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July 19, 2018
City of Fort Collins *'0V d Plans.
Approved b
Date. s
FINAL DRAINAGE AND
EROSION CONTROL REPORT FOR
CONFLUENCE
Fort Collins, Colorado
Prepared for:
AU Workshop
405 Linden Street
Fort Collins, CO 80524
Prepared by:
■� I NORTHERN
ENGINEERING
301 N. Howes, Suite 100
Fort Collins, Colorado 80521
Phone: 970.221.4158 Fax: 970.221.4159
w .nodhemenglneering.mm
Project Number: 998-003
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NarthernEnalneerina.com // 970.221.4158
' NORTHERN
ENGINEERING
' July 19, 2018
City of Fort Collins
'
Stormwater Utility
700 Wood Street
1
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
1
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roMAL�'
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FORT COLLINS:•301 North Howes Street, Suite 100, 80521 1 970.221.4158
' GREELEY: 820 8 m Street, 80631 1970 3-95.98-801 WEB: www.northernengineedng.com
'
(NORTHERN
ENGINEERING
Confluence
'
TABLE OF CONTENTS
I. GENERAL LOCATION AND DESCRIPTION...................................................................
A. Location.............................................................................................................................................1
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...................................................................................
A. Regulations........................................................................................................................................6
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..................................................................................................................................9
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
Final Drainage Report
' INORTHERN
ENGINEERING
Confluence
1
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
NORTHERN
ENGINEERING
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 6`h 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 3004eet northeast of the site. As
Final Drainage Report
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NORTHERN
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Confluence
B.
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. A trench drain will be constructed along the
southwest side of the proposed building, which will route offsite flows into the
proposed onsite storm system, and then into the existing Linden Street Storm main.
Please see the Offsite Drainage Exhibit and flow calculations provided in Appendix A.
Description of Property
1. The development area is roughly 0.4 net acres.
-i PROJECT SITE
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
Final Drainage Report 2
NORTHERN
ENGINEERING Confluence
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.
Final Drainage Report 3
NORTHERN
ENGINEERING
Confluence
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.
rROJECT SI i t
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r.
'• -ea
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FEI; 4 High Risk--Flocdway
FE1,14 High Risk- 1CO rear
I �_ �. •m— �\ r FEI: < tdccerate Risk - 100 1500
Figure 3 —Area Floodplain Mapping NORTH
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
Final Drainage Report 4
NORTHERN
ENGINEERING
Confluence
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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)
Original
Ayres
Revised
Change
Model
Model
Manhole
100-yr
Change
100-yr HGL
100-yr
Original
Revised
Rim Elev.
HGL
100-yr
Node
(FT)
HGL (FT)
EGL
EGL
(FT)
(FT)
EGL (FT)
MHAI
4953.86
4953.89
4955.44
4955.49
4957.16
0.03
0.05
MHA2
4956.15
4956.24
1 4957.74
4957.84
4959.44
1 0.08
0.10
MHA3
4959.23
4959.37
1 4960.45
4960.62
4963.28
1 0.14
0.17
TABLE 2 - SUMMARY OF MASTER BASIN HYDRAULIC AND ENERGY
GRADE LINE (PROPOSED ONSITE AND OFFSITE CONDITIONS)
Original
Ayres
Revised
Change
Model
Model
Manhole
100-yr
Change
100-yr
100-yr
Original
Revised
Rim Elev.
HGL
100-yr
Node
HGL (FT)
HGL (FT)
EGL
EGL
(FT)
(FT)
EGL (FT)
MHAI
4953.86
4953.99
4955.44
4955.71
4957.15
0.13
0.27
MHA2
4956.16
4956.49
4957.74
4958.21
4959.44
0.33
0.48
MHA3
4959.23
4959.87
4960.45
4951.22
4963.28
0.64
0.77
MHA4
4961.98
4962.34
4963.1
4963.43
4968.64
0.36
0.33
MHD2
4963.17
4963.26
1 4965.82 1
4965.85
4968.28
1 0.09
0.04
Final Drainage Report
5
■� NORTHERN
EN6INEERIN6
Confluence
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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:
r 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:
Final Drainage Report
6
■� NORTHERN
ENGINEERING Confluence
w Existing elevations along the property lines will generally be maintained.
w 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.
1 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 80t' 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.
Final Drainage Report
7
' ■� (NORTHERN
ENGINEERING
ConfluencE
' 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 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 the storm line outfall for the project site,
'
which will convey runoff into the existing storm main in Linden Street. Coordination
has occurred with the building architect 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 4
Basin 4 is composed of a very small area which will generally drain via sheet flow into
an area drain as shown on the Drainage Exhibit. The area drain will connect to the
'
storm line outfall for the project site, which will convey runoff into the existing storm
main in Linden Street.
Basin OSl
Basin OS1 is composed of an offsite area to the south of the site which will generally
drain via sheet flow into the proposed storm system running along the south side of
the proposed building. This system will capture and convey offsite flows into the
'
existing storm line in Linden Street, preventing offsite flows from flowing towards the
proposed building and being blocked. A trench drain system will be constructed along
the southwest side of the proposed building, which will tie in with the proposed storm
line system running under the proposed building. This storm system will route flows
ultimately into the existing storm main in Linden Street. It is Confluence's
responsibility to maintain this system, and Confluence provides the City the right to
'
access and inspect this storm system. 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.
Final Drainage Report
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1 INORTHERN
ENGINEERING
Confluence
' 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
1 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 open surface area parking 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.
1 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
1 the City of Fort Collins in the Development Agreement.
V. CONCLUSIONS
1 A. Compliance with Standards
1. The drainage design proposed with the proposed project complies with the City of Fort
1 Collins' Stormwater Criteria Manual.
2. The drainage design proposed with this project complies with requirements for the
Poudre River Basin.
1 3. The drainage plan and stormwater management measures proposed with the
proposed development are compliant with all applicable State and Federal regulations
1 governing stormwater discharge.
B. Drainage Concept
1 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.
Final Drainage Report
9
' ■� NORTHERN
ENGINEERING
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.
Final Drainage Report 10
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' APPENDIX
1 Hydrologic Computations; Mite Drainage Exhibit
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OFFSITE DRAINAGE EXHIBIT
WM%6
Ar
%TORM 1
J N DEN
50 0 50 100 150 Feet
NORTH � I I
IN U.S. SURVEY FEET
1 inch = 50 ft.
IRunoff Chapter 6
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Table 6-3. Recommended percentage imperviousness values
Land Use or
Surface Characteristics
Percentage Imperviousness
N
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
6-8 Urban Drainage and Flood Control District January 2016 '
Urban Storm Drainage Criteria Manual Volume 1
I
' APPENDIX B
1 USDA Soils Information
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USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Larimer County
Area, Colorado
January 9, 2017
I�
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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.
1 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.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://oftiices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.govtwps/portal/nres/detail/soils/contactus/?
cid=nres142p2_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
1
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
I
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.
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Contents
Preface.................................................................................................................... 2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................
8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend........................................................................0.......................
MapUnit Descriptions.........................................................................................11
11
Larimer County Area, Colorado......................................................................13
IReferences
81—Paoli fine sandy loam, 0 to 1 percent slopes.......................................13
............................................................................................................15
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1 4
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How Soil Surveys Are Made
1
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 toots, 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
'
Custom Soil Resource Report
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
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
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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
' Custom Soil Resource Report
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Map Unit Legend
Larimer County Area, Colorado (CO6")
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,
11
Custom Soil Resource Report
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.
1
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Custom Soil Resource Report
' 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 transacts of the mapunit.
Description of Paoli
' Setting
Landtbrm: 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
13
Custom Soil Resource Report
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
14
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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.nres.usda.govtwps/portal/
n res/detail/national/soils/?cid=nres 142p2_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. nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres l42p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nresl42p2_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.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres 142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.govtwps/portal/nres/
detail/nationalAand use/rangepasture/?cid=stel prdb1043084
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United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.govtwps/portal/
'
nres/detail/soils/scientists/?cid=nres142p2_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.nres.usda.gov/wps/portal/nres/detail/national/soilsn
cid=nres142p2_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/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290. pdf
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16
' APPENDIX C
' Master Basin SWMM Modeling
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* FOR THE RANCHRAY FEEDS PROPERTY
ADa'IDNAL HYDRAULIC MODELING ILL
AV(_NU BE REOIARED PRIOR TO THE PANGTIWA,
ll( ,OL.iN FEEDS PARCEL (BASIN 300) O,SCMARCAN:
NTO THE C. WLLOW STREET SYSTEM
(STORM UNE C) rTHOUT ON SITE
DETEHf ON WA R QUALITY WOUto of
PROVIDED IN tHE LIDA, POND
EXHIBIT B
FUTURE
DEVEL
�O
�P
nMENT
MAP
r
FOR DTRD AREA
fvms
ASSOCIATES
1�
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U
9
0
a
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0
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m
'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 CPS
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
1
Number of subcatchments
Number of nodes
... 44
. 77
Number of links
. 70
Number of pollutants ......
0
Number of land uses .......
