HomeMy WebLinkAboutCONFLUENCE - FDP - FDP170022 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORTDecember 13, 2017
FINAL DRAINAGE AND
EROSION CONTROL REPORT FOR
CONFLUENCE
Fort Collins, Colorado
Prepared for:
AU Workshop
405 Linden Street
Fort Collins, CO 80524
Prepared by:
301 N. Howes, Suite 100
Fort Collins, Colorado 80521
Phone: 970.221.4158 Fax: 970.221.4159
www.northernengineering.com
Project Number: 998-003
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.
December 13, 2017
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
RE: Final Drainage and Erosion Control Report for
CONFLUENCE
Dear Staff:
Northern Engineering is pleased to submit this Final Drainage and Erosion Control Report for your
review. This report accompanies the Final Development Plan submittal for the proposed
Confluence development.
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, PhD, PE
Senior Project Engineer
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Final Drainage Report
TABLE OF CONTENTS
I. GENERAL LOCATION AND DESCRIPTION ................................................................... 1
A. Location ............................................................................................................................................. 1
B. Description of Property ..................................................................................................................... 2
C. Floodplain.......................................................................................................................................... 4
II. DRAINAGE BASINS AND SUB-BASINS ....................................................................... 4
A. Major Basin Description .................................................................................................................... 4
B. Sub-Basin Description ....................................................................................................................... 6
III. DRAINAGE DESIGN CRITERIA ................................................................................... 6
A. Regulations........................................................................................................................................ 6
B. Four Step Process .............................................................................................................................. 6
C. Development Criteria Reference and Constraints ............................................................................ 6
D. Hydrological Criteria ......................................................................................................................... 7
E. Hydraulic Criteria .............................................................................................................................. 7
F. Modifications of Criteria ................................................................................................................... 7
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 – Hydrologic Computations; Offsite Drainage Exhibit
APPENDIX B - USDA Soils Information
APPENDIX C – Master Basin SWMM Modeling
APPENDIX D – Hydraulic Computations
APPENDIX E – Water Quality Computations, LID Information
APPENDIX F – Erosion Control Report
APPENDIX G – Variance Request
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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
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Final Drainage Report 1
I. GENERAL LOCATION AND DESCRIPTION
A. Location
1. Vicinity Map
2. The project site is located in the northwest 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.
3. The project site is located just north of the intersection of Linden Street and Willow
Street.
4. The project site lies within the Poudre River Basin. Typically, onsite detention is
required for the runoff volume difference between the 100-year developed inflow rate
and the historic 2-year rate. However, due to proximity to the Cache La Poudre River,
and based on final master basin modeling, discussed further below, partial detention
will be allowed prior to release into the existing storm main in Linden Street. The
existing Linden Street storm main runs roughly 330-feet northeast into the Cache La
Poudre River.
5. A portion of the site (see Drainage Exhibit, Basin 3) has allowance for water quality
treatment in the existing Baysaver located roughly 300-feet northeast of the site. As
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Final Drainage Report 2
identified in the “Downtown River District (DTRD) Final Design Report”, by Ayres
Associates, dated February 2012, current project Basin 3 was considered part of
master sub-basin 124 which was accounted for in the original sizing of the existing
Baysaver. Please see the DTRD Plan, “Exhibit B-Future Development Map for DTRD
Area” provided in Appendix C.
6. We will be providing water quality treatment for the remainder of the site, as
described in further detail below.
7. As this is an infill site, much of the area surrounding the site is fully developed.
8. Offsite flows enter the site from the west. We are proposing an offsite storm system
that will tie to the adjacent Willow Street storm line, and route these flows directly
into this system. Please see the Offsite Drainage Exhibit and flow calculations
provided in Appendix A.
B. Description of Property
1. The development area is roughly 0.4 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 - 3±%) through the
interior of the property. General topography slopes from southwest to northeast.
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, which falls into Hydrologic Soil Group A.
4. The proposed project site plan is composed of the development of a mixed-use
PROJECT SITE
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Final Drainage Report 3
building and amenities. Associated site work, water, and sewer lines will be
constructed with the development. Onsite water quality treatment is proposed and
will consist of several features which are discussed in Section IV, below.
Figure 2– Proposed Site Plan
5. There are no known irrigation laterals crossing the site.
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Final Drainage Report 4
6. The proposed land use is mixed-use.
C. Floodplain
1. The project site is not encroached by any City designated or FEMA 100-year
floodplain.
Figure 3 –Area Floodplain Mapping
II. DRAINAGE BASINS AND SUB-BASINS
A. Major Basin Description
1. The project site lies within the Poudre River Basin. In this basin, typical detention
requirements are to detain the difference between the 100-year developed inflow rate
and the historic 2-year release rate. We have been in discussion with City Staff on
the possibility of releasing all developed site drainage undetained into the newly
constructed storm system in Linden Street. The site is located within the study area
identified in the “Downtown River District (DTRD) Final Design Report”, by Ayres
Associates, dated February 2012. The site lies within master basin 114, as shown in
DTRD Plan noted as “Exhibit B-Future Development Map for DTRD Area” (Provided in
Appendix C). As discussed with City Staff, this project would take a portion of Basin
114 (0.26 acre), and incorporate this area into Basin 124. In doing so, we will be
PROJECT SITE
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Final Drainage Report 5
routing some additional stormwater into the recently completed Downtown River
District “Storm Line A”. Final modeling which we have completed shows that there is
negligible impact due to the proposed minor adjustments to master plan Basins 114
and 124. Please see Table 1, and Table 2 below, summarizing changes.
2. We are accounting for a storage volume of 273 cubic feet in the proposed sand filter
to be located in a vault in the portion of the building within Basin 1. Additional
volume will be provided in order to attenuate flows and reduce outflow from the site
to ensure Master Basin hydraulic grade lines do not exceed allowable levels. We will
provide an additional volume of 482 cubic feet in the sand filter vault, creating a total
volume of 755 cubic feet.
3. Table 1 summarizes SWMM modeling results for proposed model changes with onsite
conditions only, and 755 cubic feet of storage within the proposed sand filter vault.
The resulting changes to master basin hydraulic grade line (HGL) are summarized
below, and as shown the maximum rise in HGL is 0.14-ft.
4. Table 2 summarizes SWMM modeling results for proposed model changes with the
proposed onsite conditions (including 755 cubic feet of onsite storage) and the
proposed offsite changes, incorporating additional re-routed flow into the Willow
Street storm line system. The resulting changes to master basin hydraulic grade line
(HGL) and energy grade line (EGL) are summarized below.
TABLE 1 – SUMMARY OF MASTER BASIN HYDRAULIC AND ENERGY
GRADE LINE (PROPOSED ONSITE CONDITIONS ONLY)
Node
Original
Ayres
Model
100-yr HGL
(FT)
Revised
Model
100-yr
HGL (FT)
Original
EGL
Revised
EGL
Manhole
Rim Elev.
(FT)
Change
100-yr
HGL
(FT)
Change
100-yr
EGL (FT)
MHA1 4953.86 4953.89 4955.44 4955.49 4957.16 0.03 0.05
MHA2 4956.16 4956.24 4957.74 4957.84 4959.44 0.08 0.10
MHA3 4959.23 4959.37 4960.45 4960.62 4963.28 0.14 0.17
TABLE 2 – SUMMARY OF MASTER BASIN HYDRAULIC AND ENERGY
GRADE LINE (PROPOSED ONSITE AND OFFSITE CONDITIONS)
Node
Original
Ayres
Model
100-yr HGL
(FT)
Revised
Model
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Final Drainage Report 6
5. Please see Appendix C for final modeling output.
B. Sub-Basin Description
1. The subject property historically drains overland from southwest to northeast. Runoff
from the majority of the site has historically been collected in the adjacent alleyway
just northeast of the site, and surface flows into Linden 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:
Providing a sand filter and partial detention onsite.
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 LID treatment methods prior to exiting the site.
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 by providing a sand filter to treat developed runoff.
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:
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Final Drainage Report 7
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 designated floodplain.
The proposed project does not propose to modify any natural drainageways.
F. Modifications of Criteria
1. A variance request is provided in Appendix F for partial detention.
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. LID treatment will be provided in the proposed sand filter, as discussed further below.
3. Drainage patterns anticipated for drainage basins shown in the Drainage Exhibit are
described below.
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Final Drainage Report 8
Basin 1
Basin 1 will generally drain via rooftop drainage into an internal piping system within
the proposed building, which will direct runoff into the proposed sand filter. The sand
filter will be incorporated in the building design, and will satisfy the onsite LID
treatment requirement. Coordination will occur with the building architect has
occurred in order to ensure roof scuppers are placed such that any overflow from the
roof drain system will be directed from Basin 1 east into the adjacent Poudre Street
Right of Way. Please see further discussion of LID treatment in Section IV.B, below.
Basin 2
Basin 2 is composed of a very small area which will generally drain via sheet flow into
area drains as shown on the Drainage Exhibit. The area drains will connect to the
storm line outfall for the project site, which will convey runoff into the existing storm
main in Linden Street.
Basin 3
Basin 3 will generally drain via rooftop flow into an internal piping system within the
proposed building, which will connect to a proposed sidewalk culvert conveying runoff
into the existing curb and gutter in Linden Street. Coordination will occur with the
building architect at Final Design to ensure roof scuppers are placed such that any
overflow from the roof drain system will be directed from Basin 3 south and west into
the adjacent Linden Street and Willow Street Rights of Way. Basin 3 has allowance
for standard water quality treatment in the existing Baysaver located roughly 300-feet
northeast of the site, as this portion of the site was accounted for in the original sizing
of the Baysaver.
Basin OS1
Basin OS1 is composed of an offsite area to the south of the site which will generally
drain via sheet flow into the proposed offsite storm system. This system will capture
and convey offsite flows into the existing storm line in Willow Street, preventing offsite
flows from flowing towards the proposed building and being blocked. Please see the
offsite drainage exhibit provided in Appendix A.
A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of
this report.
B. Specific Details
1. A porous sand filter holding cell is proposed as the primary LID treatment
method for the site. The sand filter will provide standard 12-hour holding time
per UDFCD criteria (please see sand filter documentation, Appendix D). The
sand filter will be incorporated in the design of the proposed building and will
satisfy onsite LID treatment requirements, with a minimum of 50% of
redeveloped area being treated (no new parking area is proposed). A small
portion of the site (Basins 2 and 4; 0.035 acre combined) will drain directly
into the site storm outfall and not be treated due to grading restraints.
2. Basin 3 receives standard water quality treatment by the existing Baysaver in
Linden Street.
3. Stormwater facility Standard Operating Procedures (SOP) will be provided by
the City of Fort Collins in the Development Agreement.
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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
Poudre River 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 providing detention and water
quality mitigation features.
2. The drainage concept for the proposed development is consistent with requirements
for the Poudre River Basin.
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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. Downtown River District (DTRD) Final Design Report, Ayres Associates, February 2012.
5. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control
District, Wright-McLaughlin Engineers, Denver, Colorado.
APPENDIX A
Hydrologic Computations; Offsite Drainage Exhibit
CHARACTER OF SURFACE:
Runoff
Coefficient
Percentage
Impervious Project: 998-003
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.
