0.336 0.336
SWMM 5 Page 10
SWMM 5 Page 5
SWMM 5 Page 4
O113 JUNCTION 0.00 0.00 0.0
O114 JUNCTION 0.00 0.00 0.0
SWMM 5 Page 3
SWMM 5 Page 2
SWMM 5 Page 10
SWMM 5 Page 3
Discharge (cfs)
Stage (ft)
Stage - Discharge Curves
Weir Flow
Orifice Flow
Stage (ft)
Stage - Discharge Curves
Weir Flow
Orifice Flow
TC
77.50
TC
76.40
77.40
GRD
77.02
GRD
77.61
TBC
77.10
FL
9:1
76.06
2.0%
77.17
TBC
4:1
9:1
10:1
3.2%
(75.42)
INV
2.0%
2.0%
2.0%
2.0%
75.90
FL
75.67
GRD
2.1%
1.8%
2.0%
7.0%
76.40
FL
TBC:76.90
GRD:76.40
76.52
FL/HP
TBC:77.02
GRD:76.52
TBC:76.88
GRD:76.38
TBC:76.56
GRD:76.06
76.38
FL
76.06
FL
2.2%
74.77
74.75
74.63
FL
74.71
FL
76.13
FL
TBC:76.63
GRD:76.13
75.11
FL
76.28
FL
TBC:76.78
GRD:76.27
74.64
74.97
74.56
FL
75.05
GRD
75.12
GRD
75.14
GRD
75.26
GRD
76.26
TC
76.36
TC
75.86
GRD
76.12
TC
76.05
TC
76.17
TC
2.0%
2.0%
75.94
FL
76.44
TBC
1.8%
1.8%
TBC:76.40
GRD:75.93
75.48
GRD
74.86
GRD
75.86
TC
75.93
TC
74.93
GRD
75.55
GRD
76.05
TC
4:1
4:1
4:1
5:1
9.7%
6:1
7:1
4:1
10:1
9.1%
7:1
1.0%
1.0%
1.7%
2.0%
5.2%
2.0%
77.60
TC
2.1%
76.93
FL
77.31
5.3%
2.9%
1.4%
76.75
FL
76.52
FL
2.1%
TBC/TC
77.60
TC/GRD
77.49
TC/GRD
77.40
TC/GRD
77.24
TC/GRD
77.29
TC/GRD
77.43
TC
77.48
TC
77.48
TBC/GRD
76.89
GRD
77.14
GRD
77.43
TC
77.34
TC
77.05
GRD
77.05
TBC/GRD
2.0%
76.34
76.33
76.33
76.47
76.31
FL
76.69
76.46
FL
76.54
FL
76.57
FL
77.34
77.12
TC
76.52
GRD
77.17
TC
76.58
GRD
8:1
8:1
8:1
6:1
7:1
6:1
8:1
9:1
9:1
8:1
2.4%
5.8%
2.2%
2.6%
2.2%
6.3%
1.5%
1.0%
1.0%
10:1
8:1
7:1
TBC:77.25
GRD:76.75
1.0%
TBC:77.48
GRD:76.92
7:1
76.86
FL
TBC:77.43
GRD:77.10
77.08
FL
TBC:77.58
GRD:77.08
76.92
TC
74.53
76.92
TC
3.5%
74.80
75.40
FL
74.41
FL/HP
74.06
FL
74.30
FL
75.00
GRD
74.18
FL
2.0%
2.0% 1.2%
2.0%
1.0%
2.0%
3.3%
4.3%
7:1
6.3%
5:1
7:1
7:1
5:1
8.1%
6:1
8.1%
7:1
7.7%
2.6%
14.6%
74.44
FL
75.83
FL
75.00
FL
2.4%
2.1%
74.60
FL
2.0% 1.4%
74.78
75.33
GRD
75.16
GRD
75.05
GRD
74.75
GRD
75.73
GRD
76.18
GRD
7.3%
7.1%
74.39
1.8%
76.29
TC
75.64
TBC
5.8%
4.1%
8.0%
10.6%
74.30
GRD
74.34
FL
74.40
GRD
74.18
GRD
74.06
GRD
73.07
4:1
4:1
5:1
5:1
4:1
1.0%
2.2%
2.2%
2.7%
2.2%
2.0%
8.6%
76.93
FL
76.28
FL
7.8%
6.0%
76.69
FL
3.2%
2.6%
75.73
FL
3.0%
75.60
FL
3.2%
ST ST
ST ST ST ST
2.1%
1.2%
1.0%
1.2%
1.2%
1.0%
5.0%
72.92
FL
73.14
FL/HP
73.09
FL
72.97
FL
73.08
FL
72.81
FL
72.89
FL
2.0%
72.01
72.02
73.08
GRD
72.95
GRD
72.86
GRD
73.16
GRD
72.00
4:1
1.9%
2.3%
1.7%
72.90
GRD
4:1
5:1
5:1
73.44
FL
73.29
FL
73.51
FL
73.33
FL
73.51
FL
73.80
FL
73.51
FL/HP
73.78
FL
73.37
FL
73.19
FL
1.6%
2.0%
1.7%
2.0%
72.58
72.58
73.80
GRD
73.77
GRD
73.51
GRD
73.44
GRD
73.51
GRD
4:1
1.1%
4:1
4:1
4:1
5:1
72.40
72.40
73.51
GRD
73.33
GRD
73.29
GRD
73.19
GRD
73.41
GRD
72.40
72.40
5:1
4:1
4:1
5:1
4:1
4:1
3.5%
73.86
FL/HP
73.42
GRD
73.43
FL
1.0%
1.0%
1.0%
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.