0
Raingage Summary
++++++++++++++++
Data
Interval
'
Name
Source
hours
----------------Data
---------Type
1 100-year
-----------
INTENSITY
0.08
Subcatchment Summary
++++++++++++++++++++
1
Name
--------------------------Area
100
-----Width
1.20
185.00
- -I-----
---------
95.00
-Slope
%
--------
0.8000
Rain Gage
----- ------------Outlet
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
104
0.80
4.50
582.00
2930.00
95.00
95.00
0.8000
0.4800
1
1
INLET-B3B
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
1.90
274.00
95.00
0.3200
1
INLET-B10A
'108
109
0.80
1618.00
60.00
0.2900
1
INLET-B5A
110
2.00
289.00
80.00
1.2600
1
INLET-A3B
ill
0.90
124.00
10.00
1.0600
1
213
112
1.30
191.00
90.00
0.8900
1
0112
1.80
265.00
95.00
1.7200
1
0113
'113
114
3.24
470.00
95.00
2.0800
1
0114
115
2.80
407.00
95.00
3.5700
1
0115
116
0.20
582.00
95.00
0.7900
1
INLET-B2A
117
118
1.20
1.80
459.00
258.00
95.00
95.00
0.5400
0.9000
1
1
EXINLET-B3A
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
123
0.60
0.30
1177.00
527.00
95.00
95.00
0.2800
1.0400
1
1
INLET-C1A
CustomInlet-River
124
0.70
603.00
95.00
2.1400
1
INLET-AlA
125
0.50
893.00
95.00
0.9100
1
INLET-C2A
126
5.00
184.00
95.00
1.2400
1
EXMH Cl
127
2.30
328.00
95.00
1.5000
1
INLET-C1B
�VM
5
0.30
1406.00
95.00
2.1100
1
INLET-A2A
0.30
252.00
95.00
1.6900
1
EXINLET-B10B
201
0.20
271.00
95.00
0.9600
1
EXINLET-B9B
Page 1
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
0.90
1123.00 95.00
0.4400
1
EXINLET-B5B
'207
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
0300
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
JUNCTION
4963.76
6.34
0.0
'EXINLET-B3C
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-AlA
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
INLET-B1A
JUNCTION
JUNCTION
4972,40
4960.79
2.99
4.02
0.0
0.0
INLET -BIB
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
JUNCTION
4960.96
8.28
0.0
'INLET-B3B
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
JUNCTION
4957.82
5.00
0.0
'INLET-C1A
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 Al
MH A2
JUNCTION
JUNCTION
4942.03
4950.07
15.03
9.37
0.0
0.0
1
MH A3
JUNCTION
4953.34
9.94
0.0
MH A4-MH D1
JUNCTION
4959.59
9.05
0.0
MH A5
JUNCTION
4961.21
7.65
0.0
MH-B10
JUNCTION
4967.11
8.78
0.0
MH B11
JUNCTION
4968.41
8.65
0.0
MH B12
JUNCTION
4969.47
9.06
0.0
MH B13
JUNCTION
4970.00
9.39
0.0
MH B2
JUNCTION
4957.32
7.71
0.0
MH-B3
JUNCTION
4958.62
9.59
0.0
MH B3A
JUNCTION
4960.86
9.60
0.0
Yes
MH_B4
JUNCTION
4958.88
10.22
0.0
MH B4A
JUNCTION
4965.42
7.83
0.0
MH B4B
JUNCTION
4966.41
8.22
0.0
JUNCTION
4960.52
9.87
0.0
'MH-B5
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-BB
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
JUNCTION
4946.00
17.83
0.0
'MH_C4/B1
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
H M_D3
JUNCTION
4960.65
7.21
0.0
5
�5
JUNCTION
4961.91
5.11
0.0
Page 2
T
JUNCTION
4973.00
1.00
0.0
Yes
_
0112
JUNCTION
0.00
0.00
0.0
JUNCTION
0.00
0.00
0.0
'0113
0114
JUNCTION
0.00
0.00
0.0
0115
JUNCTION
0.00
0.00
0.0
0300
JUNCTION
0.00
0.00
0.0
Al 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
------------------------------------------------------------------------------------------
Al
MH Al
A1_POUDRE
CONDUIT
73.0
0.1781
0.0130
A2
MH A2
MH Al
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
B1
MHA5MH
MH C4/B1
A4-MH D1
FESB1-POUDRE
CONDUIT
CONDUIT
65.5
139.0
1.4342
1.4966
0.0130
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
MHB5MH
B4CONDUIT
470.0
0.3489
0.0130
'B5
B6
MH B6
MH B5
CONDUIT
485.0
0.5815
0.0130
B7
MH B7
MH B6
CONDUIT
68.0
0.3529
0.0130
BS
MH B8
MH B7
CONDUIT
74.5
0.2470
0.0130
B9
MH B9
MH B8
CONDUIT
367.0
0.3695
0.0130
MHB10MH
B9CONDUIT
63.0
0.7778
0.0130
'B10
Bll
MH Bll
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
Cl
MH Cl
FESC1-UDALL_PONDCONDUIT
34.0
0.5882
0.0130
MHC2MH
ClCONDUIT
138.0
0.6160
0.0130
'C2
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
C7
MH-C6
MH C7
MH C5
MH C6
CONDUIT
CONDUIT
194.0
274.0
0.2990
0.2810
0.0130
0.0130
'C6
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
EXINLET-B3C
MH-B3A
CONDUIT
36.0
2.1116
0.0130
'EXLAT-B3C
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-AlA
INLET-AlA
MH A2
CONDUIT
41.0
1.2684
0.0130
LAT-A2A
INLET-A2A
MH A3
CONDUIT
25.0
2.6009
0.0130
INLET-A3A
MH A5
CONDUIT
21.0
2.8106
0.0130
'LAT-A3A
LAT-A3B
INLET-A3B
MH AS
CONDUIT
46.0
0.9348
0.0130
LAT-MA
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
1
LAT-B3C
LAT-B4A
MH-B3A
INLET-B4A
MH-B5
MH B4A
CONDUIT
CONDUIT
57.0
19.0
0.5965
0.1579
0.0130
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
EXINLET-B5B
MH-B7
CONDUIT
20.0
1.6002
0.0130
'LAT-B5B
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
INLET-B9A
MHB1000NDUIT
32.0
2.4695
0.0130
'LAT-B9A
LAT-B9B
EXINLET-B9B
MH B10
CONDUIT
36.0
2.0004
0.0130
LAT-B10A
INLET-B10A
MH Bll
CONDUIT
30.0
1.9003
0.0130
LAT-B10B
EXINLET-B10B
MH B11
CONDUIT
44.0
2.0004
0.0130
LAT-BllA
EXMH B1
MH B4
CONDUIT
61.0
0.4590
0.0130
LAT-C1A
INLET-C1A
MHC5CONDUIT
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
EXMH Cl
MHC7CONDUIT
18.0
0.1111
0.0130
LAT-D2A
INLET-D2A
MH D3
CONDUIT
51.0
0.4510
0.0130
'LAT-C3A
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
STRT
MNT STRT
EXMH B1
CONDUIT
720.0
0.4458
0.0160
'MNT
12DIP
CustomInlet-RiverMH
A2
CONDUIT
80.6
6.1031
0.0130
LAT-D1
INLET-D1
MH 52
CONDUIT
13.0
1.8691
0.0130
1y/ryp/
1
MH A3
OUTLET
Section
Section Summary
(; ross
Page 3
Full
Full
HY d.
Max.
No. of
Full
Conduit
Area
Rad.
Width
Barrels
Flow
------- ----------Shape
Al
---------------Depth
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
CIRCULAR
3.00
7.07
0.75
3.00
1
91.71
'A3
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
Bi
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
RECT CLOSED
4.00
28.00
1.27
7.00
1
228.11
'B3
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
Bil
CIRCULAR
3.50
9.62
0.88
3.50
1
89.31
B12
B13
CIRCULAR
CIRCULAR
3.00
3.00
7.07
7.07
0.75
0.75
3.00
3.00
1
1
59.32
84.53
Cl
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
CIRCULAR
2.00
3.14
0.50
2.00
1
17.68
'C4
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
CIRCULAR
1.50
1.77
0.38
1.50
1
11.83
'LAT-AlA
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-B1A
CIRCULAR
CIRCULAR
1.01
1.50
0.79
1.77
0.25
0.38
1.00
1.50
1
1
1.82
8.51
'LAT-A4A
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
CIRCULAR
2.50
4.91
0.63
2.50
1
58.01
'LAT-B4C
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
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
ILAT-B10A
LAT-B11A
CIRCULAR
4.00
12.57
1.00
4.00
1
97.32
LAT-CIA
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
CIRCULAR
1.50
1.77
0.38
1.50
1
14.02
'LAT-C2A
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
++++++++++++++++++++++++++
Total Precipitation
acre- feet
18.407
inches
-
3.669
Evaporation Loss .........
0.000
0.000
Infiltration Loss ........
0.605
0.121
1 Surface Runoff ...........
Final Surface Storage
17.452
0.461
3.479
0.092
Continuity Error (%)
-0.600
++++++++++++++++++++++++++
uting Continuity
Volume
acre- feet
Volume
10^6gal
- -
Dry Weather Inflow .......
0.000
0.000
Page 4
'Wet
Weather Inflow .......
Groundwater Inflow
17.466
0.000
5.692
0.000
RDII Inflow
0.000
0.000
External Inflow ..........
3.509
1.143
External Outflow .........
17.623
5.743
'Internal
Evaporation Loss
Outflow .........
0.000
0.000
0.000
0.000
Initial Stored Volume
0.039
0.013
Final Stored Volume ......
0.040
0.013
Continuity Error (8) .....
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
Time Step
1.00 sec
'Maximum
Percent in Steady State
0.00
Average Iterations per Step
2.03
Subcatchment Runoff Summary
-----------------------------------------------------------------
' Total Total Total Total Total
Precip Runon Evap Infil Runoff
Subcatchment in in in in in
'100
101
3.669
3.669
0.000
0.000
102
3.669
0.000
103
3.669
0.000
104
3.669
0.000
105
3.669
0.000
106
3.669
0.000
107
3.669
0.000
108
3.669
0.000
109
3.669
0.000
3.669
0.000
'110
ill
3.669
0.000
112
3.669
0.000
113
3.669
0.000
114
3.669
0.000
115
3.669
0.000
116
3.669
0.000
117
3.669
0.000
118
3.669
0.000
119
3.669
0.000
120
3.669
0.000
121
3.669
0.000
122
3.669
0.000
123
3.669
0.000
3.669
0.000
'124
125
3.669
0.000
126
3.669
0.000
127
3.669
0.000
128
3.669
0.000
200
3.669
0.000
201
3.669
0.000
202
3.669
0.000
203
3.669
4.707
201
3.669
0.000
3.669
0.000
'205
206
3.669
0.000
207
3.669
0.000
208
3.669
0.000
'211
210