1 10224 0.23 0.00 0.04 0.20 0.00 0.00 0.95 0.95 1.00 90.1%
2 1130 0.03 0.00 0.03 0.00 0.00 0.00 0.95 0.95 1.00 90.0%
3 6724 0.15 0.00 0.01 0.14 0.00 0.00 0.95 0.95 1.00 89.8%
4 239 0.005 0.00 0.005 0.00 0.00 0.00 0.95 0.95 1.00 90.0%
OS1 15246 0.350 0.04 0.08 0.09 0.00 0.14 0.67 0.67 0.84 55.1%
Historic Site 18078 0.42 0.00 0.02 0.18 0.00 0.22 0.59 0.59 0.73 43.4%
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
Overland Flow, Time of Concentration:
Project: 998-003
Calculations By:
Date:
Gutter/Swale Flow, Time of Concentration:
Tt = L / 60V
Tc = T
i + Tt
(Equation RO-2)
Velocity (Gutter Flow), V = 20·S
½
Velocity (Swale Flow), V = 15·S
½
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)
Rational Method Equation: Project: 998-003
Calculations By:
Date:
From Section 3.2.1 of the CFCSDDC
Rainfall Intensity:
1 1 0.23 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 0.64 1.09 2.34
2 2 0.03 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 0.07 0.12 0.26
3 3 0.15 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 0.42 0.71 1.54
4 4 0.01 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 0.01 0.03 0.05
OS1 OS1 0.35 5 5 5 0.67 0.67 0.84 2.85 4.87 9.95 0.67 1.14 2.92
Historic Site Historic Site 0.42 5 5 5 0.59 0.59 0.73 2.85 4.87 9.95 0.69 1.19 3.03
Area, A
(acres)
Intensity,
i2
(in/hr)
100-yr
Tc
(min)
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
December 11, 2017
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
E
B M
E
E
F
E
S
AC
E
E
E
E E
E
E
E
E
E
E E
E
E E
E
E
E
E
E
E
E E E
E
E
E
IRR
IRR
IRR
IRR
IRR IRR
IRR IRR IRR
CTV
CTV
CTV
CTV
CTV
CTV
G
G
G
G
G
G
G
G
G
G
G G G
CTV
CTV
CTV
CTV
CTV
CTV
CTV
Runoff Chapter 6
6-8 Urban Drainage and Flood Control District January 2016
Urban Storm Drainage Criteria Manual Volume 1
Table 6-3. Recommended percentage imperviousness values
Land Use or Percentage Imperviousness
Surface Characteristics (%)
Business:
Downtown Areas 95
Suburban Areas 75
Residential:
Single-family
2.5 acres or larger 12
0.75 – 2.5 acres 20
0.25 – 0.75 acres 30
0.25 acres or less 45
Apartments 75
Industrial:
Light areas 80
Heavy areas 90
Parks, cemeteries 10
Playgrounds 25
Schools 55
Railroad yard areas 50
Undeveloped Areas:
Historic flow analysis 2
Greenbelts, agricultural 2
Off-site flow analysis (when land use not
defined) 45
Streets:
Paved 100
Gravel (packed) 40
Drive and walks 90
Roofs 90
Lawns, sandy soil 2
Lawns, clayey soil 2
APPENDIX B
USDA Soils Information
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Larimer County
Natural Area, Colorado
Resources
Conservation
Service
January 9, 2017
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface.................................................................................................................... 2
How Soil Surveys Are Made..................................................................................5
Soil Map.................................................................................................................. 8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................ 11
Map Unit Descriptions.........................................................................................11
Larimer County Area, Colorado...................................................................... 13
81—Paoli fine sandy loam, 0 to 1 percent slopes....................................... 13
References............................................................................................................15
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
4493270 4493280 4493290 4493300 4493310 4493320 4493330 4493340 4493350 4493360 4493370
4493270 4493280 4493290 4493300 4493310 4493320 4493330 4493340 4493350 4493360 4493370
493790 493800 493810 493820 493830 493840 493850 493860
493790 493800 493810 493820 493830 493840 493850 493860
40° 35' 28'' N
105° 4' 24'' W
40° 35' 28'' N
105° 4' 21'' W
40° 35' 24'' N
105° 4' 24'' W
40° 35' 24'' N
105° 4' 21'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 20 40 80 120
Feet
0 5 10 20 30
Meters
Map Scale: 1:501 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
Map Unit Legend
Larimer County Area, Colorado (CO644)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
81 Paoli fine sandy loam, 0 to 1
percent slopes
0.5 100.0%
Totals for Area of Interest 0.5 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
Custom Soil Resource Report
11
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
12
Larimer County Area, Colorado
81—Paoli fine sandy loam, 0 to 1 percent slopes
Map Unit Setting
National map unit symbol: jpxx
Elevation: 4,800 to 5,600 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Paoli and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Paoli
Setting
Landform: Stream terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Alluvium
Typical profile
H1 - 0 to 30 inches: fine sandy loam
H2 - 30 to 60 inches: fine sandy loam, sandy loam, loamy sand
H2 - 30 to 60 inches:
H2 - 30 to 60 inches:
Properties and qualities
Slope: 0 to 1 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High (2.00 to 6.00
in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 15 percent
Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0
mmhos/cm)
Available water storage in profile: Very high (about 16.5 inches)
Interpretive groups
Land capability classification (irrigated): 1
Land capability classification (nonirrigated): 3c
Hydrologic Soil Group: A
Ecological site: Overflow (R067BY036CO)
Hydric soil rating: No
Custom Soil Resource Report
13
Minor Components
Caruso
Percent of map unit: 6 percent
Hydric soil rating: No
Table mountain
Percent of map unit: 6 percent
Hydric soil rating: No
Fluvaquentic haplustolls
Percent of map unit: 3 percent
Landform: Terraces
Hydric soil rating: Yes
Custom Soil Resource Report
14
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
15
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
16
APPENDIX C
Master Basin SWMM Modeling
^tDD^, Dd/;^ > d WKZd/KEͿ
ĂƐŝŶƐϭϭϰĂŶĚϭϮϰŵŽĚŝĮĞĚǁŝƚŚĐƵƌƌĞŶƚƉƌŽũĞĐƚ
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.015)
--------------------------------------------------------------
*********************************************************
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
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 ... 44
Number of nodes ........... 77
Number of links ........... 70
Number of pollutants ...... 0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data Interval
Name Data Source Type hours
------------------------------------------------------------
1 100-year INTENSITY 0.08
********************
Subcatchment Summary
********************
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
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
124b 0.26 30.00 95.00 0.7000 1 1
************
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
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
1 STORAGE 4956.00 10.00 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 1.9546 0.0130
LAT-B2A INLET-B2A MH_B3 CONDUIT 45.0 0.8000 0.0130
LAT-B2B INLET-B2B MH_B3 CONDUIT 14.0 1.2468 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
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
Wet Weather Inflow ....... 17.466 5.692
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 3.509 1.143
External Outflow ......... 17.623 5.743
Internal Outflow ......... 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Initial Stored Volume .... 0.039 0.013
Final Stored Volume ...... 0.040 0.013
Continuity Error (%) ..... 15.948
***************************
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 : 2.03
***************************
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 3.669 0.000 0.000 0.068 3.531 0.115 11.133 0.962
101 3.669 0.000 0.000 0.069 3.529 0.220 19.839 0.962
102 3.669 0.000 0.000 0.068 3.531 0.278 27.189 0.962
103 3.669 0.000 0.000 0.067 3.524 0.077 7.989 0.960
104 3.669 0.000 0.000 0.067 3.526 0.431 44.735 0.961
105 3.669 0.000 0.000 0.067 3.521 0.115 12.008 0.960
106 3.669 0.000 0.000 0.068 3.531 0.355 34.230 0.962
107 3.669 0.000 0.000 0.067 3.525 0.077 7.976 0.961
108 3.669 0.000 0.000 0.069 3.529 0.182 16.241 0.962
109 3.669 0.000 0.000 0.547 3.086 0.067 7.655 0.841
110 3.669 0.000 0.000 0.285 3.329 0.181 17.936 0.907
111 3.669 0.000 0.000 1.531 2.139 0.052 2.676 0.583
112 3.669 0.000 0.000 0.139 3.465 0.122 11.963 0.944
113 3.669 0.000 0.000 0.068 3.531 0.173 17.249 0.962
114 3.669 0.000 0.000 0.068 3.531 0.311 31.232 0.962
115 3.669 0.000 0.000 0.068 3.529 0.268 27.414 0.962
116 3.669 0.000 0.000 0.066 3.520 0.019 2.001 0.959
117 3.669 0.000 0.000 0.068 3.529 0.115 11.761 0.962
118 3.669 0.000 0.000 0.068 3.531 0.173 16.673 0.962
119 3.669 0.000 0.000 0.139 3.466 0.339 33.639 0.945
120 3.669 0.000 0.000 0.066 3.521 0.038 4.003 0.960
121 3.669 0.000 0.000 0.067 3.521 0.029 3.002 0.960
122 3.669 0.000 0.000 0.067 3.522 0.057 6.002 0.960
123 3.669 0.000 0.000 0.067 3.521 0.029 3.002 0.960
124 3.669 0.000 0.000 0.067 3.522 0.067 7.004 0.960
125 3.669 0.000 0.000 0.067 3.521 0.048 5.004 0.960
******************
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 8.50 4969.13 0 00:38
EXINLET-B3C JUNCTION 0.06 5.89 4969.65 0 00:38
EXINLET-B4B JUNCTION 0.04 1.68 4972.91 0 00:40
EXINLET-B4C JUNCTION 0.03 1.10 4973.14 0 00:40
EXINLET-B5B JUNCTION 0.04 1.58 4972.83 0 00:40
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 0.13 6.41 4965.57 0 00:39
EXMH_C1 JUNCTION 0.18 6.45 4962.71 0 00:40
EXSTUB-B6 JUNCTION 0.03 1.06 4971.46 0 00:40
INLET-A1A JUNCTION 0.03 0.97 4956.47 0 00:40
INLET-A2A JUNCTION 0.03 5.11 4960.12 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 00:40
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 00:40
INLET-B2A JUNCTION 0.02 0.56 4964.56 0 00:40
INLET-B2B JUNCTION 0.08 2.32 4966.17 0 00:40
INLET-B3B JUNCTION 0.13 8.28 4969.24 0 00:38
INLET-B4A JUNCTION 0.03 4.06 4969.51 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 2.96 4960.78 0 00:40
INLET-C1B JUNCTION 0.07 4.73 4963.07 0 00:40
INLET-C2A JUNCTION 0.02 0.98 4962.48 0 00:40
INLET-C2B JUNCTION 0.08 3.22 4963.98 0 00:40
INLET-D1 JUNCTION 0.18 2.96 4963.20 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 00:40
INLET-D3A JUNCTION 0.04 1.36 4965.36 0 00:40
INLET-D3B JUNCTION 0.06 2.24 4966.52 0 00:40
MH_A1 JUNCTION 9.47 11.86 4953.89 0 00:41
MH_A2 JUNCTION 1.46 6.17 4956.24 0 00:41
MH_A3 JUNCTION 0.10 6.93 4960.27 0 00:38
MH_A4-MH_D1 JUNCTION 0.08 2.46 4962.05 0 00:41
MH_A5 JUNCTION 0.05 1.57 4962.78 0 00:40
MH_B10 JUNCTION 0.11 4.56 4971.67 0 00:42
MH_B11 JUNCTION 0.08 3.63 4972.04 0 00:42
MH_B12 JUNCTION 0.07 2.82 4972.29 0 00:42
MH_B13 JUNCTION 0.06 2.34 4972.34 0 00:42
MH_B2 JUNCTION 0.10 4.08 4961.40 0 00:41
MH_B3 JUNCTION 0.14 5.40 4964.02 0 00:41
MH_B3A JUNCTION 0.15 8.21 4969.07 0 00:38
MH_B4 JUNCTION 0.15 6.02 4964.90 0 00:40
MH_B4A JUNCTION 0.03 4.03 4969.45 0 00:41