Call before you dig.
R
( IN FEET )
0
1 INCH = 6 FEET
6 6 12 18
ISS. # DESCRIPTION DATE
ARCHITECT'S PROJECT NUMBER
copyright 2015
OWNER
4240 ARCHITECTURE INC
3507 RINGSBY COURT SUITE 117
DENVER, CO 80216
t: 303.292.3388 f: 303.292.3113
ARCHITECT
21129.00
MCWHINNEY
2725 ROCKY MOUNTAIN AVE STE 200
LOVELAND, CO 80538
DEVELOPER
SAGE HOSPITALITY
1575 WELTON STREET STE 300
DENVER, CO 80202
OPERATOR
t: 970.962.9990
t: 303.595.7200 f: 303.595.7219
BOHEMIAN COMPANIES
262 E MOUNTAIN AVE
FORT COLLINS, CO 80524
t: 970.490.2626
NORTHERN ENGINEERING, INC
200 S COLLEGE AVE
FORT COLLINS, CO 80524
CIVIL
RUSSELL + MILLS STUDIOS
141 S COLLEGE AVE
FORT COLLINS, CO 80524
LANDSCAPE
t: 970.568.5415 f: 970.221.4159
t: 970.484.8855
2 BID ISSUE 18 DEC 2015
WALNUT ST & CHESTNUT ST
FORT COLLINS, CO 80524
DOWNTOWN FORT
COLLINS HOTEL
3 MYLAR SUBMITTAL 30 DEC 2015
C403
RAIN GARDEN GRADING
REVIEW SET
NOT FOR CONSTRUCTION
RG1 NORTHWESTERN RAIN GARDEN ON WALNUT STREET
WALNUT STREET
(100' ROW)
77.71
(77.90)
1.8%
(1.8%)
UD
LEGEND:
C
RD
T
PROPOSED HOTEL
PROPOSED SIDEWALK
RG2 SOUTHEASTERN RAIN GARDEN ON WALNUT STREET
WALNUT STREET
(100' ROW)
PROPOSED
HOTEL
PROPOSED
SIDEWALK
PROPOSED WATER METER
PROPOSED TREE WELL
(RE: LANDSCAPE ARCHITECT)
PROPOSED RETAINING WALL
(RE: LANDSCAPE ARCHITECT)
PROPOSED CONCRETE STEPS
(RE: LANDSCAPE ARCHITECT)
PROPOSED INLET
FINISH GROUND = 75.70
RAIN GARDEN DEPTH = 12"
PROPOSED PLANTER (RE:
LANDSCAPE ARCHITECT)
PROPOSED RETAINING WALL
(RE: LANDSCAPE ARCHITECT)
PROPOSED CONCRETE STEPS
(RE: LANDSCAPE ARCHITECT)
PROPOSED INLET
FINISH GROUND = 74.50
RAIN GARDEN DEPTH = 12"
PROPOSED PLANTER (RE:
LANDSCAPE ARCHITECT)
EXISTING STORM
SEWER INLET
PROPOSED INLET
FINISH GROUND = 76.17
RAIN GARDEN DEPTH = 10"
PROPOSED INLET
FINISH GROUND = 74.17
RAIN GARDEN DEPTH = 10"
PROPOSED SIDEWALK
CHESTNUT STREET
HOTEL ACCESS DRIVEWAY
HOTEL ACCESS DRIVEWAY
PROPOSED SIDEWALK
PROPOSED INLET
FINISH GROUND = 73.00
RAIN GARDEN DEPTH = 12"
PROPOSED INLET
FINISH GROUND = 72.50
RAIN GARDEN DEPTH = 12" PROPOSED INLET
FINISH GROUND = 72.2
RAIN GARDEN DEPTH = 12"
PROPOSED INLET
FINISH GROUND = 71.90
RAIN GARDEN DEPTH = 12"
RG4 SOUTHWESTERN RAIN GARDEN ON CHESTNUT STREET
RG5 RAIN GARDENS AT ENTRANCE TO PARKING GARAGE
PARKING GARAGE ENTRANCE
CHESTNUT STREET
RG6 RAIN GARDENS AT OLD FIREHOUSE ALLEY ON CHESTNUT STREET
OLD FIREHOUSE ALLEY
CHESTNUT STREET
PROPOSED 6"
VERTICAL CURB
RAIN GARDEN AT INTERSECTION OF
RG3 CHESTNUT & JEFFERSON STREETS
EXISTING STORM
SEWER INLET
PROPOSED 2'
WIDE CURB CUT
PROPOSED 2'
WIDE CURB CUT
PROPOSED 2'
WIDE CURB CUT
PROPOSED 2'
WIDE CURB CUT
PROPOSED 2'
WIDE CURB CUT