3.669
3.669
0.000
0.000
212
3.669
0.000
213
3.669
1.605
300
3.669
0.000
124b
000
----------------3_669
System
----0_
3.669
0.055
Total Peak Runoff
Runoff Runoff Coeff
10^6 gal CFS
0.000
0.068
3.531
0.115
11.133
0.962
0.000
0.069
3.529
0.220
19.839
0.962
0.000
0.068
3.531
0.278
27.189
0.962
0.000
0.067
3.524
0.077
7.989
0.960
0.000
0.067
3.526
0.431
44.735
0.961
0.000
0.067
3.521
0.115
12.008
0.960
0.000
0.068
3.531
0.355
34.230
0.962
0.000
0.067
3.525
0.077
7.976
0.961
0.000
0.069
3.529
0.182
16.241
0.962
0.000
0.547
3.086
0.067
7.655
0.841
0.000
0.285
3.329
0.181
17.936
0.907
0.000
1.531
2.139
0.052
2.676
0.583
0.000
0.139
3.465
0.122
11.963
0.944
0.000
0.068
3.531
0.173
17.249
0.962
0.000
0.068
3.531
0.311
31.232
0.962
0.000
0.068
3.529
0.268
27.414
0.962
0.000
0.066
3.520
0.019
2.001
0.959
0.000
0.068
3.529
0.115
11.761
0.962
0.000
0.068
3.531
0.173
16.673
0.962
0.000
0.139
3.466
0.339-
33.639
0.945
0.000
0.066
3.521
0.038
4.003
0.960
0.000
0.067
3.521
0.029
3.002
0.960
0.000
0.067
3.522
0.057
6.002
0.960
0.000
0.067
3.521
0.029
3.002
0.960
0.000
0.067
3.522
0.067
7.004
0.960
0.000
0.067
3.521
0.048
5.004
0.960
0.000
0.071
3.522
0.478
35.378
0.960
0.000
0.068
3.531
0.221
21.859
0.962
0.000
0.066
3.518
0.029
3.002
0.959
0.000
0.067
3.522
0.029
3.001
0.960
0.000
0.067
3.521
0.019
2.001
0.960
0.000
0.067
3.522
0.038
4.002
0.960
0.000
0.078
8.215
0.067
4.752
0.981
0.000
0.069
3.529
0.038
3.469
0.962
0.000
0.067
3.522
0.010
1.001
0.960
0.000
0.135
3.463
0.019
1.988
0.944
0.000
0.067
3.523
0.086
8.998
0.960
0.000
0.067
3.528
0.067
6.931
0.961
0.000
0.292
3.321
0.262
24.604
0.905
0.000
0.067
3.523
0.019
1.999
0.960
0.000
0.067
3.522
0.057
6.003
0.960
0.000
0.072
5.127
0.167
12.687
0.972
0.000
0.068
3.531
0.211
21.093
0.962
0_000
0_069
3_530
0_025
2_293-
0.962
----
0.000
----
0.121
-------
3.534
----
5.777
554.620
0.949
Page 5
Node -Depth -Summary
-------------------------------
-----------------------------
---------
Average Maximum Maximum Time of Max
Depth Depth HGL Occurrence
Node Type Feet Feet Feet days hr:min
JUNCTION
4.88
5.31
4962.25
0
00:40
'CustomInlet-River
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
EXMH B1
C1
JUNCTION
JUNCTION
0.13
0.18
6.41
6.45
4965.57
4962.71
0
0
00:39
00:40
EXSTUB-B6
JUNCTION
0.03
1.06
4971.46
0
00:40
INLET-AIA
JUNCTION
0.03
0.97
4956.47
0
00:40
INLET-A2A
JUNCTION
0.03
5.11
4960.12
0
00:38
JUNCTION
0.02
0.73
4965.77
0
00:40
'INLET-A3A
- 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
JUNCTION
0.05
1.89
4962.81
0
00:40
'INLET-B1B
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
INLET-C2A
JUNCTION
JUNCTION
0.07
0.02
4.73
0.98
1163,07
4962.48
0
0
00:40
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 Al
JUNCTION
9.47
11.86
4953.89
0
00:41
MH A2
JUNCTION
1.46
6.17
4956.24
0
00:41
JUNCTION
0.10
6.93
4960.27
0
00:38
'MH_A3
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 Bll
JUNCTION
0.08
3.63
4972.04
0
00:42
JUNCTION
0.07
2.82
4972.29
0
00:42
'MHB12
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 113A
MH-B4
JUNCTION
JUNCTION
0.15
0.15
8.21
6.02
4969.07
4964.90
0
0
00:38
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
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 Cl
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
JUNCTION
0.16
5.58
4961.05
0
00:40
'MH-C6
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
MNT STRT
JUNCTION
JUNCTION
0.07
0.01
2.79
0.37
4964.70
4973.37
0
0
00:41
00:37
0112
JUNCTION
0.00
0.00
0.00
0
00:10
0113
JUNCTION
0.00
0.00
0.00
0
00:10
0114
JUNCTION
0.00
0.00
0.00
0
00:10
JUNCTION
0.00
0.00
0.00
0
00:10
'0115
0300
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
WMM 5 Page 6
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
Cl
EXSTUB-B6
JUNCTION
JUNCTION
35.37
6.93
35.37
6.93
0
0
00:40
00:40
0.478
0.067
0.478
0.067
INLET-AlA
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
JUNCTION
17.93
17.93
0
00:40
0.181
0.181
'INLET-A3B
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
JUNCTION
2.00
2.00
0
00:40
0.019
0.019
'INLET-B2A
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
JUNCTION
16.67
16.67
0
00:40
0.173
0.173
'INLET-B7A
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
5.01
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
INLET-D3B
JUNCTION
JUNCTION
6.00
12.69
6.00
12.69
0
0
00:40
00:40
0.057
0.167
0.057
0.167
MH Al
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
A4-MH_D1
JUNCTION
0.00
61.12
0
00:40
0.000
0.725
'MH
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 Bll
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
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
MB B9
JUNCTION
0.00
74.07
0
00:39
0.000
0.846
MH Cl
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
JUNCTION
0.00
67.12
0
00:40
0.000
0.804
'MHC7
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
STRT
JUNCTION
169.11
169.14
0
00:35
0.586
0.586
0112
JUNCTION
11.96
11.96
0
00:40
0.122
0.122
'MNT
0113
JUNCTION
17.25
17.25
0
00:40
0.173
0.173
0114
JUNCTION
31.23
31.23
0
00:40
0.311
0.311
0115
JUNCTION
27.41
27.41
0
00:40
0.269
0.269
0300
JUNCTION
21.09
21.09
0
00:40
0.211
0.211
Al 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
STORAGE
2.29
2.94
0
00:38
0.025
0.025
,�.1/ry,/M 5
-fifii Y4444444*****#***
Node Surcharge
Summary
Page 7
Surcharging
highest
occurs
when water
rises above the
top of the
conduit.
---------------------------------------------------------------------
Max. Height
Min. Depth
Hours
Above Crown
Below Rim
'
Node
TypeFeet
EXINLET-B3A
------Surcharged
JUNCTION
0.27
- -Feet
6.501
------
0.949
EXINLET-B3C
JUNCTION
0.06
3.388
0.452
JUNCTION
0.04
0.435
0.735
'EXINLET-B4B
EXINLET-B5B
JUNCTION
0.01
0.078
0.842
EXMH Cl
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
JUNCTION
0.05
0.389
2.191
'INLET-B1B
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 -CIA
INLET-C1B
JUNCTION
JUNCTION
0.12
0.15
1.456
3.226
2.011
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
JUNCTION
0.10
0.745
1.885
'INLET-D3B
MH Al
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-Cl
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
MHC4/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
JUNCTION
23.00
0.000
5.000
0113
JUNCTION
23.00
0.000
5.000
'0112
0114
JUNCTION
23.00
0.000
5.000
0115
JUNCTION
23.00
0.000
5.000
0300
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.
' Hours
Node Flooded
----------------------------
INLET-B3B 0.01
Storage Volume Summary
----------------------------
Maximum Time of Max
Rate Occurrence
CFS days hr:min
1.51 0 00:38
Average Avg
Volume Pcnt
Storage -Unit
----------1000-ft3 Full
1 0.017 1
+++++++++++++++*++++*++
Outfall Loading Summary
+++++++++++++++++++++++
Outfall Node
'Al POUDRE FESB1-POUDRE
FESC1-UDALL POND
System
Link Flow Summary
Total Maximum
Flood Ponded
Volume Volume
10^6 gal acre -in
0.000 0.00
Maximum Max
Volume Pcnt
1000 ft3 Full
0.756 37
-------------------------------------
Flow
Avg.
Max.
Total
Freq.
Flow
Flow
Volume
Pcnt.
CFS
CFS
10^6 gal
-------------------------------------
73.22
2.03
72.06
0.888
7.96
66.31
369.83
3.112
99.74
2.88
33.56
1.760
-------------------------------------
60.31
71.22
471.83
5.761
Time of Max
Occurrence
days hr:min
0 00:46
Maximum
Outflow
CFS
1.20
Page 8
++++++++++++++++++++
' Link
Al
1
11
L
r
EXLAT-B3C
EXLAT-B4B
EXLAT-B4C
LAT-AIA
LAT-A2A
LAT-A3A
LAT-A3B
LAT-A4A
LAT-B1A
LAT-B1B
LAT-B2A
LAT-B2B
LAT-B3A
LAT-B3B
LAT-B3C
LAT-B4A
LAT-B4B
LAT-B4C
LAT-B5A
LAT-B5B
LAT-B6A
LAT-B7A
LAT-B7C
LAT-B8A
LAT-B9A
LAT-B9B
LAT-B10A
LAT-B10B
LAT-BllA
LAT-CIA
LAT-C1B
LAT-C2A
LAT-C2B
LAT-C3A
LAT-D2A
LAT-D2B
LAT-D3A
LAT-D3B
MNT STRT
12DIP
LAT-D1
1
----------------------------------------------------------------
Maximum
Time
of Max
Maximum
Max/
Max/
IFlowl
Occurrence
Velocity
Full
Full
days
hr:min
ft/sec
Flow
Depth
-------Type----------CFS-
CONDUIT
72.06
--------------------------------------
0
00:41
10.41
2.56
0.95
CONDUIT
72.06
0
00:41
10.19
3.97
1.00
CONDUIT
63.78
0
00:41
9.02
0.70
1.00
CONDUIT
60.23
0
00:41
11.50
0.65
0.91
CONDUIT
21.78
0
00:40
8.90
0.80
0.83
CONDUIT
369.83
0
00:40
17.46
0.98
0.90
CONDUIT
314.25
0
00:40
12.53
0.68
1.00
CONDUIT
304.15
0
00:40
11.28
1.33
1.00
CONDUIT
290.32
0
00:39
10.37
1.30
1.00
CONDUIT
152.00
0
00:43
6.84
0.83
1.00
CONDUIT
109.39
0
00:44
8.76
1.00
1.00
CONDUIT
88.97
0
00:44
7.17
1.04
1.00
CONDUIT
78.73
0
00:44
6.27
1.10
1.00
CONDUIT
69.73
0
00:44
5.81
0.80
1.00
CONDUIT
53.30
0
00:39
7.31
0.60
1.00
CONDUIT