MH_B4B JUNCTION 0.04 3.14 4969.55 0 00:41
MH_B5 JUNCTION 0.14 8.73 4969.25 0 00:38
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 11.76 11.76 0 00:40 0.115 0.115
EXINLET-B3C JUNCTION 34.22 34.22 0 00:40 0.355 0.355
EXINLET-B4B JUNCTION 12.01 12.01 0 00:40 0.115 0.115
EXINLET-B4C JUNCTION 7.98 7.98 0 00:40 0.077 0.077
EXINLET-B5B JUNCTION 9.00 9.00 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 44.73 157.98 0 00:38 0.431 1.018
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 3.20 0 00:38 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 19.84 19.84 0 00:40 0.220 0.220
INLET-B3B JUNCTION 7.99 7.99 0 00:40 0.077 0.077
INLET-B4A JUNCTION 1.00 2.45 0 00:39 0.010 0.010
INLET-B5A JUNCTION 7.65 7.65 0 00:40 0.067 0.067
INLET-B7A JUNCTION 16.67 16.67 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 0.057 0.057
INLET-C1B JUNCTION 21.86 21.86 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 00:35 0.000 0.000
INLET-D2A JUNCTION 2.00 2.00 0 00:40 0.019 0.019
INLET-D2B JUNCTION 24.60 24.60 0 00:40 0.262 0.262
INLET-D3A JUNCTION 6.00 6.00 0 00:40 0.057 0.057
INLET-D3B JUNCTION 12.69 12.69 0 00:40 0.167 0.167
MH_A1 JUNCTION 0.00 72.06 0 00:41 0.000 0.887
MH_A2 JUNCTION 0.00 72.39 0 00:41 0.000 0.880
MH_A3 JUNCTION 0.00 63.78 0 00:41 0.000 0.778
MH_A4-MH_D1 JUNCTION 0.00 61.12 0 00:40 0.000 0.725
MH_A5 JUNCTION 0.00 21.90 0 00:40 0.000 0.219
MH_B10 JUNCTION 0.00 57.34 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 33.63 33.63 0 00:40 0.339 0.339
MH_B2 JUNCTION 0.00 317.85 0 00:40 0.000 3.774
MH_B3 JUNCTION 0.00 309.95 0 00:39 0.000 3.630
MH_B3A JUNCTION 10.00 49.09 0 00:39 0.539 0.970
MH_B4 JUNCTION 0.00 290.34 0 00:39 0.000 3.390
MH_B4A JUNCTION 0.00 4.80 0 00:39 0.000 0.011
MH_B4B JUNCTION 0.00 19.90 0 00:40 0.000 0.192
MH_B5 JUNCTION 0.00 151.98 0 00:43 0.000 2.373
**********************
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 6.501 0.949
EXINLET-B3C JUNCTION 0.06 3.388 0.452
EXINLET-B4B JUNCTION 0.04 0.435 0.735
EXINLET-B5B JUNCTION 0.01 0.078 0.842
EXMH_C1 JUNCTION 0.30 4.450 2.700
INLET-A2A JUNCTION 0.10 3.611 2.829
INLET-A3B JUNCTION 0.22 2.955 2.025
INLET-B1B JUNCTION 0.05 0.389 2.191
INLET-B2B JUNCTION 0.07 0.325 1.535
INLET-B3B JUNCTION 0.18 5.780 0.000
INLET-B4A JUNCTION 0.09 2.057 3.393
INLET-C1A JUNCTION 0.12 1.456 2.044
INLET-C1B JUNCTION 0.15 3.226 0.394
INLET-C2B JUNCTION 0.12 1.218 0.922
INLET-D1 JUNCTION 0.12 0.841 4.979
INLET-D2B JUNCTION 0.12 0.510 2.860
INLET-D3B JUNCTION 0.10 0.745 1.885
MH_A1 JUNCTION 0.14 0.842 3.168
MH_A3 JUNCTION 0.10 3.867 3.013
MH_B3A JUNCTION 0.09 3.574 1.386
MH_B4 JUNCTION 0.13 2.019 4.201
MH_B4A JUNCTION 0.09 2.032 3.798
MH_B5 JUNCTION 0.11 4.733 1.137
MH_C1 JUNCTION 22.99 8.250 6.810
MH_C2 JUNCTION 2.12 4.601 0.089
MH_C3 JUNCTION 1.93 8.628 3.972
MH_C4/B1 JUNCTION 0.05 0.364 3.656
MH_C5 JUNCTION 0.13 1.404 2.056
MH_C6 JUNCTION 0.12 1.583 3.427
MH_D2 JUNCTION 0.04 0.220 5.080
O112 JUNCTION 23.00 0.000 5.000
O113 JUNCTION 23.00 0.000 5.000
O114 JUNCTION 23.00 0.000 5.000
O115 JUNCTION 23.00 0.000 5.000
O300 JUNCTION 23.00 0.000 5.000
1 STORAGE 23.00 4.195 5.805
*********************
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 Volume
Node Flooded CFS days hr:min 10^6 gal acre-in
--------------------------------------------------------------------------
INLET-B3B 0.01 1.51 0 00:38 0.000 0.00
**********************
Storage Volume Summary
**********************
--------------------------------------------------------------------------------------
Average Avg Maximum Max Time of Max Maximum
Volume Pcnt Volume Pcnt Occurrence Outflow
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence Velocity Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
A1 CONDUIT 72.06 0 00:41 10.41 2.56 0.95
A2 CONDUIT 72.06 0 00:41 10.19 3.97 1.00
A3 CONDUIT 63.78 0 00:41 9.02 0.70 1.00
A4 CONDUIT 60.23 0 00:41 11.50 0.65 0.91
A5 CONDUIT 21.78 0 00:40 8.90 0.80 0.83
B1 CONDUIT 369.83 0 00:40 17.46 0.98 0.90
B2 CONDUIT 314.25 0 00:40 12.53 0.68 1.00
B3 CONDUIT 304.15 0 00:40 11.28 1.33 1.00
B4 CONDUIT 290.32 0 00:39 10.37 1.30 1.00
B5 CONDUIT 152.00 0 00:43 6.84 0.83 1.00
B6 CONDUIT 109.39 0 00:44 8.76 1.00 1.00
B7 CONDUIT 88.97 0 00:44 7.17 1.04 1.00
B8 CONDUIT 78.73 0 00:44 6.27 1.10 1.00
B9 CONDUIT 69.73 0 00:44 5.81 0.80 1.00
B10 CONDUIT 53.30 0 00:39 7.31 0.60 1.00
B11 CONDUIT 51.44 0 00:40 6.39 0.58 1.00
B12 CONDUIT 33.41 0 00:40 6.28 0.56 0.97
B13 CONDUIT 33.61 0 00:40 7.32 0.40 0.86
C1 CONDUIT 33.56 0 00:40 10.68 1.93 1.00
C2 CONDUIT 33.57 0 00:40 10.68 1.89 1.00
C3 CONDUIT 33.56 0 00:40 10.68 1.45 1.00
C4 CONDUIT 33.56 0 00:40 10.68 1.90 1.00
C5 CONDUIT 92.51 0 00:40 7.36 1.15 1.00
C6 CONDUIT 65.41 0 00:40 5.29 0.83 1.00
C7 CONDUIT 65.44 0 00:40 6.80 1.23 1.00
D2 CONDUIT 41.15 0 00:41 6.87 0.85 0.91
D3 CONDUIT 41.15 0 00:41 6.97 0.99 1.00
D4 CONDUIT 17.40 0 00:41 3.63 0.68 1.00
EXLAT-B3C CONDUIT 35.40 0 00:39 11.75 0.59 1.00
EXLAT-B4B CONDUIT 12.00 0 00:40 9.78 1.24 1.00
EXLAT-B4C CONDUIT 7.94 0 00:40 8.71 0.53 0.70
LAT-A1A CONDUIT 6.84 0 00:40 6.53 0.58 0.73
LAT-A2A CONDUIT 5.81 0 00:38 5.10 0.34 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 0.54
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 19.85 0 00:40 7.25 0.72 0.81
LAT-B3A CONDUIT 14.51 0 00:38 4.62 1.30 1.00
LAT-B3B CONDUIT 11.67 0 00:38 2.38 0.54 1.00
LAT-B3C CONDUIT 50.91 0 00:38 7.39 0.99 1.00
LAT-B4A CONDUIT 2.55 0 00:39 1.75 0.28 1.00
LAT-B4B CONDUIT 4.80 0 00:39 1.91 0.38 1.00
LAT-B4C CONDUIT 19.82 0 00:39 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 7.85 0.21 0.47
LAT-B8A CONDUIT 4.86 0 00:40 5.47 0.23 0.59
LAT-B9A CONDUIT 3.98 0 00:40 6.06 0.24 0.49
LAT-B9B CONDUIT 1.99 0 00:40 4.97 0.13 0.43
A3 1.00 0.00 0.53 0.00 0.47 0.00 0.00 0.00 0.06 0.0000
A4 1.00 0.00 0.00 0.00 0.01 0.01 0.00 0.99 0.63 0.0000
A5 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.42 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 1.06 0.0000
B3 1.00 0.00 0.00 0.00 0.87 0.13 0.00 0.00 0.60 0.0000
B4 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.43 0.0000
B5 1.00 0.00 0.23 0.00 0.77 0.00 0.00 0.00 0.24 0.0000
B6 1.00 0.23 0.23 0.00 0.34 0.21 0.00 0.00 0.46 0.0000
B7 1.00 0.00 0.01 0.00 0.99 0.00 0.00 0.00 0.30 0.0000
B8 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.26 0.0000
B9 1.00 0.01 0.46 0.00 0.53 0.00 0.00 0.00 0.27 0.0000
B10 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.51 0.0000
B11 1.00 0.01 0.46 0.00 0.42 0.10 0.00 0.00 0.35 0.0000
B12 1.00 0.47 0.23 0.00 0.23 0.08 0.00 0.00 0.22 0.0000
B13 1.00 0.70 0.00 0.00 0.14 0.16 0.00 0.00 0.33 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 0.78 0.0001
C5 1.00 0.00 0.00 0.00 0.08 0.00 0.00 0.92 0.60 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 0.49 0.0000
D2 1.00 0.00 0.63 0.00 0.26 0.12 0.00 0.00 0.29 0.0000
D3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.24 0.0000
D4 1.00 0.00 0.73 0.00 0.27 0.00 0.00 0.00 0.11 0.0000
EXLAT-B3C 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.99 0.64 0.0000
EXLAT-B4B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.22 0.0000
EXLAT-B4C 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.38 0.0000
LAT-A1A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.18 0.0000
LAT-A2A 1.00 0.01 0.00 0.00 0.01 0.00 0.00 0.98 0.16 0.0000
LAT-A3A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.20 0.0000
LAT-A3B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.33 0.0000
LAT-A4A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.11 0.0000
LAT-B1A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.11 0.0000
LAT-B1B 1.58 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.60 0.0000
LAT-B2A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.12 0.0000
LAT-B2B 1.20 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.68 0.0000
LAT-B3A 1.00 0.23 0.54 0.00 0.23 0.00 0.00 0.00 0.05 0.0001
LAT-B3B 1.00 0.63 0.21 0.00 0.16 0.00 0.00 0.00 0.01 0.0000
LAT-B3C 1.00 0.23 0.40 0.00 0.20 0.17 0.00 0.00 0.39 0.0000
LAT-B4A 1.00 0.01 0.86 0.00 0.14 0.00 0.00 0.00 0.05 0.0000
LAT-B4B 1.00 0.01 0.00 0.00 0.01 0.00 0.00 0.98 0.09 0.0000
LAT-B4C 1.00 0.00 0.00 0.00 0.01 0.00 0.00 0.99 0.28 0.0000
LAT-B5A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.16 0.0000
LAT-B5B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.19 0.0000
LAT-B6A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.27 0.0000
LAT-B7A 1.00 0.01 0.00 0.00 0.77 0.23 0.00 0.00 0.40 0.0000
LAT-B7C 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.44 0.0000
LAT-B8A 1.00 0.01 0.72 0.00 0.18 0.10 0.00 0.00 0.26 0.0000
LAT-B9A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.21 0.0000
LAT-B9B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.19 0.0000
LAT-B10A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.79 0.0000
LAT-B10B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.20 0.0000
LAT-B11A 1.00 0.00 0.01 0.00 0.87 0.12 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 0.11 0.0000
LAT-C1B 1.00 0.01 0.00 0.00 0.01 0.00 0.00 0.98 0.49 0.0000
LAT-C2A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.18 0.0000
LAT-C2B 1.52 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.49 0.0000
LAT-C3A 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.43 0.0001
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 0.06 0.06 0.06 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 0.01
LAT-B3B 0.18 0.18 0.18 0.01 0.01
LAT-B3C 0.16 0.16 0.16 0.01 0.01
LAT-B4A 0.09 0.09 0.09 0.01 0.01
LAT-B4B 0.09 0.09 0.09 0.01 0.01
LAT-B4C 0.05 0.05 0.05 0.01 0.01
LAT-B11A 0.13 0.13 0.13 0.14 0.10
LAT-C1A 0.12 0.12 0.12 0.01 0.06
LAT-C1B 0.13 0.13 0.13 0.11 0.13
LAT-C3A 0.29 0.29 0.29 0.62 0.29
LAT-D2B 0.11 0.11 0.11 0.15 0.11
LAT-D1 0.12 0.12 0.12 0.01 0.01
Analysis begun on: Mon Jul 24 13:34:28 2017
Analysis ended on: Mon Jul 24 13:34:36 2017
Total elapsed time: 00:00:08
SWMM 5 Page 11
^tDD^, Dd/;^ > d WKZd/KEͿ
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EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.015)
--------------------------------------------------------------
*********************************************************
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
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 ........... 77
Number of links ........... 70
Number of pollutants ...... 0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data Interval
Name Data Source Type hours
------------------------------------------------------------
1 100-year INTENSITY 0.08
********************
Subcatchment Summary
********************
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
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
124b 0.26 30.00 95.00 0.7000 1 1
124c 0.35 67.00 55.00 0.6200 1 MH_D2
************
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
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
1 STORAGE 4956.00 10.00 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 1.9546 0.0130