PROPOSED 2'
WIDE CURB CUT
PROPOSED 2'
WIDE CURB CUT
PROPOSED 2'
WIDE CURB CUT
PROPOSED 2'
PRPSD WIDE CURB CUT
2' WIDE
CURB
CUT
PROPOSED 2'
WIDE CURB CUT
PROPOSED 6"
VERTICAL CURB
PROPOSED
FIRE HYDRANT
PROPOSED VERTICAL
CURB & GUTTER
PROPOSED VERTICAL
CURB & GUTTER
PROPOSED 6"
VERTICAL CURB
PROPOSED VERTICAL
CURB & GUTTER
PROPOSED VERTICAL
CURB & GUTTER
PROPOSED VERTICAL
CURB & GUTTER
PROPOSED VERTICAL
CURB & GUTTER
PROPOSED 6"
VERTICAL CURB
PROPOSED 6"
VERTICAL CURB
PROPOSED OUTFALL
CURB & GUTTER
PROPOSED VERTICAL
CURB & GUTTER
PROPOSED VERTICAL
CURB & GUTTER
PROPOSED OUTFALL
CURB & GUTTER
PROPOSED VERTICAL
CURB & GUTTER
PROPOSED OUTFALL
CURB & GUTTER
PROPOSED OUTFALL
CURB & GUTTER
PROPOSED VERTICAL
CURB & GUTTER
PROPOSED 2'
FIRE HYDRANT
PROPOSED
TRENCH DRAIN
(SEE DETAIL)
PROPOSED HOTEL
PROPOSED 6"
VERTICAL CURB
PROPOSED RETAINING WALL
(RE: LANDSCAPE ARCHITECT)
PROPOSED 6"
VERTICAL CURB
PROPOSED 6"
VERTICAL CURB
PROPOSED PLANTER (RE:
LANDSCAPE ARCHITECT)
PROPOSED PLANTER (RE:
LANDSCAPE ARCHITECT)
(min)
10-yr
Tc
(min)
100-yr
Tc
(min)
1a 1a No 0.95 0.95 1.00 20 2.00% 1.0 1.0 0.7 53 1.00% 2.00 0.4 0 0.00% N/A N/A 5 5 5
1b 1b No 0.95 0.95 1.00 20 2.00% 1.0 1.0 0.7 307 1.00% 2.00 2.6 0 0.00% N/A N/A 5 5 5
1c 1c No 0.95 0.95 1.00 45 1.00% 1.9 1.9 1.3 183 1.00% 2.00 1.5 0 0.00% N/A N/A 5 5 5
2a 2a No 0.95 0.95 1.00 108 2.00% 2.3 2.3 1.5 189 0.50% 1.41 2.2 0 0.00% N/A N/A 5 5 5
2b 2b No 0.95 0.95 1.00 114 2.00% 2.4 2.4 1.6 0 0.00% N/A N/A 0 0.00% N/A N/A 5 5 5
OS1 OS1 No 0.95 0.95 1.00 45 1.00% 1.9 1.9 1.3 112 0.50% 1.41 1.3 0 0.00% N/A N/A 5 5 5
OS2 OS2 No 0.95 0.95 1.00 30 1.00% 1.5 1.5 1.0 144 0.50% 1.41 1.7 0 0.00% N/A N/A 5 5 5
OS3 OS3 No 0.95 0.95 1.00 30 2.00% 1.2 1.2 0.8 124 0.50% 1.41 1.5 0 0.00% N/A N/A 5 5 5
OS4a OS4a No 0.95 0.95 1.00 40 2.00% 1.4 1.4 0.9 286 0.50% 1.41 3.4 0 0.00% N/A N/A 5 5 5
OS4b OS4b No 0.95 0.95 1.00 40 2.00% 1.4 1.4 0.9 320 0.50% 1.41 3.8 0 0.00% N/A N/A 5 5 5
OS5 OS5 No 0.95 0.95 1.00 30 2.00% 1.2 1.2 0.8 56 0.50% 1.41 0.7 0 0.00% N/A N/A 5 5 5
DEVELOPED TIME OF CONCENTRATION COMPUTATIONS
Gutter Flow Swale Flow
Design
Point
Basin
Overland Flow
ATC
January 1, 2016
Time of Concentration
(Equation RO-4)
3
1
1 . 87 1 . 1 *
S
Ti C Cf L
OS4b 21344 0.49 0.16 0.33 0.00 0.00 0.00 0.95 0.95 1.00 93.3%
OS5 5138 0.12 0.09 0.02 0.00 0.00 0.01 0.89 0.89 1.00 89.8%
DEVELOPED COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS
Runoff Coefficients are taken from the City of Fort Collins Storm Drainage Design Criteria and Construction Standards, Table 3-3. % Impervious taken from UDFCD USDCM, Volume I.
10-year Cf = 1.00
January 1, 2016