51.44
0
00:40
6.39
0.58
1.00
CONDUIT
33.41
0
00:40
6.28
0.56
0.97
CONDUIT
33.61
0
00:40
7.32
0.40
0.86
CONDUIT
33.56
0
00:40
10.68
1.93
1.00
CONDUIT
33.57
0
00:40
10.68
1.89
1.00
CONDUIT
33.56
0
00:40
10.68
1.45
1.00
CONDUIT
33.56
0
00:40
10.68
1.90
1.00
CONDUIT
92.51
0
00:40
7.36
1.15
1.00
CONDUIT
65.41
0
00:40
5.29
0.83
1.00
CONDUIT
65.44
0
00:40
6.80
1.23
1.00
CONDUIT
41.15
0
00:41
6.87
0.85
0.91
CONDUIT
41.15
0
00:41
6.97
0.99
1.00
CONDUIT
17.40
0
00:41
3.63
0.68
1.00
CONDUIT
35.40
0
00:39
11.75
0.59
1.00
CONDUIT
12.00
0
00:40
9.78
1.24
1.00
CONDUIT
7.94
0
00:40
8.71
0.53
0.70
CONDUIT
6.84
0
00:40
6.53
0.58
0.73
CONDUIT
5.81
0
00:38
5.10
0.34
1.00
CONDUIT
3.99
0
00:40
5.92
0.23
0.41
CONDUIT
17.93
0
00:40
10.15
1.77
1.00
CONDUIT
1.92
0
00:40
2.95
1.05
0.77
CONDUIT
2.98
0
00:40
3.64
0.35
0.54
CONDUIT
11.14
0
00:40
7.53
0.60
0.78
CONDUIT
1.98
0
00:40
3.69
0.21
0.34
CONDUIT
19.85
0
00:40
7.25
0.72
0.81
CONDUIT
14.51
0
00:38
4.62
1.30
1.00
CONDUIT
11.67
0
00:38
2.38
0.54
1.00
CONDUIT
50.91
0
00:38
7.39
0.99
1.00
CONDUIT
2.55
0
00:39
1.75
0.28
1.00
CONDUIT
4.80
0
00:39
1.91
0.38
1.00
CONDUIT
19.82
0
00:39
10.18
0.34
1.00
CONDUIT
7.61
0
00:40
5.95
0.60
0.68
CONDUIT
9.00
0
00:40
5.93
0.68
0.80
CONDUIT
6.91
0
00:40
6.49
0.74
0.72
CONDUIT
16.65
0
00:40
6.91
0.48
0.73
CONDUIT
21.39
0
00:40
7.85
0.21
0.47
CONDUIT
4.86
0
00:40
5.47
0.23
0.59
CONDUIT
3.98
0
00:40
6.06
0.24
0.49
CONDUIT
1.99
0
00:40
4.97
0.13
0.43
CONDUIT
16.19
0
00:40
7.20
0.52
0.67
CONDUIT
2.98
0
00:40
5.55
0.20
0.34
CONDUIT
158.91
0
00:37
12.65
1.63
1.00
CONDUIT
6.00
0
00:40
3.85
0.92
1.00
CONDUIT
21.85
0
00:40
12.36
1.47
1.00
CONDUIT
5.04
0
00:39
5.81
0.36
0.83
CONDUIT
27.18
0
00:40
9.36
0.85
0.95
CONDUIT
35.36
0
00:40
11.26
4.69
1.00
CONDUIT
1.97
0
00:40
3.04
0.28
0.39
CONDUIT
24.60
0
00:40
13.92
1.69
1.00
CONDUIT
5.95
0
00:40
4.09
0.80
0.77
CONDUIT
12.68
0
00:40
7.88
0.85
0.86
CONDUIT
121.76
0
00:37
2.95
0.56
0.70
CONDUIT
2.99
0
00:40
10.13
0.34
0.40
CONDUIT
0.19
0
00:45
0.34
0.01
1.00
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
�/�►�►----------------------------------------------------- 9
1.00 0.00 0.00 0.00 1.O0 0.00 0.00 0.00 0.04 0.0001 Page 9
A2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.03 0.0001
'A3
A4
1.00
1.00
0.00
0.00
0.53
0.00
0.00
0.00
0.47
0.01
0.00
0.01
0.00
0.00
0.00
0.99
0.06
0.63
0.0000
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
1.00
0.00
0.00
0.00
0.87
0.13
0.00
0.00
0.60
0.0000
'B3
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
1.00
0.01
0.00
0.00
0.99
0.00
0.00
0.00
0.26
0.0000
'B8
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
Bll
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
1.00
0.70
0.00
0.00
0.14
0.16
0.00
0.00
0.33
0.0000
'B13
Cl
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
C5
1.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.79
0.08
0.21
0.00
0.00
0.00
0.00
0.92
0.78
0.60
0.0001
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
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.18
0.0000
'LAT-AlA
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
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.11
0.0000
'LAT-B1A
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
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-B3A
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
LAT-B5A
1.00
1.00
0.00
0.01
0.00
0.00
0.00
0.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.99
0.28
0.16
0.0000
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
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.44
0.0000
'LAT-B7C
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-BllA
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
LAT-D3B
1.00
1.00
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.99
0.99
0.11
0.38
0.0000
0.0000
MNT STRT
1.00
0.02
0.00
0.00
0.00
0.00
0.00
0.98
0.34
0.0000
1261P
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.31
0.0000
LAT-DI
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
Ends Upstream
Dnstream
Normal
Flow
Limited
-------- --- -----------Both
Al
-------------------------------------------------
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
'B3
112
0.02
0.02
0.02
0.02
0.02
0.02
0.01
0.15
0.01
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
WM 5
0.10
0.10
0.10
0.05
0.09
0.09
0.09
0.09
0.01
0.01
B10
0.07
0.07
0.07
0.01
0.06
Page 10
0.02
0.02
0.02
0.01
0.01
'Bll
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
0.15
0.15
0.15
0.06
0.15
'C5
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
0.01
0.01
0.01
0.03
0.01
LAT-B3A
0.27
0.27
0.27
0.02
0.01
'LAT-A4A
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-BllA
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
1
1
1
1
tY MM5
Page 11
No Text
'EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.012)
--- ------ ------ ----------- ------ ---------- ---- ------- ---------
'WARNING 02: maximum depth increased for Node CustomInlet-River
WARNING 02: maximum depth increased for Node EXMH B1
Element
Count
1
Number
of
rain gages ......
1
Number
of
subcatchments ...
45
Number
of
nodes ...........
77
1
Number
of
links .
70
Number
of
pollutants ......
0
1
Number
of
land uses .......
0
1 Raingage Summary
****************
Data Recording
Name Data Source Type Interval
1 100- ear INTENSITY 5 min.
Subcatchment Summary
Name
Area
Width
%Impery
%Slope
Rain Gage
100
1.20
185.00
95.00
0.8000
1
101
2.30
337.00
95.00
0.3400
1
102
2.90
423.00
95.00
1.0800
1
103
0.80
582.00
95.00
0.8000
1
1
104
4.50
2930.00
95.00
0.4800
1
105
1.20
2197.00
95.00
0.6600
1
106
3.70
537.00
95.00
0.8600
1
107
0.80
524.00
95.00
0.7100
1
1
108
1.90
274.00
95.00
0.3200
1
109
0.80
1618.00
60.00
0.2900
1
110
2.00
289.00
80.00
1.2600
1
1
ill
0.90
124.00
10.00
1.0600
1
112
1.30
191.00
90.00
0.8900
1
113
1.80
265.00
95.00
1.7200
1
1
114
115
3.24
2.80
470.00
407.00
95.00
95.00
2.0800
3.5700
1
1
116
0.20
582.00
95.00
0.7900
1
117
1.20
459.00
95.00
0.5400
1
118
1.80
258.00
95.00
0.9000
1
1
119
3.60
880.00
90.00
0.4200
1
120
0.40
743.00
95.00
1.2800
1
121
0.30
456.00
95.00
1.2000
1
122
0.60
1177.00
95.00
0.2800
1
1
123
0.30
527.00
95.00
1.0400
1
124
0.70
603.00
95.00
2.1400
1
125
0.50
893.00
95.00
0.9100
1
126
5.00
184.00
95.00
1.2400
1
1
127
2.30
328.00
95.00
1.5000
1
128
0.30
1406.00
95.00
2.1100
1
200
0.30
252.00
95.00
1.6900
1
201
0.20
271.00
95.00
0.9600
1
1
202
0.40
420.00
95.00
1.4200
1
203
0.30
447.00
95.00
0.3900
1
204
0.40
203.00
95.00
0.0300
1
1
205
0.10
121.00
95.00
0.8700
1
206
0.20
102.00
90.00
1.2200
1
207
0.90
1123.00
95.00
0.4400
1
208
.0
2 .90
.00
414
414.00
.00
80
80.00
0.6500
0.6200
1
1
5
0.20
224.00
95.00
0.4700
1
Outlet
INLET-B1B
INLET-B2B
INLET-C2B
INLET-B3B
EXMH_B1
EXINLET-B4B
EXINLET-B3C
EXINLET-B4C
INLET-BlOA
INLET-B5A
INLET-A3B
213
0112
0113
0114
0115
INLET-B2A
EXINLET-B3A
INLET-B7A
MH B13
INLET-A3A
INLET-B1A
INLET-C1A
CustomInlet-F
INLET-AlA
INLET-C2A
EXMH_C1
INLET-C1B
INLET-A2A
EXINLET-BLOB
EXINLET-B9B
INLET-B9A
EXINLET-B8A
203
INLET-B4A
INLET-A4A
EXINLET-B5B
EXSTUB-B6
INLET-D� el
INLET-D219
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
0300
124b
0.26
30.00 95.00
0.7000
1
1
'
124c
0.35
67.00 55.00
0.6200
1
MH A3
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
JUNCTION
4161,63
9.45
0.0
'EXINLET-B3A
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
EXINLET-B8A
JUNCTION
JUNCTION
4171.25
4971.38
2.42
3.08
0.0
0.0
EXINLET-B9B
JUNCTION
4971.42
4.24
0.0
EXMH_B1
JUNCTION
4959.16
11.13
0.0
'EXMHC1
EXST_UB-B6
JUNCTION
JUNCTION
4956.26
4970.40
9.15
3.00
0.0
0.0
INLET-AlA
JUNCTION
4955.50
3.02
0.0
INLET-A2A
JUNCTION
4955.01
7.94
0.0
JUNCTION
4965.04
3.40
0.0
'INLET-A3A
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
JUNCTION
4960.79
4.02
0.0
'INLET-B1A
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
JUNCTION
4960.96
8.28
0.0
'INLET-B3B
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
JUNCTION
4971.49
3.65
0.0
'INLET-B9A
INLET-C1A
JUNCTION
4957.82
5.00
0.0
INLET-C1B
JUNCTION
4958.34
5.12
0.0
JUNCTION
4961.50
2.98
0.0
'INLET-C2A
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-D211
INLET-D3A
JUNCTION
JUNCTION
4963.78
4964.00
4.87
1.88
0.0
0.0
INLET-D3B
JUNCTION
4964.28
4.13
0.0
MH-Al
JUNCTION
4942.03
15.03
0.0
JUNCTION
4950.07
9.37
0.0
'MH_A2
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
JUNCTION
4967.11
8.78
0.0
'MH-B10
MH Bll
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
JUNCTION
4957.32
7.71
0.0
'MH-B2