LAT-B2A INLET-B2A MH_B3 CONDUIT 45.0 0.8000 0.0130
LAT-B2B INLET-B2B MH_B3 CONDUIT 14.0 1.2468 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
*********************
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
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 17.552 5.720
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 3.509 1.143
External Outflow ......... 17.712 5.772
Internal Outflow ......... 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Initial Stored Volume .... 0.039 0.013
Final Stored Volume ...... 0.040 0.013
Continuity Error (%) ..... 15.871
***************************
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 : 2.03
***************************
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 3.669 0.000 0.000 0.068 3.531 0.115 11.133 0.962
101 3.669 0.000 0.000 0.069 3.529 0.220 19.839 0.962
102 3.669 0.000 0.000 0.068 3.531 0.278 27.189 0.962
103 3.669 0.000 0.000 0.067 3.524 0.077 7.989 0.960
104 3.669 0.000 0.000 0.067 3.526 0.431 44.735 0.961
105 3.669 0.000 0.000 0.067 3.521 0.115 12.008 0.960
106 3.669 0.000 0.000 0.068 3.531 0.355 34.230 0.962
107 3.669 0.000 0.000 0.067 3.525 0.077 7.976 0.961
108 3.669 0.000 0.000 0.069 3.529 0.182 16.241 0.962
109 3.669 0.000 0.000 0.547 3.086 0.067 7.655 0.841
110 3.669 0.000 0.000 0.285 3.329 0.181 17.936 0.907
111 3.669 0.000 0.000 1.531 2.139 0.052 2.676 0.583
112 3.669 0.000 0.000 0.139 3.465 0.122 11.963 0.944
113 3.669 0.000 0.000 0.068 3.531 0.173 17.249 0.962
114 3.669 0.000 0.000 0.068 3.531 0.311 31.232 0.962
115 3.669 0.000 0.000 0.068 3.529 0.268 27.414 0.962
116 3.669 0.000 0.000 0.066 3.520 0.019 2.001 0.959
117 3.669 0.000 0.000 0.068 3.529 0.115 11.761 0.962
118 3.669 0.000 0.000 0.068 3.531 0.173 16.673 0.962
119 3.669 0.000 0.000 0.139 3.466 0.339 33.639 0.945
120 3.669 0.000 0.000 0.066 3.521 0.038 4.003 0.960
121 3.669 0.000 0.000 0.067 3.521 0.029 3.002 0.960
122 3.669 0.000 0.000 0.067 3.522 0.057 6.002 0.960
123 3.669 0.000 0.000 0.067 3.521 0.029 3.002 0.960
124 3.669 0.000 0.000 0.067 3.522 0.067 7.004 0.960
System 3.669 0.055 0.000 0.124 3.531 5.805 557.118 0.948
******************
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 7.79 4968.42 0 00:38
EXINLET-B3C JUNCTION 0.06 6.10 4969.86 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 0.13 6.39 4965.55 0 00:39
EXMH_C1 JUNCTION 0.18 6.48 4962.74 0 00:40
EXSTUB-B6 JUNCTION 0.03 1.06 4971.46 0 00:40
INLET-A1A JUNCTION 0.03 1.00 4956.50 0 00:40
INLET-A2A JUNCTION 0.04 6.02 4961.03 0 00:38
INLET-A3A JUNCTION 0.02 0.73 4965.77 0 00:40
INLET-A3B JUNCTION 0.08 4.45 4966.46 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 8.19 4969.15 0 00:38
INLET-B4A JUNCTION 0.03 4.04 4969.49 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 2.96 4960.78 0 00:40
INLET-C1B JUNCTION 0.07 4.75 4963.09 0 00:40
INLET-C2A JUNCTION 0.02 1.01 4962.51 0 00:40
INLET-C2B JUNCTION 0.08 3.22 4963.98 0 00:40
INLET-D1 JUNCTION 0.18 3.18 4963.42 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
INLET-D3B JUNCTION 0.06 2.24 4966.52 0 00:39
MH_A1 JUNCTION 9.47 11.92 4953.95 0 00:41
MH_A2 JUNCTION 1.46 6.31 4956.38 0 00:41
MH_A3 JUNCTION 0.10 7.30 4960.64 0 00:38
MH_A4-MH_D1 JUNCTION 0.08 2.77 4962.36 0 00:41
MH_A5 JUNCTION 0.05 1.62 4962.83 0 00:41
MH_B10 JUNCTION 0.11 4.57 4971.68 0 00:42
MH_B11 JUNCTION 0.08 3.65 4972.06 0 00:42
MH_B12 JUNCTION 0.07 2.83 4972.30 0 00:42
MH_B13 JUNCTION 0.06 2.36 4972.36 0 00:42
MH_B2 JUNCTION 0.10 4.09 4961.41 0 00:41
MH_B3 JUNCTION 0.14 5.41 4964.03 0 00:41
MH_B3A JUNCTION 0.15 7.68 4968.54 0 00:38
MH_B4 JUNCTION 0.15 6.03 4964.91 0 00:40
MH_B4A JUNCTION 0.03 4.05 4969.47 0 00:41
MH_B4B JUNCTION 0.04 3.16 4969.57 0 00:41
*******************
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
EXMH_B1 JUNCTION 44.70 157.98 0 00:38 0.431 1.018
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 16.23 16.23 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 0.220 0.220
INLET-B3B JUNCTION 7.98 7.98 0 00:40 0.077 0.077
INLET-B4A JUNCTION 1.00 2.84 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 0.057 0.057
INLET-C1B JUNCTION 21.84 21.84 0 00:40 0.221 0.221
INLET-C2A JUNCTION 5.00 5.00 0 00:40 0.048 0.048
INLET-C2B JUNCTION 27.17 27.17 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 0.057 0.057
INLET-D3B JUNCTION 12.68 12.68 0 00:40 0.167 0.167
MH_A1 JUNCTION 0.00 73.36 0 00:41 0.000 0.915
MH_A2 JUNCTION 0.00 73.68 0 00:41 0.000 0.908
MH_A3 JUNCTION 0.00 65.27 0 00:41 0.000 0.806
MH_A4-MH_D1 JUNCTION 0.00 63.55 0 00:40 0.000 0.753
MH_A5 JUNCTION 0.00 21.90 0 00:40 0.000 0.219
MH_B10 JUNCTION 0.00 57.30 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 0.00 317.94 0 00:40 0.000 3.775
MH_B3 JUNCTION 0.00 310.93 0 00:38 0.000 3.631
MH_B3A JUNCTION 10.00 48.72 0 00:40 0.539 0.970
MH_B4 JUNCTION 0.00 291.63 0 00:38 0.000 3.391
MH_B4A JUNCTION 0.00 4.74 0 00:39 0.000 0.011
MH_B4B JUNCTION 0.00 19.91 0 00:40 0.000 0.192
**********************
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 5.789 1.661
EXINLET-B3C JUNCTION 0.07 3.602 0.238
EXINLET-B4B JUNCTION 0.04 0.433 0.737
EXINLET-B5B JUNCTION 0.01 0.077 0.843
EXMH_C1 JUNCTION 0.30 4.476 2.674
INLET-A2A JUNCTION 0.11 4.521 1.919
INLET-A3B JUNCTION 0.22 2.950 2.030
INLET-B1B JUNCTION 0.05 0.387 2.193
INLET-B2B JUNCTION 0.07 0.323 1.537
INLET-B3B JUNCTION 0.18 5.691 0.089
INLET-B4A JUNCTION 0.09 2.039 3.411
INLET-C1A JUNCTION 0.12 1.457 2.043
INLET-C1B JUNCTION 0.15 3.245 0.375
INLET-C2B JUNCTION 0.12 1.224 0.916
INLET-D1 JUNCTION 0.13 1.063 4.757
INLET-D2B JUNCTION 0.12 0.509 2.861
INLET-D3B JUNCTION 0.10 0.742 1.888
MH_A1 JUNCTION 0.15 0.898 3.112
MH_A3 JUNCTION 0.11 4.245 2.635
MH_B3A JUNCTION 0.09 3.039 1.921
MH_B4 JUNCTION 0.13 2.028 4.192
MH_B4A JUNCTION 0.09 2.049 3.781
MH_B5 JUNCTION 0.11 3.553 2.317
MH_C1 JUNCTION 22.99 8.250 6.810
MH_C2 JUNCTION 2.12 4.603 0.087
MH_C3 JUNCTION 1.93 8.629 3.971
MH_C4/B1 JUNCTION 0.05 0.375 3.645
MH_C5 JUNCTION 0.13 1.412 2.048
MH_C6 JUNCTION 0.12 1.599 3.411
MH_D2 JUNCTION 0.06 0.443 4.857
O112 JUNCTION 23.00 0.000 5.000
O113 JUNCTION 23.00 0.000 5.000
O114 JUNCTION 23.00 0.000 5.000
O115 JUNCTION 23.00 0.000 5.000
O300 JUNCTION 23.00 0.000 5.000
1 STORAGE 23.00 4.439 5.561
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
--------------------------------------------------------------------------------------
Average Avg Maximum Max Time of Max Maximum
Volume Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full 1000 ft3 Full days hr:min CFS
--------------------------------------------------------------------------------------
1 0.018 1 0.807 40 0 00:46 1.20
***********************
Outfall Loading Summary
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
A1 CONDUIT 73.37 0 00:41 10.59 2.61 0.95
A2 CONDUIT 73.36 0 00:41 10.38 4.04 1.00
A3 CONDUIT 65.27 0 00:41 9.23 0.71 1.00
A4 CONDUIT 61.77 0 00:41 11.51 0.67 0.96
A5 CONDUIT 21.73 0 00:40 8.84 0.80 0.91
B1 CONDUIT 369.87 0 00:40 17.47 0.98 0.90
B2 CONDUIT 314.48 0 00:40 12.54 0.68 1.00
B3 CONDUIT 304.19 0 00:40 11.28 1.33 1.00
B4 CONDUIT 291.55 0 00:38 10.41 1.31 1.00
B5 CONDUIT 152.05 0 00:43 6.84 0.83 1.00
B6 CONDUIT 109.50 0 00:44 8.76 1.00 1.00
B7 CONDUIT 89.04 0 00:44 7.17 1.04 1.00
B8 CONDUIT 78.82 0 00:44 6.27 1.10 1.00
B9 CONDUIT 69.77 0 00:44 5.81 0.80 1.00
B10 CONDUIT 53.19 0 00:39 7.31 0.60 1.00
B11 CONDUIT 51.39 0 00:40 6.38 0.58 1.00
B12 CONDUIT 33.41 0 00:40 6.28 0.56 0.97
B13 CONDUIT 33.61 0 00:40 7.32 0.40 0.87
C1 CONDUIT 33.57 0 00:40 10.69 1.93 1.00
C2 CONDUIT 33.57 0 00:40 10.69 1.89 1.00
C3 CONDUIT 33.57 0 00:40 10.68 1.45 1.00
C4 CONDUIT 33.56 0 00:40 10.68 1.90 1.00
C5 CONDUIT 92.35 0 00:40 7.35 1.15 1.00
C6 CONDUIT 65.17 0 00:40 5.29 0.83 1.00
C7 CONDUIT 65.20 0 00:40 6.78 1.22 1.00
D2 CONDUIT 43.42 0 00:41 6.96 0.90 0.96
D3 CONDUIT 41.18 0 00:41 6.97 0.99 1.00
D4 CONDUIT 17.51 0 00:41 3.60 0.68 1.00
EXLAT-B3C CONDUIT 35.10 0 00:38 11.75 0.59 1.00
EXLAT-B4B CONDUIT 12.00 0 00:40 9.78 1.24 1.00
EXLAT-B4C CONDUIT 7.94 0 00:40 8.71 0.53 0.70
LAT-A1A CONDUIT 6.95 0 00:40 6.49 0.59 0.79
LAT-A2A CONDUIT 5.84 0 00:38 5.05 0.34 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 0.54
LAT-B1B CONDUIT 11.13 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 11.86 0 00:38 3.77 1.06 1.00
LAT-B3B CONDUIT 9.15 0 00:38 1.86 0.42 1.00
LAT-B3C CONDUIT 50.05 0 00:38 7.39 0.97 1.00
LAT-B4A CONDUIT 2.18 0 00:39 1.75 0.24 1.00
LAT-B4B CONDUIT 4.74 0 00:39 1.91 0.38 1.00
LAT-B4C CONDUIT 19.76 0 00:39 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 0.59
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 0.43
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 158.91 0 00:37 12.65 1.63 1.00
LAT-C1A CONDUIT 6.00 0 00:40 3.85 0.92 1.00
B3 1.00 0.00 0.00 0.00 0.87 0.13 0.00 0.00 0.60 0.0000
B4 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.43 0.0000
B5 1.00 0.00 0.23 0.00 0.77 0.00 0.00 0.00 0.24 0.0000
B6 1.00 0.23 0.23 0.00 0.34 0.21 0.00 0.00 0.46 0.0000
B7 1.00 0.00 0.01 0.00 0.99 0.00 0.00 0.00 0.30 0.0000
B8 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.26 0.0000
B9 1.00 0.01 0.46 0.00 0.53 0.00 0.00 0.00 0.27 0.0000
B10 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.51 0.0000
B11 1.00 0.01 0.46 0.00 0.42 0.10 0.00 0.00 0.35 0.0000
B12 1.00 0.47 0.23 0.00 0.23 0.08 0.00 0.00 0.22 0.0000
B13 1.00 0.70 0.00 0.00 0.14 0.16 0.00 0.00 0.33 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 0.78 0.0001
C5 1.00 0.00 0.00 0.00 0.08 0.00 0.00 0.92 0.60 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 0.49 0.0000
D2 1.00 0.00 0.63 0.00 0.25 0.12 0.00 0.00 0.29 0.0000
D3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.23 0.0000
D4 1.00 0.00 0.73 0.00 0.27 0.00 0.00 0.00 0.11 0.0000
EXLAT-B3C 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.99 0.64 0.0000
EXLAT-B4B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.22 0.0000
EXLAT-B4C 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.38 0.0000
LAT-A1A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.17 0.0000
LAT-A2A 1.00 0.01 0.00 0.00 0.01 0.00 0.00 0.98 0.16 0.0000
LAT-A3A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.20 0.0000
LAT-A3B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.33 0.0000
LAT-A4A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.11 0.0000
LAT-B1A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.11 0.0000
LAT-B1B 1.58 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.60 0.0000
LAT-B2A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.12 0.0000
LAT-B2B 1.20 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.68 0.0000
LAT-B3A 1.00 0.23 0.54 0.00 0.23 0.00 0.00 0.00 0.05 0.0000
LAT-B3B 1.00 0.63 0.21 0.00 0.16 0.00 0.00 0.00 0.01 0.0000
LAT-B3C 1.00 0.23 0.40 0.00 0.20 0.17 0.00 0.00 0.39 0.0000
LAT-B4A 1.00 0.01 0.86 0.00 0.14 0.00 0.00 0.00 0.05 0.0000
LAT-B4B 1.00 0.01 0.00 0.00 0.01 0.00 0.00 0.98 0.09 0.0000
LAT-B4C 1.00 0.00 0.00 0.00 0.01 0.00 0.00 0.99 0.28 0.0000
LAT-B5A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.16 0.0000
LAT-B5B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.19 0.0000
LAT-B6A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.27 0.0000
LAT-B7A 1.00 0.01 0.00 0.00 0.77 0.23 0.00 0.00 0.40 0.0000
LAT-B7C 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.44 0.0000
LAT-B8A 1.00 0.01 0.72 0.00 0.18 0.10 0.00 0.00 0.26 0.0000
LAT-B9A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.21 0.0000
LAT-B9B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.19 0.0000
LAT-B10A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.79 0.0000
LAT-B10B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.20 0.0000
LAT-B11A 1.00 0.00 0.01 0.00 0.87 0.12 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 0.11 0.0000
LAT-C1B 1.00 0.01 0.00 0.00 0.01 0.00 0.00 0.98 0.49 0.0000
LAT-C2A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.18 0.0000
LAT-C2B 1.52 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.49 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 0.12 0.0000
LAT-D2B 1.09 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.60 0.0000
LAT-D3A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.11 0.0000
LAT-D3B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.38 0.0000
MNT_STRT 1.00 0.02 0.00 0.00 0.00 0.00 0.00 0.98 0.34 0.0000
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 0.06 0.06 0.06 0.01 0.05
D4 0.04 0.04 0.04 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 0.11 0.11 0.11 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 0.01
LAT-B3B 0.18 0.18 0.18 0.01 0.01
LAT-B3C 0.16 0.16 0.16 0.01 0.01
LAT-B4A 0.09 0.09 0.09 0.01 0.01
LAT-B4B 0.09 0.09 0.09 0.01 0.01
LAT-B4C 0.05 0.05 0.05 0.01 0.01
LAT-B11A 0.13 0.13 0.13 0.14 0.10
LAT-C1A 0.12 0.12 0.12 0.01 0.06
LAT-C1B 0.13 0.13 0.13 0.11 0.13
LAT-C3A 0.29 0.29 0.29 0.62 0.29
LAT-D2B 0.11 0.11 0.11 0.15 0.11
LAT-D1 0.13 0.13 0.13 0.01 0.01
Analysis begun on: Wed Apr 19 07:03:48 2017
Analysis ended on: Wed Apr 19 07:03:55 2017
Total elapsed time: 00:00:07
SWMM 5 Page 11
APPENDIX D
Hydraulic Computations
Hydraflow Plan View
Project File: StormA.stm No. Lines: 4 08-08-2017
Hydraflow Storm Sewers 2005
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 1.30 4961.05 4961.44 0.39 0.32 4.02 0.25 4961.69 0.426 58.6 4961.52 4961.98 0.46** 0.41 3.21 0.16 4962.14 0.427 0.426 n/a 0.00 0.00
2 12 1.30 4961.52 4962.09 0.57 0.47 2.79 0.12 4962.22 0.288 56.7 4961.97 4962.45 j 0.48** 0.38 3.45 0.19 4962.64 0.509 0.399 n/a 0.00 n/a
3 6 0.10 4961.97 4962.64 0.50 0.20 0.51 0.00 4962.64 0.027 11.9 4962.45 4962.62 0.17 0.06 1.67 0.04 4962.67 0.415 0.221 0.026 0.00 0.00
4 12 1.20 4961.97 4962.60 0.63 0.52 2.29 0.08 4962.69 0.183 14.0 4962.09 4962.56 0.47** 0.36 3.29 0.17 4962.73 0.471 0.327 0.046 0.00 0.00
Project File: StormA.stm Number of lines: 4 Run Date: 08-08-2017
Notes: ; ** Critical depth.; j-Line contains hyd. jump.
Hydraflow Storm Sewers 2005
Hydraflow Plan View
Project File: StormB_C.stm No. Lines: 4 08-08-2017
Hydraflow Storm Sewers 2005
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 8.00 4963.76 4964.88 1.12 1.16 6.90 0.74 4965.62 1.155 58.3 4964.06 4965.68 1.25 1.23 6.52 0.66 4966.34 1.308 1.232 0.719 0.00 0.00
2 15 3.50 4964.06 4966.21 1.25 1.23 2.85 0.13 4966.34 0.250 95.7 4964.55 4966.45 1.25 1.23 2.85 0.13 4966.58 0.250 0.250 0.240 0.00 0.00
3 15 1.80 4964.55 4966.54 1.25 1.23 1.47 0.03 4966.58 0.066 7.9 4964.59 4966.55 1.25 1.23 1.47 0.03 4966.58 0.066 0.066 0.005 0.00 0.00
4 15 2.50 4964.06 4966.27 1.25 1.23 2.04 0.06 4966.34 0.128 68.4 4964.40 4966.36 1.25 1.23 2.04 0.06 4966.43 0.128 0.128 0.087 0.00 0.00
Project File: StormB_C.stm Number of lines: 4 Run Date: 08-08-2017
Hydraflow Storm Sewers 2005
APPENDIX E
Water Quality Computations, LID Information
Project No.: 998-003
By: ATC
Date: 12/11/17
Project Area
Total Site Area 0.415 Ac.
Landscape Area 0.000 Ac.
Required Minimum Area to be Treated by LID measures 0.208 Ac.
Sand Filter Area
Run-on area for Sand Filter 0.230 Ac.
Area Treated by Sand Filter 0.230 Ac.
Total Area Treated 0.230 Ac.
Percent of Impervious Area Treated by LID measures 55.42 %
On-Site Treatment by LID
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 sand filter)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 1.000
C) Water Quality Capture Volume (WQCV) Based on 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 sand filter area) Area = 10,018 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 334 cu ft
VWQCV = WQCV / 12 * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.39 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 303 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = 273 cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth DWQCV = 1.5 ft
B) Sand Filter Side Slopes (Horizontal distance per unit vertical, Z = 0.00 ft / ft
4:1 or flatter preferred). Use "0" if sand filter has vertical walls.
C) Minimum Filter Area (Flat Surface Area) AMin = 125 sq ft
D) Actual Filter Area AActual = 180 sq ft
E) Volume Provided VT = cu ft
3. Filter Material
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 = N/A ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 = 273 cu ft
iii) Orifice Diameter, 3/8" Minimum DO = in
998-003
Ft.Collins, CO
Design Procedure Form: Sand Filter (SF)
ATC
Northern Eng.
December 12, 2017
UD-BMP (Version 3.06, November 2016)
Choose One
Choose One
18" CDOT Class B or C Filter Material
Other (Explain):
YES
NO
Sand Filter - UD.xlsm, SF 12/12/2017, 11:36 AM
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?
6-7. Inlet / Outlet Works
A) Describe the type of energy dissipation at inlet points and means of
conveying flows in excess of the WQCV through the outlet
Notes:
Design Procedure Form: Sand Filter (SF)
ATC
Northern Eng.
December 12, 2017
998-003
Ft.Collins, CO
Choose One
YES NO
Sand Filter - UD.xlsm, SF 12/12/2017, 11:36 AM
ORIFICE RATING CURVE
Concrete Vault
100-yr Orifice
PROJECT: 989-003
DATE: 12/11/17
BY: ATC
ORIFICE RATING
Orifice Dia (in) 5.03
Orifice Area (sf) 0.1380
Orifice invert (ft) 100
Orifice Coefficient 0.65
Outlet
Stage release
(FT) (CFS)
100.00 0.00
100.25 0.14
100.50 0.39
100.75 0.53
101.00 0.64
101.25 0.73
101.50 0.82
101.75 0.89
102.00 0.96
102.25 1.03
102.50 1.09
102.75 1.15
103.00 1.20
Sand Filter T-6
November 2015 Urban Drainage and Flood Control District SF-1
Urban Storm Drainage Criteria Manual Volume 3
Description
A sand filter is a filtering or
infiltrating BMP that consists of a
surcharge zone underlain by a sand
bed with an underdrain system.
During a storm, accumulated runoff
collects in the surcharge zone and
gradually infiltrates into the
underlying sand bed, filling the void
spaces of the sand. The underdrain
gradually dewaters the sand bed and
discharges the runoff to a nearby
channel, swale, or storm drain. It is
similar to a BMP designed for
bioretention in that it utilizes filtering,
but differs in that it is not specifically
designed for vegetative growth. The
absence of vegetation in a sand filter
allows for active maintenance at the
surface of the filter, (i.e., raking for removing a layer of
sediment). For this reason, sand filter criteria allows for a larger
contributing area and greater depth of storage. A sand filter is
also a dry basin, which can be designed to include the flood
control volume above the WQCV or EURV. Sand filters can also
be placed in a vault. Underground sand filters have additional
requirements. See Fact Sheet T-11 for additional discussion on
underground BMPs.
Site Selection
Sand filters require a stable watershed. When the watershed
includes phased construction, sparsely vegetated areas, or steep
slopes in sandy soils, consider another BMP or provide
pretreatment before runoff from these areas reach the rain garden.
When sand filters (and other BMPs used for infiltration) are
located adjacent to buildings or pavement areas, protective
measures should be implemented to avoid adverse impacts to
these structures. Oversaturated subgrade soil underlying a
structure can cause the structure to settle or result in moisture-
related problems. Wetting of expansive soils or bedrock can
cause swelling, resulting in structural movements. A geotechnical
engineer should evaluate the potential impact of the BMP on
adjacent structures based on an evaluation of the subgrade soil,
groundwater, and bedrock conditions at the site.
In locations where potentially expansive soils or bedrock exist,
placement of a sand filter adjacent to a structure should only be
considered if the BMP includes a drainage layer (with underdrain)
Sand/Media Filter
Functions
LID/Volume Red. Yes
WQCV Capture Yes
WQCV+Flood Control Yes
Fact Sheet Includes
EURV Guidance No
Typical Effectiveness for Targeted
Pollutants3
Sediment/Solids Very Good1
Nutrients Good
Total Metals Good
T-6 Sand Filter
SF-2 Urban Drainage and Flood Control District November 2015
Urban Storm Drainage Criteria Manual Volume 3
Benefits
Filtering BMPs provide effective
water quality enhancement
including phosphorus removal.
Limitations
This BMP may clog and require
maintenance if a moderate to
high level of silts and clays are
allowed to flow into the facility.
This BMP should not be located
within 10 feet of a building
foundation without an
impermeable membrane. See
Bioretention (BMP Fact Sheet
T-3) of this manual for
additional information.
The sand filter should not be put
into operation while construction
or major landscaping activities
are taking place in the watershed.
structure, and is lined with an impermeable geomembrane
liner designed to restrict seepage.
Designing for Maintenance
Recommended maintenance practices for all BMPs are
provided in Chapter 6 of this manual. During design, the
following should be considered to ensure ease of maintenance
over the long-term:
Do not put a filter sock on the underdrain. This is not
necessary and can cause the BMP to clog.
Install cleanouts. Cleanouts can be used for inspection
(by camera) immediately following construction to ensure
that the underdrain pipe was not crushed during
construction. They can also be used to for ongoing
maintenance practices. Consider locating cleanouts in the
side slopes of the basin and above the depth of ponding.
Provide vegetated side slopes to pre-treat runoff by
filtering (straining). This will reduce the frequency of
maintenance.
Design Procedure and Criteria
The following steps outline the design procedure and criteria for a sand filter.
1. Basin Storage Volume: Provide a storage volume above the sand bed of the basin equal to the
WQCV based on a 12-hour drain time.
Determine the imperviousness of the tributary area (or effective imperviousness where LID
techniques are implemented). Determine the required WQCV (watershed inches of runoff) using
Figure 3-2 in Chapter 3 of this manual. The volume should be based on a drain time of 12 hours.