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
JUNCTION
4963.34
10.85
0.0
'MH-B6
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
WR
JUNCTION
4941.23
7.06
0.0
Page 2
JUNCTION
4942.08
6.69
0.0
C3
JUNCTION
4945.12
14.60
0.0
'MH
MHC4/B1
JUNCTION
4946.00
17.83
0.0
MH-05
JUNCTION
4954.89
7.75
0.0
MH-C6
JUNCTION
4955.47
9.01
0.0
JUNCTION
4956.24
8.23
0.0
'MH_C7
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
0112
JUNCTION
0.00
0.00-
0.0
0113
JUNCTION
0.00
0.00
0.0
0114
JUNCTION
0.00
0.00
0.0
JUNCTION
0.00
0.00
0.0
'0115
0300
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
4
%Slo a
P
Roughness
4
A1
MH Al
A1_POUDRE
CONDUIT
73.0
0.1781
0.0130
A2
MH A2
MH
Al
CONDUIT
27.0
0.0741
0.0130
MH A3
MH
A2
CONDUIT
173.0
1.8905-
0.0130
'A3
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
MH B2
MH
C4/B1
CONDUIT
100.0
1.5102
0.0130
'B2
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
134
CONDUIT
470.0
0.3489
0.0130
MH
MH
CONDUIT
485.0
0.5815
0.0130
'B6
B7
_B6
MH B7
MH
_B5
136
CONDUIT
68.0
0.3529
0.0130
B8
MH B8
MH
137
CONDUIT
74.5
0.2470
0.0130
B9
MH B9
MH
B8
CONDUIT
367.0
0.3695
0.0130
MH_B10
MH
B9
CONDUIT
63.0
0.7778
0.0130
'B10
B11
MH B11
MH
B10
CONDUIT
165.0
0.7879
0.0130
B12
MH B12
MH
B11
CONDUIT
134.0
0.7911
0.0130
1113
MH-B13
MH
B12
CONDUIT
33.0
1.6063
0.0130
C1
MH-Cl
FESC1-UDALL_POND
CONDUIT
34.0
0.5882
0.0130
C2
MH_C2
MH
Cl
CONDUIT
138.0
0.6160
0.0130
C3
MH C3
MH_C2
CONDUIT
494.0
0.6154
0.0100
'C5
C4
MH C4/B1
MH C5
MH
MH_C4/B1
C3
CONDUIT
CONDUIT
144.0
45.0
0.6111
0.3111
0.0130
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
MH
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
EXINLET-B4B
MH
B4B
CONDUIT
34.4
2.2415
0.0130
'EXLAT-B4B
EXLAT-B4C
EXINLET-B4C
MH
B4B
CONDUIT
29.0
5.4564
0.0130
LAT-AlA
INLET-AlA
MH
A2
CONDUIT
41.0
1.2684
0.0130
LAT-A2A
INLET-A2A
MH
A3
CONDUIT
25.0
2.6009
0.0130
INLET-A3A
MH
A5
CONDUIT
21.0
2.8106
0.0130
'LAT-A3A
LAT-A3B
INLET-A3B
MH
A5
CONDUIT
46.0
0.9348
0.0130
LAT-MA
INLET-A4A
MH
B6
CONDUIT
104.0
0.2596
0.0130
LAT-B1A
INLET-B1A
MH
B2
CONDUIT
32.0
0.6563
0.0130
INLET-B1B
MH
B2
CONDUIT
11.0
3.0924
0.0130
'LAT-B1B
LAT-B2A
INLET-B2A
MH
B3
CONDUIT
45.0
0.8000
0.0130
LAT-B2B
INLET-B2B
MH
B3
CONDUIT
14.0
1.5002
0.0130
LAT-113A
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-134A
MH
134A
CONDUIT
19.0
0.1579
0.0130
LLATT--$B4B
MH B4A
MH
B6
CONDUIT
92.0
0.3043
0.0z1380
3
LAT-B5A
NLETBB5A
MH
B7
CONDUIT
39.0
1.46117
0.010
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
EXINLET-B8A
MH-B7A
CONDUIT
38.5
4.1334
0.0130
'LAT-B8A
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-BlOA
INLET-B10A
MH
1311
CONDUIT
30.0
1.9003
0.0130
LAT-B10B
EXINLET-BlOB
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 -CIA
MH_C5
CONDUIT
36.0
0.3889
0.0130
LAT-C1B
INLET-C1B
MH_C5
CONDUIT
33.0
2.0004
0.0130
INLET-C2A
MH_C7
CONDUIT
55.0
1.7821
0.0130
'LAT-C2A
LAT-C2B
INLET-C2B
MH_C7
CONDUIT
12.0
2.0004
0.0130
LAT-C3A
EXMH_C1
MH
C7
CONDUIT
18.0
0.1111
0.0130
INLET-D2A
MH-D3
CONDUIT
51.0
0.4510
0.0130
'LAT-D2A
LAT-D2B
INLET-D2B
MH
D3
CONDUIT
14.0
1.9289
0.0130
LAT-D3A
INLET-D3A
MH
D4
CONDUIT
40.0
0.5000
0.0130
LAT-D3B
INLET-D3B
MH
D4
CONDUIT
24.0
2.0004
0.0130
MNT STRT
12DIP
MNT STRT EXMH_B1
CustomInlet-River MH2
CONDUIT
CONDUIT
720.0
80.6
0.4458
6.1031
0.0160
0.0130
LAT-D1
INLET-Dl
MH_D2
CONDUIT
13.0
2.9243
0.0130
1
1
MH_A3
OUTLET
Cross Section
Summary
Full
Full
Hyd.
Max.
No.
of Full
Conduit
---------------------------------------------------------------------------------------
Shape
Depth
Area
Rad.
Width
Barrels Flow
CIRCULAR
3.00
7.07
0.75
3.00
1 28.15
'Al
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
CIRCULAR
2.00
3.14
0.50
2.00
1 27.09
'A5
Bl
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
1
B11
B12
CIRCULAR
CIRCULAR
3.50
3.00
9.62
7.07
0.88
0.75
3.50
3.00
1 89.31
1 59.32
B131
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
CIRCULAR
2.00
3.14
0.50
2.00
1 17.75
'C2
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
CIRCULAR
4.00
12.57
1.00
4.00
1 78.54
'C6
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
CIRCULAR
2.50
4.91
0.63
2.50
1 25.66
'D4
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-AlA
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
CIRCULAR
1.50
1.77
0.38
1.50
1 9.40
y�Li�A/T-BB2A
Page 4
LA#B3A
CIRCULAR
2.00
3.14
0.50
2.00
1 11.18
[1
I
1
LAT-B3B
CIRCULAR
2.50
4.91
0.63
2.50
1
21.62
LAT-B3C
CIRCULAR
3.00
7.07
0.75
3.00
1
51.51
LAT-B4A
CIRCULAR
2.00
3.14
0.50
2.00
1
8.99
LAT-B4B
CIRCULAR
2.00
3.14
0.50
2.00
1
12.48
LAT-B4C
CIRCULAR
2.50
4.91
0.63
2.50
1
58.01
LAT-B5A
CIRCULAR
1.50
1.77
0.38
1.50
1
12.70
LAT-B5B
CIRCULAR
1.50
1.77
0.38
1.50
1
13.29
LAT-B6A
CIRCULAR
1.33
1.39
0.33
1.33
1
9.35
LAT-B7A
CIRCULAR
2.00
3.14
0.50
2.00
1
35.05
LAT-B7C
CIRCULAR
3.50
9.62
0.88
3.50
1
100.61
LAT-B8A
CIRCULAR
1.50
1.77
0.38
1.50
1
21.36
LAT-B9A
CIRCULAR
1.50
1.77
0.38
1.50
1
16.51
LAT-B9B
CIRCULAR
1.50
1.77
0.38
1.50
1
14.86
LAT-B10A
CIRCULAR
2.00
3.14
0.50
2.00
1
31.19
LAT-B10B
CIRCULAR
1.50
1.77
0.38
1.50
1
14.86
LAT-B11A
CIRCULAR
4.00
12.57
1.00
4.00
1
97.32
LAT-C1A
CIRCULAR
1.50
1.77
0.38
1.50
1
6.55
LAT-C1B
CIRCULAR
1.50
1.77
0.38
1.50
1
14.86
LAT-C2A
CIRCULAR
1.50
1.77
0.38
1.50
1
14.02
LAT-C2B
CIRCULAR
2.00
3.14
0.50
2.00
1
32.00
LAT-C3A
CIRCULAR
2.00
3.14
0.50
2.00
1
7.54
LAT-D2A
CIRCULAR
1.50
1.77
0.38
1.50
1
7.05
LAT-D2B
CIRCULAR
1.50
1.77
0.38
1.50
1
14.59
LAT-D3A
CIRCULAR
1.50
1.77
0.38
1.50
1
7.43
LAT-D3B
CIRCULAR
1.50
1.77
0.38
1.50
1
14.86
MNT STRT
TRAPEZOIDAL
0.50
62.50
0.42
150.00
1
216.21
12DIP
CIRCULAR
1.00
0.79
0.25
1.00
1
8.80
LAT-D1
CIRCULAR
2.00
3.14
0.50
2.00
1
38.69
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.
*********************************************************
1
****************
Analysis Options
Flow Units ...............
CFS
Process Models:
RDII .
Rainfall/Runoff :::::::.
YES
NO
Snowmelt .
NO
Groundwater ............
NO
'
Flow Routing ...........
Ponding Allowed .
YES
YES
Water Quality .
NO
Infiltration Method ......
HORTON
'Flow
Routing Method .
Starting Date ............
DYNWAVE
03/17/2006 00:00:00
Ending Date ..............
03/17/2006 23:00:00
Antecedent Dry Days ......
0.0
Time Step
00:01:00
'Report
.........
Wet Time Step .
00:05:00
Dry Time Step ............
01:00:00
Routing Time Step ........
1.00 sec
Variable Time Step .
YES
Maximum Trials ...........
8
Number of Threads ........
1
Head Tolerance ...........
0.005000 ft
**************************
Volume
Depth
Runoff Quantity Continuity
acre- feet
inches
-
Total Precipitation
18.514
3.669
Evaporation Loss .........
0.000
0.000
�ce
Inar}nfiltration Loss ........
Runoff ...........
0.625
17.557
0.124
3.479
iStorage
0.462
0.092
Page 5
' Continuity Error (%) ..... -0.701
**************************
Volume
Volume
Routing Continuity
acre- feet
10^6-gal
'Flow
**************************
-
Dry Weather Inflow .......
0.000
0.000
Wet Weather Inflow .......
17.557
5.721
Groundwater Inflow .......
0.000
0.000
1
RDII Inflow
0.000
0.000
External Inflow ..........
3.451
1.125
External Outflow .........
17.666
5.757
Flooding Loss ............
0.000
0.000
Evaporation Loss
0.000
0.000
Exfiltration Loss ........
0.000
0.000
'
Final Stored Volume
Initial Stored Volume ::::
0.031
0.045
0.013
0.015
Continuity Error (%)
15.849
Time -Step Critical Elements
***************************
' None
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
Routing
Time Step Summary
*************************
Time Step
0.50 sec
'Minimum
Average
Time Step
1.00 sec
Maximum
Time Step
1.00 sec
Percent
in Steady State
0.00
'Average
Iterations per Step
2.05
Percent
Not Converging
0.31
Subcatchment Runoff Summary
***************************
---------------------------
-----------
-----------
-----------
---------------
--------
----------
---
Total
Total
Total
Total
Total
Total
Pea}
Precip
Runon
Evap
Infil
Runoff
Runoff
Runoff
'Subcatchment
in
in
in
in
in
10^6 gal
CF;
100
3.67
0.00
0.00
0.07
3.53
0.12
11.1�
101
3.67
0.00
0.00
0.07
3.53
0.22
19.84
102
3.67
0.00
0.00
0.07
3.53
0.28
27.1S
103
3.67
0.00
0.00
0.07
3.53
0.08
7.9S
104
3.67
0.00
0.00
0.07
3.53
0.43
44.74
105
3.67
0.00
0.00
0.07
3.53
0.12
12.01
3.67
0.00
0.00
0.07
3.53
0.36
34.2�
'106
107
3.67
0.00
0.00
0.07
3.53
0.08
7.9E
108
3.67
0.00
0.00
0.07
3.53
0.18
16.24
109
3.67
0.00
0.00
0.55
3.09
0.07
7.6`
110
3.67
0.00
0.00
0.29
3.33
0.18
17.94
ill
3.67
0.00
0.00
1.53
2.14
0.05
2.6E
112
3.67
0.00
0.00
0.14
3.47
0.12
11.9E
3.67
0.00
0.00
0.07
3.53
0.17
17.2!
'113
114
3.67
0.00
0.00
0.07
3.53
0.31
31.2�
115
3.67
0.00
0.00
0.07
3.53
0.27
27.41
116
3.67
0.00
0.00
0.07
3.53
0.02
2.0(
3.67
0.00
0.00
0.07
3.53
0.12
11.7E
I�117
"11J"5
3.67
0.00
0.00
0.114
3.47
0.34
P* t;
3.67
0.00
0.00
0.07
3.53
0.04
4.0(
'120
121
3.67
0.00
0.00
0.07
3.53
0.03
3.0(
122
3.67
0.00
0.00
0.07
3.53
0.06
6.0(
123
3.67
0.00
0.00
0.07
3.53
0.03
3.0(
3.67
0.00
0.00
0.07
3.53
0.07
7.0(
'124
125
3.67
0.00
0.00
0.07
3.53
0.05
5.0(
126
3.67
0.00
0.00
0.07
3.52
0.48
35.3E
127
3.67
0.00
0.00
0.07
3.53
0.22
21.8E
3.67
0.00
0.00
0.07
3.53
0.03
3.0(
'128
200
3.67
0.00
0.00
0.07
3.53
0.03
3.0(
201
3.67
0.00
0.00
0.07
3.53
0.02
2.0(
202
3.67
0.00
0.00
0.07
3.53
0.04
4.0(
3.67
4.71
0.00
0.08
8.23
0.07
4.7`
'203
204
3.67
0.00
0.00
0.07
3.53
0.04
3.9,
205
3.67
0.00
0.00
0.07
3.53
0.01
1.0(
3.67
0.00
0.00
0.14
3.47
0.02
1.9E
'206
207
3.67
0.00
0.00
0.07
3.53
0.09
9.0(
208
3.67
0.00
0.00
0.07
3.53
0.07
6.9;
210
3.67
0.00
0.00
0.29
3.32
0.26
24.6(
211
212
3.67
3.67
0.00
0.00
0.00
0.00
0.07
0.07
3.53
3.53
0.02
0.06
2.0(
6.0(
213
3.67
1.61
0.00
0.07
5.13
0.17
12.6S
300
3.67
0.00
0.00
0.07
3.53
0.21
21.OS
'124b
124c
3.67
3.67
0.00
0.00
0.00
0..00
0.07
0.69
3.53
2.95
0.02
0.03
2.2S
2.5(
Node Depth Summary
Average
Maximum
Maximum
Time
of Max
Reported
Depth
Depth
HGL
Occurrence
Max Depth
Node
Type
Feet
Feet
Feet
days
hr:min
Feet
CustomInlet-River
JUNCTION
4.88
5.31
4962.25
0
00:40
5.31
EXINLET-B10B
JUNCTION
0.02
0.58
4973.29
0
00:40
0.58
EXINLET-B3A
JUNCTION
0.13
7.77
4968.40
0
00:38
6.26
JUNCTION
0.06
6.16
4969.92
0
00:38
3.45
'EXINLET-B3C
EXINLET-B4B
JUNCTION
0.04
1.70
4972.93
0
00:40
1.69
EXINLET-B4C
JUNCTION
0.03
1.10
4973.14
0
00:40
1.10
JUNCTION
0,04
1,58
4972,13
0
00:40
1.58
'EXINLET-B5B
EXINLET-B8A
JUNCTION
0.02
0.55
4971.93
0
00:43
0.54
EXINLET-B9B
JUNCTION
0.02
0.46
4971.88
0
00:40
0.46
EXMH B1
JUNCTION
0.14
6.39
4965.55
0
00:40
6.39
'EXMH_C1
EXSTUB-B6
JUNCTION
JUNCTION
0.18
0.03
6.53
1.06
4962.79
4971.46
0
0
00:40
00:40
6.43
1.06
INLET-AlA
JUNCTION
0.03
1.00
4956.50
0
00:40
0.99
INLET-A2A
JUNCTION
0.04
6.19
4961.20
0
00:38
4.68
INLET-A3A
JUNCTION
0.02
0.73
4965.77
0
00:40
0.73
INLET-A3B
JUNCTION
0.08
4.48
4966.49
0
00:40
4.47
INLET-A4A
JUNCTION
0.03
0.95
4970.55
0
00:40
0.94
INLET-B10A
JUNCTION
0.06
1.68
4974.08
0
00:40
1.67
INLET-131A
JUNCTION
0.03
0.80
4961.59
0
00:41
0.80
INLET-B1B
JUNCTION
0.05
1.91
4962.83
0
00:40
1.90
INLET-B2A
JUNCTION
0.02
0.56
4964.56
0
00:40
0.56
INLET-B2B
JUNCTION
0.08
2.34
4966.19
0
00:40
2.33
JUNCTION
0.13
8.26
4969.22
0
00:38
6.06
'INLET-B3B
INLET-B4A
JUNCTION
0.03
4.53
4969.98
0
00:39
4.01
INLET-B5A
JUNCTION
0.03
1.21
4972.27
0
00:40
1.20
INLET-B7A
JUNCTION
0.05
1.68
4972.07
0
00:40
1.67
JUNCTION
0.02
0.70
4972.19
0
00:40
0.69
'INLET-B9A
INLET-C1A
JUNCTION
0.05
3.02
4960.84
0
00:40
2.88
INLET-C1B
JUNCTION
0.07
4.84
4963.18
0
00:40
4.54
JUNCTION
0.03
1.05
4962.55
0
00:40
1.00
'INLET-C2A
INLET-C2B
JUNCTION
0.08
3:25
4964.01
0
00:40
3.23
INLET-D1
JUNCTION
0.18
3.03
4963.27
0
00:41
2.99
INLET-D2A
JUNCTION
0.02
0.66
4964.40
0
00:40
0.65
�D3A
INLET-D2B
JUNCTION
JUNCTION
0.06
0.04
2.04
1.36
4965.82
4965.36
0
0
00:40
00:40
2.03
1.36
V#X-
page 7
-D3B
JUNCTION
0.06
2.27
4966.55
0
00:40
2.26
MH
Al
JUNCTION
9.47
11.92
4953.95
0
00:41
11.91
MH
A2
JUNCTION
1.46
6.32
4956.39
0
00:41
6.29
MH_A3
JUNCTION
0.10
6.49
4959.83
0
00:41
6.45
MH
A4-MH D1
JUNCTION
0.08
2.61
4962.20
0
00:41
2.57
JUNCTION
0.05
1.60
4962.81
0
00:40
1.58
'MH-A5
MH
B10
JUNCTION
0.11
4.59
4971.70
0
00:42
4.55
MH_Bll
JUNCTION
0.09
3.67
4972.08
0
00:42
3.65
MH
B12
JUNCTION
0.07
2.86
4972.33
0
00:42
2.81
JUNCTION
0.06
2.39
4972.39
0
00:42
2.31
'MH-B13
MH
B2
JUNCTION
0.10
4.10
4961.42
0
00:41
4.08
MH
B3
JUNCTION
0.14
5.44
4964.06
0
00:41
5.41
MH
B3A
JUNCTION
0.15
8.22
4969.08
0
00:38
6.19
MH_B4
JUNCTION
0.15
6.06
4964.94
0
00:40
6.01
MH_B4A
JUNCTION
0.03
4.20
4969.62
0
00:39
4.04
MH_B4B
JUNCTION
0.04
3.18
4969.59
0
00:41
3.11
MH_B5
JUNCTION
0.14
8.81
4969.33
0
00:38
6.28
'MH_B6
JUNCTION
0.14
6.14
4969.48
0
00:41
6.11
MH_B7
JUNCTION
0.15
6.32
4969.90
0
00:41
6.29
MH_B7A
JUNCTION
0.05
1.31
4971.10
0
00:42
1.29
MH_B8
MH_B9
JUNCTION
JUNCTION
0.15
0.13
6.44
6.00
4970.21
4971.12
0
0
00:41
00:42
6.42
5.95
MH
Cl
JUNCTION
2.35
10.20
4951.43
0
00:00
3.46
MH
C2
JUNCTION
1.77
6.62
4948.70
0
00:40
6.59
'MH-C3
MH
C4/B1
JUNCTION
JUNCTION
0.74
0.97
10.67
14.22
4955.79
4960.22
0
0
00:40
00:40
10.58
14.13
MH
C5
JUNCTION
0.20
5.75
4960.64
0
00:40
5.63
MH
C6
JUNCTION
0.16
5.62
4961.09
0
00:40
5.54
MH-C7
JUNCTION
0.16
6.12
4962.36
0
00:40
6.07
MH
D2
JUNCTION
0.11
3.26
4963.24
0
00:41
3.24
Mx_D3
JUNCTION
0.10
3.40
4964.05
0
00:41
3.38
MH
D4
JUNCTION
0.07
2.82
4964.73
0
00:41
2.82
STRT
JUNCTION
0.01
0.37
4973.37
0
00:37
0.36
'MNT
0112
JUNCTION
0.00
0.00
0.00
0
00:10
0.00
0113
JUNCTION
0.00
0.00
0.00
0
00:10
0.00
0114
JUNCTION
0.00
0.00
0.00
0
00:10
0.00
0115
JUNCTION
0.00
0.00
0.00
0
00:10
0.00
0300
JUNCTION
0.00
0.00
0.00
0
00:10
0.00
A1_POUDRE
OUTFALL
1.59
2.70
4952.59
0
00:41
2.69
FESB1-POUDRE
OUTFALL
0.07
3.27
4957.00
0
00:40
3.27
OUTFALL
2.47
2.47
4943.50
0
00:00
2.47
'FESC1-UDALL_POND
1
STORAGE
0.13
4.43
4960.43
0
00:46
4.42
Node Inflow Summary
*******************
---------------------------------
----------------------------------
--------------
-------------
--
Maximum Maximum Lateral Total Flc
Lateral Total Time of Max Inflow Inflow Balanc
Inflow
Inflow
Occurrence
Volume
Volume
Errc
Node
days hr:min
10^6 gal,
10^6-gal--
-----------CFS------CFS
-----------------Type
CustomInlet-River JUNCTION 3.00
------
3.00
------- --------
0 00:40
-----------
0.0288
0.0288
--Percer
1.6�
JUNCTION
3.00
3.00
0
00:40
0.0288
0.0288
-0.0(
'EXINLET-B10B
EXINLET-B3A
JUNCTION
11.76
11.76