Calculate the design volume as follows:
𝑉 = �
WQCV
12
� 𝐴 Equation SF-1
Where:
V = design volume (ft3)
A = watershed area tributary to the sand filter (ft2)
2. Basin Geometry: Use equation SF-2 to calculate the minimum filter area, which is the flat surface of
the sand filter. Sediment will reside on the filter area of the sand filter. Therefore, if the filter area is
too small, the filter may clog prematurely. If this is of particular concern, increasing the filter area
will decrease the frequency of maintenance. The following equation provides the minimum filter area
Sand Filter T-6
November 2015 Urban Drainage and Flood Control District SF-3
Urban Storm Drainage Criteria Manual Volume 3
volume must also equal or exceed the design volume.
The side slopes of the basin should be stable and maintainable. For vegetated side slopes, a 4:1
(horizontal: vertical) minimum slope is recommended. Use vertical walls where side slopes are
steeper than 3:1
AF = 0 . 0125 AI Equation SF-2
Where:
AF = minimum filter area (flat surface area) (ft2)
A = area tributary to the sand filter (ft2)
I = imperviousness of area tributary to the sand filter (percent expressed as a decimal)
Filter Material: Provide, at a minimum, an 18-inch layer of CDOT Class B or C filter material
(see Table SF-1). Maintain a flat surface on the top of the sand bed.
Table SF-1. Gradation specifications for CDOT Class B or C filter material
(Source: CDOT Table 703-7)
CDOT Class B filter
material
CDOT Class C filter
material
Sieve Size Mass Percent Passing Square Mesh Sieves
37.5 mm (1.5") 100
19.0 mm (0.75") 100
4.75 mm (No.4) 20-60 60-100
1.18 um (No. 16) 10-30
300 um (No. 50) 0-10 10-30
150 um (No. 100) 0-10
75 um (No. 200) 0-3 0-3
T-6 Sand Filter
SF-4 Urban Drainage and Flood Control District November 2015
Urban Storm Drainage Criteria Manual Volume 3
4. Underdrain System: Underdrains are typically required for sand filters and should be provided if
infiltration tests show rates slower than 2 times that required to drain the WQCV over 12 hours, or
where required to divert water away from structures as determined by a professional engineer.
Infiltration tests should be performed or supervised by a licensed professional engineer and conducted
at a minimum depth equal to the bottom of the sand filter. Additionally, underdrains are required
where impermeable membranes are used. There are three basic types of sand filters:
No-Infiltration Section: This section includes an underdrain and an impermeable liner that
prevents infiltration of stormwater into the subgrade soils. Consider using this section when any
of the following conditions exist:
o The site is a stormwater hotspot and infiltration could result in contamination of
groundwater.
o The site is located over contaminated soils and infiltration could mobilize these
contaminants.
o The facility is located over potentially expansive soils or bedrock that could swell due to
infiltration and potentially damage adjacent structures (e.g., building foundation or
pavement).
Partial Infiltration Section: This section does not include an impermeable liner, and allows
some infiltration. Stormwater that does not infiltrate is collected and removed by an underdrain
system.
Full Infiltration Section: This section is designed to infiltrate the water stored in the basin
into the subgrade below. UDFCD recommends a minimum infiltration rate of 2 times the rate
needed to drain the WQCV over 12 hours. A conservative design could utilize the partial
infiltration section with the addition of a valve at the underdrain outlet. In the event that
infiltration does not remain adequate following construction, the valve could be opened and
allow this section to operate as a partial infiltration section. It is rare that sand filters are
designed to fully infiltrate.
When using an underdrain system, provide a control orifice sized to drain the design volume in
approximately 12 hours or more (see Equation SF-3). Use a minimum orifice size of 3/8 inch to
avoid clogging. This will provide detention and slow release of the WQCV to offset
hydromodification. Provide cleanouts to allow inspection of the drainpipe system during and after
construction to ensure that the pipe was not crushed or disconnected during construction and to allow
for maintenance of the underdrain. Space underdrain pipes a maximum of 20 feet on-center.
𝐷12 hour drain time = �
𝑉
1414 𝑦0.41 Equation SF-3
Where:
D = orifice diameter (in)
y = distance from the lowest elevation of the storage volume (ft) (i.e., surface of the filter) to
the center of the orifice
V = volume to drain in 12 hours (WQCV) (ft3)
In previous versions of this manual, UDFCD recommended that the underdrain be placed in an
aggregate layer and that a geotextile (separator fabric) be placed between this aggregate and the
growing medium. This version of the manual replaces that section with materials that, when used
Sand Filter T-6
November 2015 Urban Drainage and Flood Control District SF-5
Urban Storm Drainage Criteria Manual Volume 3
together, eliminate the need for a separator fabric.
The underdrain system should be placed below the 18-inch (minimum) filter layer. The underdrain
system should be placed within an 5-inch-thick section of CDOT Class C filter material meeting the
gradation in Table SF-1. Areas of the underdrain layer may be deeper due to the slope of the
underdrain. If no underdrain is required, the minimum section can be reduced to the 18-inch filter
layer. Use slotted pipe that meets the slot dimensions provided in Table SF-2.
Table SF-2. Dimensions for Slotted Pipe1
Pipe Size Slot Length Maximum Slot
Width
Slot
Centers
Open Area
(per foot)
4" 1-1/16" 0.032" 0.413" 1.90 in2
6" 1-3/8" 0.032" 0.516" 1.98 in2
1 Pipe must conform to requirements of ASTM designation F949. There shall be no evidence of
splitting, cracking, or breaking when the pipe is tested per ASTM test method D2412 in accordance
with F949 section 7.5 and ASTM F794 section 8.5. Contech A-2000 slotted pipe (or equal).
Table SF-3. Physical Requirements for Separator Fabric1
Property
Class B
Elongation Test Method
< 50%2
Elongation
> 50%2
Grab Strength, N (lbs) 800 (180) 510 (115) ASTM D 4632
Puncture Resistance, N (lbs) 310 (70) 180 (40) ASTM D 4833
Trapezoidal Tear Strength, N (lbs) 310 (70) 180 (40) ASTM D 4533
Apparent Opening Size, mm
(US Sieve Size)
AOS < 0.3mm (US Sieve Size No. 50) ASTM D 4751
Permittivity, sec-1 0.02 default value,
must also be greater than that of soil
ASTM D 4491
Permeability, cm/sec k fabric > k soil for all classes ASTM D 4491
Ultraviolet Degradation at 500
hours
50% strength retained for all classes ASTM D 4355
1 Strength values are in the weaker principle direction
2 As measured in accordance with ASTM D 4632
T-6 Sand Filter
SF-6 Urban Drainage and Flood Control District November 2015
Urban Storm Drainage Criteria Manual Volume 3
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric: For no-infiltration sections,
install a minimum 30-mil thick PVC geomembrane liner, per Table SF-4, on the bottom and sides of
the basin, extending up at least to the top of the underdrain layer. Provide at least 9 inches (12 inches
if possible) of cover over the membrane where it is attached to the wall to protect the membrane from
UV deterioration. The geomembrane should be field-seamed using a dual track welder, which allows
for non-destructive testing of almost all field seams. A small amount of single track and/or adhesive
seaming should be allowed in limited areas to seam around pipe perforations, to patch seams removed
for destructive seam testing, and for limited repairs. The liner should be installed with slack to
prevent tearing due to backfill, compaction, and settling. Place CDOT Class B geotextile separator
fabric above the geomembrane to protect it from being punctured during the placement of the filter
material above the liner. If the subgrade contains angular rocks or other material that could puncture
the geomembrane, smooth-roll the surface to create a suitable surface. If smooth-rolling the surface
does not provide a suitable surface, also place the separator fabric between the geomembrane and the
underlying subgrade. This should only be done when necessary because fabric placed under the
geomembrane can increase seepage losses through pinholes or other geomembrane defects. Connect
the geomembrane to perimeter concrete walls around the basin perimeter, creating a watertight seal
between the geomembrane and the walls using a continuous batten bar and anchor connection
(see Figure SF-3). Where the need for the impermeable membrane is not as critical, the membrane
can be attached with a nitrile-based vinyl adhesive. Use watertight PVC boots for underdrain pipe
penetrations through the liner (see Figure SF-2).
Table SF-4. Physical Requirements for Geomembrane
Property
Thickness
0.76 mm
(30 mil)
Test Method
Thickness, % Tolerance ±5 ASTM D 1593
Tensile Strength, kN/m (lbs/in) width 12.25 (70) ASTM D 882, Method B
Modulus at 100% Elongation, kN/m (lbs/in) 5.25 (30) ASTM D 882, Method B
Ultimate Elongation, % 350 ASTM D 882, Method A
Tear Resistance, N (lbs) 38 (8.5) ASTM D 1004
Low Temperature Impact, °C (°F) -29 (-20) ASTM D 1790
Volatile loss, % max. 0.7 ASTM D 1203, Method A
Pinholes, No. Per 8 m2 (No. per 10 sq. yds.) max. 1 N/A
Bonded Seam Strength, % of tensile strength 80 N/A
6. Inlet Works: Provide energy dissipation and a forebay at all locations where concentrated flows
enter the basin. Use an impact basin for pipes and a baffle chute or grouted sloping boulder drop if a
channel or swale is used, or install a Type VL or L riprap basin underlain with geotextile fabric at the
inlet (see Figure SF-1). Fill all rock voids with the filter material specified in Table SF-1.
Sand Filter T-6
November 2015 Urban Drainage and Flood Control District SF-7
Urban Storm Drainage Criteria Manual Volume 3
7. Outlet Works: Slope the underdrain into a larger outlet structure. As discussed in Step 4, use an
orifice plate to drain the WQCV over approximately 12 hours. Flows exceeding the WQCV should
also drain into the outlet structure. Additional flow restrictions may be incorporated to provide full
spectrum detention, as discussed in the Storage chapter of Volume 2, or peak reduction for other
specific storm events.
For full spectrum detention, perform reservoir routing calculations to design the outlet structure. The
UD-Detention workbook, available at www.udfcd.org, can be used for this purpose. The design
could include a second orifice located at the WQCV elevation or could include a downstream point of
control designed to drain the full excess urban runoff volume (EURV).
Construction Considerations
Proper construction of sand filters involves careful attention to material specifications and construction
details. For a successful project, do the following:
Protect area from excessive sediment loading during construction. The portion of the site draining to
the sand filter must be stabilized before allowing flow into the sand filter.
When using an impermeable liner, ensure enough slack in the liner to allow for backfill, compaction,
and settling without tearing the liner.
T-6 Sand Filter
SF-8 Urban Drainage and Flood Control District November 2015
Urban Storm Drainage Criteria Manual Volume 3
Figure SF-1. Sand Filter Plan and Sections
Sand Filter T-6
November 2015 Urban Drainage and Flood Control District SF-9
Urban Storm Drainage Criteria Manual Volume 3
Figure SF-2. Geomembrane Liner/Underdrain Penetration Detail
Figure SF-3. Geomembrane Liner/Concrete Connection Detail
APPENDIX F
Erosion Control Report
Confluence
Final Erosion Control Report
EROSION CONTROL REPORT
A comprehensive Erosion and Sediment Control Plan (along with associated details) has been
included with the final construction drawings. It should be noted, however, 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 Plan set contains 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 G
Variance Request
Stormwater
Alternative Compliance/Variance Application
City of Fort Collins Water Utilities Engineering
Section A: Engineer/Owner Information
Engineer Name____________________________________________Phone___________________________
Street Address_____________________________________________________________________________
City__________________________________________State________________________Zip_____________
Owner Name______________________________________________Phone___________________________
Street Address_____________________________________________________________________________
City__________________________________________State________________________Zip_____________
Section C: Alternative Compliance/Variance Information
Section B: Proposed Project Information
Legal description and/or address of property____________________________________________________
Project Name______________________________________________________________________________
Project/Application Number from Development Review (i.e. FDP123456)__________________________
Description of Project_______________________________________________________________________
__________________________________________________________________________________________
Existing Use (check one): ☐ residential ☐ non-residential ☐ mixed-use ☐ vacant ground
Proposed Use (check one): ☐ residential ☐ non-residential ☐ mixed-use ☐ other____________________
If non-residential or mixed use, describe in detail_______________________________________________
__________________________________________________________________________________________
__________________________________________________________________________________________
State the requirement from which alternative compliance/variance is sought. (Please include
applicable Drainage Criteria Manual volume, chapter and section.)
What hardship prevents this site from meeting the requirement?
What alternative is proposed for the site?
Attach separate sheet if necessary
Attach separate sheet if necessary
page 2
The owner agrees to comply with the provisions of the zoning ordinance, building code and all other
applicable sections of the City Code, Land Use Code, City Plan and all other laws and ordinances
affecting the construction and occupancy of the proposed building that are not directly approved by
this variance. The owner understands that if this variance is approved, the structure and its occupants
may be more susceptible to fl ood or runoff damage as well as other adverse drainage issues.
Signature of owner:_____________________________________________Date:_______________________
The engineer hereby certifi es that the above information, along with the reference plans and project
descriptions is correct.