0
00:40
0.115
0.115
0.02
EXINLET-B3C
JUNCTION
34.23
34.23
0
00:40
0.355
0.355
-0.03
EXINLET-B4B
JUNCTION
12.01
12.01
0
00:40
0.115
0.115
-0.0(
JUNCTION
7.98
7.98
0
00:40
0.0767
0.0767
-0.0(
'EXINLET-B4C
EXINLET-B5B
JUNCTION
9.00
9.00
0
00:40
0.0863
0.0863
-0.0(
EXINLET-B8A
JUNCTION
4.75
4.75
0
00:40
0.067
0.067
0.0(
EXINLET-B9B
JUNCTION
2.00
2.00
0
00:40
0.0192
0.0192
0.13
EXMH_B1
JUNCTION
44.74
158.06
0
00:38
0.432
1.02
0.0(
EXMH Cl
JUNCTION
35.38
35.38
0
00:40
0.478
0.478
-0.0(
EXSTUB-B6
JUNCTION
6.93
6.93
0
00:40
0.0671
0.0671
-0.0(
INLET-AlA
JUNCTION
7.00
7.00
0
00:40
0.0671
0.0671
0.0E
INLET-A2A
JUNCTION
3.00
4.35
0
00:38
0.0287
0.0287
ME
INLET-A3A
JUNCTION
4.00
4.00
0
00:40
0.0383
0.0383
-0.0(
INLET-A3B
JUNCTION
17.94
17.94
0
00:40
0.181
0.181
0.0(
INLET-A4A
JUNCTION
JUNCTION
1.99
16.24
1.99
16.24
0
0
00:40
00:40
0.0188
0.182
0.0188
0.182
-0.0(
Pa
"KB10A
-B1A
JUNCTION
3.00
3.00
0
00:40
0.0288
0.0288
OK
JUNCTION
11.13
11.13
0
00:40
0.115
0.115
0.0(
'INLET-B1B
INLET-B2A
JUNCTION
2.00
2.00
0
00:40
0.0192
0.0192
-0.0(
INLET-B2B
JUNCTION
19.84
19.84
0
00:40
0.221
0.221
-0.0(
INLET-B3B
JUNCTION
7.99
7.99
0
00:40
0.0767
0.0768
-0.03
JUNCTION
1.00
2.55
0
00:39
0.00958
0.00964
-0.0�
'INLET-B4A
INLET-B5A
JUNCTION
7.65
7.65
0
00:40
0.0671
0.0671
-0.0(
INLET-B7A
JUNCTION
16.67
16.67
0
00:40
0.173
0.173
-0.0(
INLET-B9A
JUNCTION
4.00
4.00
0
00:40
0.0383
0.0383
0.0E
JUNCTION
6.00
6.00
0
00:40
0.0575
0.0575
0.0s
'INLET-C1A
INLET-C1B
JUNCTION
21.86
21.86
0
00:40
0.221
0.221
0.02
INLET-C2A
JUNCTION
5.00
5.00
0
00:40
0.0479
0.0479
0.0s
INLET-C2B
JUNCTION
27.19
27.19
0
00:40
0.278
0.278
0.0(
JUNCTION
0.00
0.13
0
00:36
0
0.000473
1.1E
'INLET-D1
INLET-D2A
JUNCTION
2.00
2.00
0
00:40
0.0192
0.0192
0.0;
INLET-D2B
JUNCTION
24.60
24.60
0
00:40
0.262
0.262
0.0(
JUNCTION
6.00
6.00
0
00:40
0.0575
0.0575
0.03
'INLET-D3A
INLET-D3B
JUNCTION
12.69
12.69
0
00:40
0.167
0.167
-0.0(
MH Al
JUNCTION
0.00
73.48
0
00:41
0
0.915
0.1E
MH A2
JUNCTION
0.00
73.77
0
00:41
0
0.908
0.2E
'MH-A3
MH A4-MH D1
JUNCTION
JUNCTION
2.50
0.00
65.33
61.15
0
0
00:41
00:40
0.028
0
0.806
0.725
-0.1s
0.1E
-
MH_A5
JUNCTION
0.00
21.91
0
00:40
0
0.219
0.1(
MH B10
JUNCTION
0.00
57.28
0
00:40
0
0.607
0.0E
MH-Bll
JUNCTION
0.00
52.50
0
00:40
0
0.55
0.0(
MH B12
JUNCTION
0.00
33.62
0
00:40
0
0.339
-0.0(
MH_B13
JUNCTION
33.64
33.64
0
00:40
0.339
0.339
-0.0(
MH B2
JUNCTION
0.00
318.07
0
00:40
0
3.78
0.0(
JUNCTION
0.00
310.04
0
00:38
0
3.63
0.0(
'MH-B3
MH B3A
JUNCTION
10.00
48.87
0
00:40
0.539
0.97
-0.03
MH_B4
JUNCTION
0.00
290.74
0
00:38
0
3.39
-0.01
MH B4A
JUNCTION
0.00
4.62
0
00:39
0
0.0105
-0.22
JUNCTION
0.00
19.91
0
00:40
0
0.192
0.01
'MH-B4B
MH B5
JUNCTION
0.00
152.08
0
00:43
0
2.37
-0.03
MH_B6
JUNCTION
0.00
102.81
0
00:43
0
1.29
-0.0°
MH_B7
JUNCTION
0.00
87.32
0
00:44
0
1.07
-0.0(
JUNCTION
0.00
21.41
0
00:40
0
0.24
0.01
'MH_B7A
MH_B8
JUNCTION
0.00
73.34
0
00:44
0
0.914
0.0�
MH_B9
JUNCTION
0.00
73.84
0
00:39
0
0.846
-0.04
MH Cl
JUNCTION
0.00
33.58
0
00:41
0
1.76
0.0c
MH_C2
JUNCTION
0.00
33.57
0
00:41
0
1.76
0.3�
MH C3
JUNCTION
0.00
33.58
0
00:41
0
1.75
-O.OE
MH C4/B1
JUNCTION
0.00
406.61
0
00:40
0
4.86
-0.03
MH-05
JUNCTION
0.00
92.27
0
00:40
0
1.09
-0.0`
MH C6
JUNCTION
0.00
64.90
0
00:40
0
0.805
-0.3(
MH_C7
JUNCTION
0.00
67.09
0
00:40
0
0.804
-0.04
MH D2
JUNCTION
0.00
41.07
0
00:41
0
0.506
-0.01d
'MH_D3
MH_D4
JUNCTION
JUNCTION
0.00
0.00
42.11
18.61
0
0
00:40
00:40
0
0
0.506
0.225
-0.04
-O.OE
MNT STRT
JUNCTION
169.19
169.19
0
00:35
0.586
0.586
-0.2E
0112
JUNCTION
11.96
11.96
0
00:40
0.122
0.122
0.0(
JUNCTION
17.25
17.25
0
00:40
0.173
0.173
0.0(
'0113
0114
JUNCTION
31.23
31.23
0
00:40
0.311
0.311
0.0(
0115
JUNCTION
27.41
27.41
0
00:40
0.269
0.269
0.0(
0300
JUNCTION
21.09
21.09
0
00:40
0.211
0.211
0.0(
OUTFALL
0.00
73.49
0
00:41
0
0.916
0.0(
'A1_POUDRE
FESB1-POUDRE
OUTFALL
0.00
369.72
0
00:40
0
3.12
0.0(
FESC1-UDALL_POND
OUTFALL
0.00
33.58
0
00:41
0
1.76
0.0(
1
STORAGE
2.29
3.02
0
00:40
0.0249
0.025
-0.14
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
��IN§ET-B3C
{�j�j--§------------------
Page 9
J-UNCTION---------------
0-.-07------------
3-.--659----------
0-.-181--
'EXINLET-B4B
EXINLET-B5B
JUNCTION
JUNCTION
0.04
0.01
0.452
0.082
0.718
0.838
EXMH_C1
JUNCTION
0.30
4.531
2.619
INLET-A2A
JUNCTION
0.11
4.694
1.746
JUNCTION
0.22
2.984
1.996
'INLET-A3B
INLET -BIB
JUNCTION
0.05
0.410
2.170
INLET-B2B
JUNCTION
0.07
0.338
1.522
INLET-B3B
JUNCTION
0.18
5.757
0.023
JUNCTION
0.09
2.530
2.920
'INLET-B4A
INLET-C1A
JUNCTION
0.12
1.522
1.978
INLET-C1B
JUNCTION
0.15
3.344
0.276
INLET-C2B
JUNCTION
0.12
1.250
0.890
JUNCTION
0.12
0.909
4.911
tINLET-D1
INLET-D2B
JUNCTION
0.12
0.535
2.835
INLET-D3B
JUNCTION
0.10
0.766
1.864
MH Al
JUNCTION
0.15
0.903
3.107
JUNCTION
0.11
3.428
3.452
'MH_A3
MH_B3A
JUNCTION
0.09
3.581
1.379
MH B4
JUNCTION
0.13
2.056
4.164
MH-B4A
JUNCTION
0.09
2.197
3.633
MH B5
JUNCTION
0.11
4.813
1.057
MH Cl
JUNCTION
22.99
8.198
0.000
MH C2
JUNCTION
2.12
4.625
0.065
MH-C3
JUNCTION
1.93
8.672
3.928
MH C4/B1
JUNCTION
0.05
0.407
3.613
MH_C5
JUNCTION
0.13
1.461
1.999
JUNCTION
0.12
1.623
3.387
'MH_C6
MH_D2
0112
JUNCTION
JUNCTION
0.05
23.00
0.264
0.000
5.036
0.000
0113
JUNCTION
23.00
0.000
0.000
0114
JUNCTION
23.00
0.000
0.000
JUNCTION
23.00
0.000
0.000
'0115
0300
JUNCTION
23.00
0.000
0.000
Node Flooding Summary
' No nodes were flooded.
' Storage Volume Summary
--------------------------------------------------------------------------------------
Average
Avg
Evap Exfil
Maximum
Max
Time of Max Maxin
Volume
Pcnt
Pcnt Pcnt
Volume
Pcnt
Occurrence Outf]
Storage Unit 1000 ft3
Full
Loss Loss
1000 ft3
Full
days hr:min C
--------------------------------------0-----0
0.018
------------------------
0.805
40
0 00:46 1.