Signature of engineer:___________________________________________Date:_______________________
PE STAMP
If you have questions or need assistance fi lling out forms, contact Fort Collins Utilities at:
Phone: 970-221-6700 · TDD 970-224-6003
Web: fcgov.com/stormwater · Email: WaterUtilitiesEng@fcgov.com
Utilities
Office use only
Date complete application submitted:_____________
Date of approval/denial:__________________________ Variance: ☐ approved ☐ denied
Staff justifi cation/notes/conditions:_______________________________________________________________
________________________________________________________________________________________
________________________________________________________________________________________
________________________________________________________________________________________
________________________________________________________________________________________
Approved by:__________________________________
Entered in UtilityFile Database? ☐ yes ☐ no
MAP POCKET
Drainage Exhibit
S
S
S
D
S
D
D
D
S
S
GAS
X
ST
ST
X
X
X
X
X
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
C.O.
X X
X
X
X
X
X X
X
X
X
M
M
M
M
M
M
G
C.O.
X
4" SS
6" SS
T
T
8" F
4" SS
4" SS
4" SS
4" SS 4" SS
LINDEN STREET
(100' ROW)
EX. SIDEWALK
POUDRE STREET
(20' ROW)
EX. SIDEWALK
WITH PAVERS
EXISTING DECK
409 LINDEN STREET
405 LINDEN
STREET
320 WILLOW STREET
316 WILLOW
STREET
310 WILLOW STREET
STAIRS
STAIRS
PROPOSED SIDEWALK
PROPOSED ASPHALT WALK
EX. PROPERTY LINE
EX. PROPERTY LINE
EX. PROPERTY LINE
EX. PROPERTY LINE
EX. RIGHT-OF-WAY
PROPOSED STORM
SEWER MANHOLE
EXISTING STORM
SEWER MANHOLE
PROPOSED STORM
SEWER UNDER FLOWLINE
PROPOSED
AREA INLET
PROPOSED TOP BACK
OF VERTICAL CURB
1
0.23
3
0.15
2
0.03
BASIN 1 WATER QUALITY TREATMENT
PROVIDED IN PROPOSED SAND FILTER
(SEE DRAINAGE REPORT)
BASIN 3 WATER QUALITY TREATMENT
PROVIDED IN EXISTING BAYSAVER
PER DOWNTOWN RIVER DISTRICT
REPORT AND PLANS
(SEE DRAINAGE REPORT)
1
3 2
NO BUILD EASEMENT
PROPOSED
RIGHT-OF-WAY
EX. 36" RCP STORM SEWER @ 1.89%
EX. 36" RCP STORM SEWER @ 0.36% EX. 36" RCP STORM SEWER @ 0.11%
4
0.005
4
PROPOSED
AREA INLET
EX. 6' Ø STORM
SEWER MANHOLE
PROPOSED CURB INLET
PROPOSES STORM SEWER (PRIVATE)
PROPOSED
DRAINAGE SWALE
PROPOSED
DRAINAGE SWALE
OS1
0.35
SEE OFFSITE BASIN EXHIBIT IN
DRAINAGE REPORT FOR OFFSITE
BASIN OS1
OS1
WILLOW STREET
(ROW VARIES)
EX. ASPHALT PATH
EXISTING EDGE
OF ASPHALT
REFER TO THE
WILLOW STREET
PLAZA IMPROVEMENT
PROJECT FOR PLANS
OF THIS AREA
No. Revisions:
By: Date:
REVIEWED BY:
C. Snowdon
DESIGNED BY:
DRAWN BY:
SCALE:
DATE:
12/13/2017
PROJECT:
998-003
Sheet
of 12
CONFLUENCE LOT 2
These drawings are
instruments of service
provided by Northern
Engineering Services, Inc.
and are not to be used for
any type of construction
unless signed and sealed by
a Professional Engineer in
the employ of Northern
Engineering Services, Inc.
NOT FOR CONSTRUCTION
REVIEW SET
12/13/2017
301 North Howes Street, Suite 100
Fort Collins, Colorado 80521
E N G I N E E R I N G
N O R T H E RN
PHONE: 970.221.4158
www.northernengineering.com
City UTILITY of Fort PLAN Collins, APPROVAL Colorado
Date
Date
Date
Date
Date
Date
APPROVED:
City Engineer
Traffic Engineer
Parks & Recreation
Stormwater Utility
Water & Wastewater Utility
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED 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
C500
DRAINAGE PLAN A.Cvar
F. Wegert
1" = 20'
A
DRAINAGE BASIN LABEL
BASIN
DESIGNATION
BASIN
AREA (AC)
DRAINAGE BASIN BOUNDARY
B2
1.45 ac
80
79
5015
5013
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
PROPOSED CONTOURS
DESIGN POINT
1. EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE
UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST
INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT
GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY
MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED
ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO
CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY
CONSTRUCTION TO VERIFY EXACT UTILITY LOCATIONS.
2. REFER TO THE "FINAL DRAINAGE REPORT FOR CONFLUENCE LOT 2" BY
NORTHERN ENGINEERING, DATED DECEMBER 13, 2017 FOR ADDITIONAL
INFORMATION.
NOTES:
EXISTING RIGHT-OF-WAY/PROPERTY LINE
VAULT
ELEC
APPROXIMATE LIMITS OF CONSTRUCTION
EXISTING CONCRETE
EXISTING CURB & GUTTER
PROPOSED CONCRETE PAVEMENT
PROPOSED VERTICAL CURB & GUTTER
EXISTING BUILDING
SAWCUT LINE
EXISTING ELECTRIC VAULT
EXISTING FIRE HYDRANT
EXISTING TREES
PROPOSED STORM SEWER
PROPOSED STORM INLET
LEGEND:
( IN FEET )
0
1 INCH = 20 FEET
20 20 40 60
PROPOSED ASPHALT PAVEMENT (FULL DEPTH)
PROPOSED ASPHALT OVERLAY
DRAINAGE SUMMARY TABLE
DESIGN
POINT
BASIN
ID
TOTAL
AREA
(acres)
C2 C100
2-yr
Tc
(min)
100-yr
Tc
(min)
Q2
(cfs)
Q100
(cfs)
1 1 0.23 0.95 1.00 5.0 5.0 0.6 2.3
2 2 0.03 0.95 1.00 5.0 5.0 0.1 0.3
3 3 0.15 0.95 1.00 5.0 5.0 0.4 1.5
4 4 0.01 0.95 1.00 5.0 5.0 0.0 0.1
allowing for some of the volume to be stored beyond the area of the filter. Note that the total
Bacteria Moderate
Other Considerations
Life-cycle Costs4 Moderate
1 Not recommended for watersheds with
high sediment yields (unless pretreatment is
provided).
3
Based primarily on data from the
International Stormwater BMP Database
(www.bmpdatabase.org).
4
Based primarily on BMP-REALCOST
available at www.udfcd.org. Analysis
based on a single installation (not based on
the maximum recommended watershed
tributary to each BMP).
Photograph SF-1. This sand filter, constructed on two sides of a parking
garage, is accessible for maintenance, yet screened from public view by a
landscape buffer.
12DIP 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.31 0.0000
LAT-D1 1.56 0.63 0.28 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 0.32 0.01
A2 0.15 0.15 0.15 0.48 0.15
A3 0.12 0.12 0.12 0.01 0.02
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 0.14 0.10
B5 0.10 0.10 0.10 0.01 0.09
B6 0.09 0.09 0.09 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
SWMM 5 Page 10
LAT-C1B CONDUIT 21.86 0 00:40 12.37 1.47 1.00
LAT-C2A CONDUIT 5.04 0 00:39 5.81 0.36 0.84
LAT-C2B CONDUIT 27.16 0 00:40 9.35 0.85 0.95
LAT-C3A CONDUIT 35.35 0 00:40 11.25 4.69 1.00
LAT-D2A CONDUIT 1.97 0 00:40 3.04 0.28 0.45
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 0.80
LAT-D3B CONDUIT 12.69 0 00:40 7.88 0.85 0.86
MNT_STRT CONDUIT 121.76 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 0.35 0.00 1.00
1 DUMMY 1.20 0 00:41
***************************
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 0.0002
A3 1.00 0.00 0.53 0.00 0.47 0.00 0.00 0.00 0.06 0.0000
A4 1.00 0.00 0.00 0.00 0.01 0.01 0.00 0.99 0.63 0.0000
A5 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.42 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 1.06 0.0000
SWMM 5 Page 9
***********************
-----------------------------------------------------------
Flow Avg. Max. Total
Freq. Flow Flow Volume
Outfall Node Pcnt. CFS CFS 10^6 gal
-----------------------------------------------------------
A1_POUDRE 81.51 1.88 73.37 0.916
FESB1-POUDRE 7.96 66.42 369.87 3.113
FESC1-UDALL_POND 99.74 2.88 33.57 1.760
-----------------------------------------------------------
System 63.07 71.18 473.00 5.790
********************
Link Flow Summary
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence Velocity Full Full
SWMM 5 Page 8
MH_B5 JUNCTION 0.00 152.02 0 00:43 0.000 2.373
MH_B6 JUNCTION 0.00 102.73 0 00:43 0.000 1.288
MH_B7 JUNCTION 0.00 87.25 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 73.32 0 00:39 0.000 0.914
MH_B9 JUNCTION 0.00 73.91 0 00:39 0.000 0.846
MH_C1 JUNCTION 0.00 33.57 0 00:40 0.000 1.760
MH_C2 JUNCTION 0.00 33.57 0 00:40 0.000 1.756
MH_C3 JUNCTION 0.00 33.56 0 00:40 0.000 1.748
MH_C4/B1 JUNCTION 0.00 406.59 0 00:40 0.000 4.860
MH_C5 JUNCTION 0.00 92.41 0 00:40 0.000 1.085
MH_C6 JUNCTION 0.00 65.20 0 00:40 0.000 0.805
MH_C7 JUNCTION 0.00 67.06 0 00:40 0.000 0.804
MH_D2 JUNCTION 2.50 43.43 0 00:41 0.028 0.534
MH_D3 JUNCTION 0.00 41.99 0 00:40 0.000 0.506
MH_D4 JUNCTION 0.00 18.60 0 00:40 0.000 0.225
MNT_STRT JUNCTION 169.14 169.14 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 31.21 31.21 0 00:40 0.311 0.311
O115 JUNCTION 27.39 27.39 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 73.37 0 00:41 0.000 0.916
FESB1-POUDRE OUTFALL 0.00 369.87 0 00:40 0.000 3.113
FESC1-UDALL_POND OUTFALL 0.00 33.57 0 00:40 0.000 1.760
1 STORAGE 2.29 2.59 0 00:38 0.025 0.025
SWMM 5 Page 7
MH_B5 JUNCTION 0.14 7.55 4968.07 0 00:38
MH_B6 JUNCTION 0.14 6.12 4969.46 0 00:41
MH_B7 JUNCTION 0.14 6.30 4969.88 0 00:41
MH_B7A JUNCTION 0.05 1.29 4971.08 0 00:40
MH_B8 JUNCTION 0.15 6.43 4970.19 0 00:41
MH_B9 JUNCTION 0.13 5.98 4971.10 0 00:42
MH_C1 JUNCTION 2.35 10.25 4951.48 0 00:00
MH_C2 JUNCTION 1.78 6.60 4948.68 0 00:40
MH_C3 JUNCTION 0.74 10.63 4955.75 0 00:40
MH_C4/B1 JUNCTION 0.97 14.18 4960.18 0 00:40
MH_C5 JUNCTION 0.20 5.70 4960.59 0 00:40
MH_C6 JUNCTION 0.16 5.60 4961.07 0 00:40
MH_C7 JUNCTION 0.16 6.09 4962.33 0 00:40
MH_D2 JUNCTION 0.11 3.44 4963.42 0 00:41
MH_D3 JUNCTION 0.10 3.59 4964.24 0 00:41
MH_D4 JUNCTION 0.07 2.98 4964.89 0 00:40
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 2.69 4952.58 0 00:41
FESB1-POUDRE OUTFALL 0.07 3.27 4957.00 0 00:40
FESC1-UDALL_POND OUTFALL 2.47 2.47 4943.50 0 00:00
1 STORAGE 0.13 4.44 4960.44 0 00:46
SWMM 5 Page 6
125 3.669 0.000 0.000 0.067 3.521 0.048 5.004 0.960
126 3.669 0.000 0.000 0.071 3.522 0.478 35.378 0.960
127 3.669 0.000 0.000 0.068 3.531 0.221 21.859 0.962
128 3.669 0.000 0.000 0.066 3.518 0.029 3.002 0.959
200 3.669 0.000 0.000 0.067 3.522 0.029 3.001 0.960
201 3.669 0.000 0.000 0.067 3.521 0.019 2.001 0.960
202 3.669 0.000 0.000 0.067 3.522 0.038 4.002 0.960
203 3.669 4.707 0.000 0.078 8.215 0.067 4.752 0.981
204 3.669 0.000 0.000 0.069 3.529 0.038 3.469 0.962
205 3.669 0.000 0.000 0.067 3.522 0.010 1.001 0.960
206 3.669 0.000 0.000 0.135 3.463 0.019 1.988 0.944
207 3.669 0.000 0.000 0.067 3.523 0.086 8.998 0.960
208 3.669 0.000 0.000 0.067 3.528 0.067 6.931 0.961
210 3.669 0.000 0.000 0.292 3.321 0.262 24.604 0.905
211 3.669 0.000 0.000 0.067 3.523 0.019 1.999 0.960
212 3.669 0.000 0.000 0.067 3.522 0.057 6.003 0.960
213 3.669 1.605 0.000 0.072 5.127 0.167 12.687 0.972
300 3.669 0.000 0.000 0.068 3.531 0.211 21.093 0.962
124b 3.669 0.000 0.000 0.069 3.530 0.025 2.293 0.962
124c 3.669 0.000 0.000 0.689 2.946 0.028 2.498 0.803
--------------------------------------------------------------------------------------------
SWMM 5 Page 5
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 ...... 18.514 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 0.625 0.124
Surface Runoff ........... 17.538 3.476
Final Surface Storage .... 0.462 0.092
Continuity Error (%) ..... -0.599
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
SWMM 5 Page 4
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 1.3182 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 1.7760 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 1.8691 0.0130
1 1 MH_A3 OUTLET
*********************
Cross Section Summary
SWMM 5 Page 3
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
SWMM 5 Page 2
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 3.24 470.00 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
SWMM 5 Page 1
LAT-D2A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.12 0.0000
LAT-D2B 1.09 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.60 0.0000
LAT-D3A 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.11 0.0000
LAT-D3B 1.00 0.01 0.00 0.00 0.00 0.00 0.00 0.99 0.38 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 0.31 0.0000
LAT-D1 1.56 0.63 0.28 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 0.31 0.01
A2 0.14 0.14 0.14 0.46 0.14
A3 0.11 0.11 0.11 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 0.09
B6 0.09 0.09 0.10 0.01 0.05
B7 0.10 0.10 0.10 0.04 0.09
B8 0.10 0.10 0.10 0.05 0.09
B9 0.09 0.09 0.09 0.01 0.01
B10 0.07 0.07 0.07 0.01 0.06
SWMM 5 Page 10
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 158.91 0 00:37 12.65 1.63 1.00
LAT-C1A CONDUIT 6.00 0 00:40 3.85 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 5.81 0.36 0.83
LAT-C2B CONDUIT 27.18 0 00:40 9.36 0.85 0.95
LAT-C3A CONDUIT 35.36 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 24.60 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 12.68 0 00:40 7.88 0.85 0.86
MNT_STRT CONDUIT 121.76 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 0.19 0 00:45 0.34 0.01 1.00
1 DUMMY 1.20 0 00:43
***************************
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
SWMM 5 Page 9
Storage Unit 1000 ft3 Full 1000 ft3 Full days hr:min CFS
--------------------------------------------------------------------------------------
1 0.017 1 0.756 37 0 00:46 1.20
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg. Max. Total
Freq. Flow Flow Volume
Outfall Node Pcnt. CFS CFS 10^6 gal
-----------------------------------------------------------
A1_POUDRE 73.22 2.03 72.06 0.888
FESB1-POUDRE 7.96 66.31 369.83 3.112
FESC1-UDALL_POND 99.74 2.88 33.56 1.760
-----------------------------------------------------------
System 60.31 71.22 471.83 5.761
********************
Link Flow Summary
SWMM 5 Page 8
MH_B6 JUNCTION 0.00 102.67 0 00:43 0.000 1.288
MH_B7 JUNCTION 0.00 87.20 0 00:44 0.000 1.067
MH_B7A JUNCTION 0.00 21.41 0 00:40 0.000 0.240
MH_B8 JUNCTION 0.00 73.49 0 00:39 0.000 0.914
MH_B9 JUNCTION 0.00 74.07 0 00:39 0.000 0.846
MH_C1 JUNCTION 0.00 33.57 0 00:40 0.000 1.760
MH_C2 JUNCTION 0.00 33.56 0 00:40 0.000 1.756
MH_C3 JUNCTION 0.00 33.56 0 00:40 0.000 1.748
MH_C4/B1 JUNCTION 0.00 406.51 0 00:40 0.000 4.860
MH_C5 JUNCTION 0.00 92.55 0 00:40 0.000 1.085
MH_C6 JUNCTION 0.00 65.44 0 00:40 0.000 0.805
MH_C7 JUNCTION 0.00 67.12 0 00:40 0.000 0.804
MH_D2 JUNCTION 0.00 41.15 0 00:41 0.000 0.506
MH_D3 JUNCTION 0.00 42.25 0 00:40 0.000 0.506
MH_D4 JUNCTION 0.00 18.60 0 00:40 0.000 0.225
MNT_STRT JUNCTION 169.14 169.14 0 00:35 0.586 0.586
O112 JUNCTION 11.96 11.96 0 00:40 0.122 0.122
O113 JUNCTION 17.25 17.25 0 00:40 0.173 0.173
O114 JUNCTION 31.23 31.23 0 00:40 0.311 0.311
O115 JUNCTION 27.41 27.41 0 00:40 0.269 0.269
O300 JUNCTION 21.09 21.09 0 00:40 0.211 0.211
A1_POUDRE OUTFALL 0.00 72.06 0 00:41 0.000 0.888
FESB1-POUDRE OUTFALL 0.00 369.83 0 00:40 0.000 3.112
FESC1-UDALL_POND OUTFALL 0.00 33.56 0 00:40 0.000 1.760
1 STORAGE 2.29 2.94 0 00:38 0.025 0.025
**********************
Node Surcharge Summary
SWMM 5 Page 7
MH_B6 JUNCTION 0.14 6.11 4969.45 0 00:41
MH_B7 JUNCTION 0.14 6.29 4969.87 0 00:41
MH_B7A JUNCTION 0.05 1.29 4971.08 0 00:40
MH_B8 JUNCTION 0.15 6.42 4970.19 0 00:41
MH_B9 JUNCTION 0.13 5.97 4971.09 0 00:42
MH_C1 JUNCTION 2.35 10.25 4951.48 0 00:00
MH_C2 JUNCTION 1.77 6.60 4948.68 0 00:40
MH_C3 JUNCTION 0.74 10.63 4955.75 0 00:40
MH_C4/B1 JUNCTION 0.97 14.17 4960.17 0 00:40
MH_C5 JUNCTION 0.20 5.69 4960.58 0 00:40
MH_C6 JUNCTION 0.16 5.58 4961.05 0 00:40
MH_C7 JUNCTION 0.16 6.07 4962.31 0 00:40
MH_D2 JUNCTION 0.10 3.22 4963.20 0 00:41
MH_D3 JUNCTION 0.10 3.37 4964.02 0 00:41
MH_D4 JUNCTION 0.07 2.79 4964.70 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 2.68 4952.57 0 00:41
FESB1-POUDRE OUTFALL 0.07 3.27 4957.00 0 00:40
FESC1-UDALL_POND OUTFALL 2.47 2.47 4943.50 0 00:00
1 STORAGE 0.12 4.19 4960.19 0 00:46
*******************
SWMM 5 Page 6
126 3.669 0.000 0.000 0.071 3.522 0.478 35.378 0.960
127 3.669 0.000 0.000 0.068 3.531 0.221 21.859 0.962
128 3.669 0.000 0.000 0.066 3.518 0.029 3.002 0.959
200 3.669 0.000 0.000 0.067 3.522 0.029 3.001 0.960
201 3.669 0.000 0.000 0.067 3.521 0.019 2.001 0.960
202 3.669 0.000 0.000 0.067 3.522 0.038 4.002 0.960
203 3.669 4.707 0.000 0.078 8.215 0.067 4.752 0.981
204 3.669 0.000 0.000 0.069 3.529 0.038 3.469 0.962
205 3.669 0.000 0.000 0.067 3.522 0.010 1.001 0.960
206 3.669 0.000 0.000 0.135 3.463 0.019 1.988 0.944
207 3.669 0.000 0.000 0.067 3.523 0.086 8.998 0.960
208 3.669 0.000 0.000 0.067 3.528 0.067 6.931 0.961
210 3.669 0.000 0.000 0.292 3.321 0.262 24.604 0.905
211 3.669 0.000 0.000 0.067 3.523 0.019 1.999 0.960
212 3.669 0.000 0.000 0.067 3.522 0.057 6.003 0.960
213 3.669 1.605 0.000 0.072 5.127 0.167 12.687 0.972
300 3.669 0.000 0.000 0.068 3.531 0.211 21.093 0.962
124b 3.669 0.000 0.000 0.069 3.530 0.025 2.293 0.962
--------------------------------------------------------------------------------------------
System 3.669 0.055 0.000 0.121 3.534 5.777 554.620 0.949
SWMM 5 Page 5
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 ........... 17.452 3.479
Final Surface Storage .... 0.461 0.092
Continuity Error (%) ..... -0.600
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
SWMM 5 Page 4
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 1.3182 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 1.7760 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 1.8691 0.0130
1 1 MH_A3 OUTLET
*********************
Cross Section Summary
*********************
SWMM 5 Page 3
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
SWMM 5 Page 2
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 3.24 470.00 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
SWMM 5 Page 1
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 11, Sep 23, 2016
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 22, 2011—Apr
28, 2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
10
CTV
CTV
CTV
CTV
CTV
CTV
CTV
S
D
S
D
D
S
S
S
T VAULT
F.O.
T
CONTROL
IRR
H
Y
D
TEST
STA
CONTROL
IRR
CONTROL
IRR
CONTROL
IRR
CONTROL
IRR
VAULT
ELEC
CONTROL
IRR
W
CONTROL
IRR
CONTROL
IRR
CONTROL
IRR
CONTROL
IRR
GAS
T
VAULT
W ELEC
C
S
VAULT
CABLE
CONTROL
IRR
CONTROL
IRR
VAULT
VAULT CABLE
ELEC
H
Y
D
CONTROL
IRR
C
S
IRR W
CONTROL
CONTROL IRR
CONTROL IRR
CONTROL IRR
CONTROL IRR
IRR
CONTROL
IRR
CONTROL
IRR
G
CONTROL
IRR
VAULT
ELEC
VAULT
CABLE
C ELEC
CT
VAULT
ELEC
C
S
C
S
W
T
T T
T
T
T T T
T
T
T
FO
T
T
T
T
T
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
T
T
T
T
T
T
T
T
T T T
T
X
X
W
W
W W
W
W
W
W
W
W
W
W W
W
X
X
X
X
ST
ST
ST
ST ST
ST
ST
SS
SS
SS
SS SS SS
SS
SS
SS
SS SS SS
T
EST
STA
ST
C.O.
SS
SS
OS1 OS1
OFFSITE DRAINAGE EXHIBIT NORTH
Tt
(min)
2-yr
Tc
(min)
10-yr
Tc
(min)
100-yr
Tc
(min)
1 1 No 0.95 0.95 1.00 95 0.50% 3.4 3.4 2.3 0 0.00% N/A N/A 0 0.00% N/A N/A 5 5 5
2 2 No 0.95 0.95 1.00 12 1.60% 0.8 0.8 0.6 0 0.00% N/A N/A 0 0.00% N/A N/A 5 5 5
3 3 No 0.95 0.95 1.00 80 0.50% 3.2 3.2 2.1 0 0.00% N/A N/A 0 0.00% N/A N/A 5 5 5
4 4 No 0.95 0.95 1.00 80 0.50% 3.2 3.2 2.1 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 60 0.50% 2.7 2.7 1.8 210 0.50% 1.41 2.5 0 0.00% N/A N/A 5 5 5
Historic Site Historic Site No 0.95 0.95 1.00 130 0.80% 3.4 3.4 2.3 0 0.00% N/A N/A 0 0.00% N/A N/A 5 5 5
TIME OF CONCENTRATION COMPUTATIONS
Gutter Flow Swale Flow
Design
Point
Basin
Overland Flow
ATC
December 11, 2017
Time of Concentration
(Equation RO-4)
3
1
1 . 87 1 . 1 *
S
C Cf L
Ti
December 11, 2017
100-yr
HGL (FT)
Original
EGL
Revised
EGL
Manhole
Rim Elev.
(FT)
Change
100-yr
HGL
(FT)
Change
100-yr
EGL (FT)
MHA1 4953.86 4953.94 4955.44 4955.6 4957.16 0.08 0.17
MHA2 4956.16 4956.35 4957.74 4958.01 4959.44 0.19 0.28
MHA3 4959.23 4959.62 4960.45 4960.93 4963.28 0.39 0.48
MHA4 4961.98 4962.33 4963.1 4963.51 4968.64 0.35 0.40
MHD2 4963.17 4963.40 4965.82 4966.35 4968.28 0.23 0.53