Outfall Loading Summary
Flow
Avg
Max
Total
Freq
Flow
Flow
Volume
Outfall Node Pcnt
CFS
CFS
10^6 gal
Al POUDRE 74.67
2.05
73.49
0.916
FESB1-POUDRE 7.96
66.39
369.72
3.115
FESC1-UDALL POND 100.00
2.88
33.58
1.761
System ----------------60.87-----71.32----473.00-------5.793
lin
Pe a10
low Summary
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
'-------IFlowl Occurrence IVelocl Full Full
Link ----------------Type --CFS days hr:min ft/sec Flow Depth
----- -----------------------------------------
Al CONDUIT 73.49 0 00:41 10.60 2.61 0.95
CONDUIT
73.48
0
00:41
10.40
4.05
1.00
tA2
A3
CONDUIT
65.34
0
00:41
9.24
0.71
1.00
A4
CONDUIT
59.72
0
00:41
11.34
0.65
0.93
A5
CONDUIT
21.78
0
00:40
8.86
0.80
0.86
B1
CONDUIT
369.72
0
00:40
17.47
0.98
0.90
1
B2
CONDUIT
314.63
0
00:40
12.54
0.68
1.00
B3
CONDUIT
304.27
0
00:40
11.28
1.33
1.00
B4
CONDUIT
290.75
0
00:38
10.38
1.30
1.00
'B5
CONDUIT
152.08
0
00:43
6.84
0.83
1.00
B6
CONDUIT
109.62
0
00:44
8.76
1.00
1.00
B7
CONDUIT
89.12
0
00:44
7.16
1.04
1.00
CONDUIT
78.93
0
00:44
6.28
1.11
1.00
'B8
B9
CONDUIT
69.83
0
00:44
5.80
0.80
1.00
B10
CONDUIT
53.13
0
00:39
7.31
0.60
1.00
B11
CONDUIT
51.36
0
00:40
6.38
0.58
1.00
'B12
B13
CONDUIT
CONDUIT
33.41
33.62
0
0
00:40
00:40
6.28
7.32
0.56
0.40
0.98
0.87
C1
CONDUIT
33.58
0
00:41
10.69
1.94
1.00
C2
CONDUIT
33.58
0
00:41
10.69
1.89
1.00
CONDUIT
33.57
0
00:41
10.69
1.46
1.00
'C3
C4
CONDUIT
33.58
0
00:41
10.69
1.90
1.00
C5
CONDUIT
92.27
0
00:40
7.34
1.15
1.00
C6
CONDUIT
64.88
0
00:40
5.31
0.83
1.00
CONDUIT
64.90
0
00:40
6.75
1.22
1.00
'C7
D2
CONDUIT
41.04
0
00:41
6.88
0.85
0.93
D3
CONDUIT
41.04
0
00:41
7.26
0.99
1.00
D4
CONDUIT
17.39
0
00:41
3.63
0.68
1.00
EXLAT-B3C
CONDUIT
34.23
0
00:40
11.74
0.57
1.00
EXLAT-B4B
CONDUIT
12.01
0
00:40
9.78
1.24
1.00
EXLAT-B4C
CONDUIT
7.94
0
00:40
8.71
0.53
0.70
LAT-AlA
CONDUIT
6.96
0
00:40
6.48
0.59
0.80
CONDUIT
3.16
0
00:40
5.04
0.19
1.00
'LAT-A2A
LAT-A3A
CONDUIT
3.99
0
00:40
5.92
0.23
0.41
LAT-A3B
CONDUIT
17.93
0
00:40
10.15
1.77
1.00
LAT-A4A
CONDUIT
1.92
0
00:40
2.95
1.05
0.77
'LAT-B1A
CONDUIT
2.98
0
00:40
3.64
0.35
0.55
LAT-B1B
CONDUIT
11.14
0
00:40
7.53
0.60
0.78
LAT-B2A
CONDUIT
1.98
0
00:40
3.69
0.21
0.34
CONDUIT
19.89
0
00:40
7.26
0.72
0.81
'LAT-B2B
LAT-B3A
CONDUIT
11.77
0
00:40
3.75
1.05
1.00
LAT-B3B
CONDUIT
8.13
0
00:38
1.66
0.38
1.00
LAT-B3C
CONDUIT
48.90
0
00:40
7.39
0.95
1.00
LAT-B4A
CONDUIT
1.91
0
00:39
1.75
0.21
1.00
LAT-B4B
CONDUIT
4.62
0
00:39
1.91
0.37
1.00
LAT-B4C
CONDUIT
19.77
0
00:40
10.18
0.34
1.00
LAT-B5A
CONDUIT
7.61
0
00:40
5.95
0.60
0.68
CONDUIT
9.01
0
00:40
5.93
0.68
0.80
'LAT-B5B
LAT-B6A
CONDUIT
6.91
0
00:40
6.49
0.74
0.72
LAT-B7A
CONDUIT
16.66
0
00:40
6.91
0.48
0.73
LAT-B7C
CONDUIT
21.39
0
00:40
7.84
0.21
0.48
CONDUIT
4.86
0
00:40
5.48
0.23
0.60
'LAT-B8A
LAT-B9A
CONDUIT
3.98
0
00:40
6.06
0.24
0.50
LAT-B9B
CONDUIT
1.99
0
00:40
4.97
0.13
0.44
LAT-B10A
CONDUIT
16.20
0
00:40
7.20
0.52
0.67
LAT-B10B
CONDUIT
2.98
0
00:40
5.55
0.20
0.34
LAT-BllA
CONDUIT
159.01
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
21.86
0
00:40
12.37
1.47
1.00
'LAT-C2A
CONDUIT
5.04
0
00:39
5.80
0.36
0.85
LAT-C2B
CONDUIT
27.18
0
00:40
9.34
0.85
0.96
LAT-C3A
CONDUIT
35.38
0
00:40
11.26
4.69
1.00
CONDUIT
1.97
0
00:40
3.04
0.28
0.39
yLLAAT-$D2A
CONDUIT
25.95
14.09
"1A#2B
b3A
CONDUIT
0
00:40
0.80
0.77
Page 11
'MNT
LAT-D3B
STRT
CONDUIT
CONDUIT
12.70
121.85
0 00:40
0 00:37
7.88
2.95
0.85
0.56
0.86
0.70
12DIP
CONDUIT
2.99
0 00:40
10.13
0.34
0.40
LAT-Dl
CONDUIT
0.19
0 00:45
0.34
0.00
1.00
'
1
DUMMY
1.20
0 00:41
Flow Classification
Summary
-------------------------------------------------------------------------------------
Adjusted
----------
Fraction
of
Time
in Flow
Class
----------
'
/Actual
Up
Down
Sub
Sup
Up
Down
Norm
Inlet
Conduit
Length
Dry
Dry
Dry
Crit
Crit
Crit
Crit
Ltd
Ctrl
-------------------------------------------------------------------------------------
1.00
0.00
0.00
0.00
1.00
0.00
0.00
0.00
0.00
0.00
'Al
A2
1.00
0.00
0.00
0.00
1.00
0.00
0.00
0.00
0.00
0.00
A3
1.00
0.00
0.00
0.00
1.00
0.00
0.00
0.00
0.99
0.00
A4
1.00
0.00
0.00
0.00
0.01
0.01
0.00
0.98
0.00
0.00
'A5
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
B1
1.00
0.92
0.00
0.00
0.00
0.08
0.00
0.00
0.00
0.00
B2
1.00
0.00
0.00
0.00
0.00
0.03
0.00
0.97
0.00
0.00
'B4
B3
1.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.87
1.00
0.13
0.00
0.00
0.00
0.60
0.00
0.00
0.87
0.00
0.00
B5
1.00
0.00
0.00
0.00
1.00
0.00
0.00
0.00
0.87
0.00
B6
1.00
0.00
0.00
0.00
0.79
0.21
0.00
0.00
0.04
0.00
1.00
0.00
0.01
0.00
0.99
0.00
0.00
0.00
0.71
0.00
'B7
B8
1.00
0.01
0.00
0.00
0.99
0.00
0.00
0.00
0.00
0.00
B9
1.00
0.01
0.00
0.00
0.99
0.00
0.00
0.00
0.96
0.00
B10
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
'1.00
0.01
0.00
0.00
0.89
0.10
0.00
0.00
0.91
0.00
'Bll
B12
1.00
0.01
0.00
0.00
0.92
0.08
0.00
0.00
0.91
0.00
B13
1.00
0.01
0.00
0.00
0.83
0.16
0.00
0.00
0.82
0.00
Cl
1.00
0.00
0.00
0.00
1.00
0.00
0.00
0.00
0.00
0.00
1.00
0.00
0.00
0.00
1.00
0.00
0.00
0.00
0.00
0.00
'C2
C3
1.00
0.00
0.00
0.00
1.00
0.00
0.00
0.00
0.91
0.00
C4
1.00
0.00
0.00
0.00
0.79
0.21
0.00
0.00
0.00
0.00
C5
1.00
0.00
0.00
0.00
0.08
0.00
0.00
0.92
0.00
0.00
1.00
0.00
0.00
0.00
1.00
0.00
0.00
0.00
0.93
0.00
'C6
C7
1.00
0.00
0.00
0.00
1.00
0.00
0.00
0.00
0.01
0.00
D2
1.00
0.00
0.00
0.00
0.88
0.12
0.00
0.00
0.10
0.00
D3
1.00
0.00
0.00
0.00
1.00
0.00
0.00
0.00
0.04
0.00
D4
1.00
0.00
0.00
0.00
1.00
0.00
0.00
0.00
0.99
0.00
EXLAT-B3C
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
EXLAT-B4B
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
EXLAT-B4C
LAT-AlA
1.00
1.00
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.99
0.99
0.00
0.00
0.00
0.00
LAT-A2A
1.00
0.01
0.00
0.00
0.01
0.00
0.00
0.98
0.00
0.00
LAT-A3A
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
tLAT-A3B
LAT-A4A
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
LAT-B1A
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
LAT-B1B
1.58
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
'LAT-B2A
LAT-B2B
1.20
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
LAT-B3A
1.00
0.00
0.01
0.00
0.99
0.00
0.00
0.00
0.86
0.00
LAT-B3B
1.00
0.00
0.13
0.00
0.87
0.00
0.00
0.00
0.79
0.00
1.00
0.00
0.00
0.00
0.83
0.17
0.00
0.00
0.32
0.00
'LAT-B3C
LAT-B4A
1.00
0.01
0.11
0.00
0.88
0.00
0.00
0.00
0.90
0.00
LAT-B4B
1.00
0.01
0.00
0.00
0.01
0.00
0.00
0.98
0.00
0.00
LAT-B4C
1.00
0.00
0.00
0.00
0.01
0.00
0.00
0.99
0.00
0.00
LAT-B5A
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
LAT-B5B
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
LAT-B6A
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
LAT-B7A
1.00
0.01
0.00
0.00
0.80
0.19
0.00
0.00
0.82
0.00
LAT-B7C
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
LAT-B8A
1.00
0.01
0.00
0.00
0.84
0.15
0.00
0.00
0.82
0.00
LAT-B9A
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
LAT-$B9B
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
LAT-�10B
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
Page 12
'LAT-C1A
LAT-B11A
1.00
1.00
0.00
0.01
0.01
0.00
0.00
0.00
0.86
0.01
0.13
0.00
0.00
0.00
0.00
0.98
0.03
0.00
0.00
0.00
LAT-C1B
1.00
0.01
0.00
0.00
0.01
0.00
0.00
0.98
0.00
0.00
LAT-C2A
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
1.52
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
'LAT-C2B
LAT-C3A
1.00
0.00
0.00
0.00
1.00
0.00
0.00
0.00
0.00
0.00
LAT-D2A
1.00
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00'
0.00
LAT-D2B
1.09
0.01
0.00
0.00
0.00
0.00
0.00
0.99
0.00
0.00
LAT-D3A
1.00 0.01
0.00
0.00
0.00
0.00 0.00
0.99 0.00
0.00
LAT-D3B
1.00 0.01
0.00
0.00
0.00
0.00 0.00
0.99 0.00
0.00
MNT_STRT
1.00 0.02
0.00
0.00
0.00
0.00 0.00
0.98 0.00
0.00
12DIP
1.00 0.01
0.00
0.00
0.00
0.00 0.00
0.99 0.00
0.00
'
LAT-D1
1.56 0.00
0.91
0.00
0.09
0.00 0.00
0.00 0.90
0.00
'
Conduit Surcharge
Summary
'
----------------------------------------------------------------------------
Hours
Hours
--------- Hours
Full
--------
Above Full
Capacity
Conduit
Both Ends Upstream
Dnstream
Normal Flow
Limited
----------------------------------------------------------------------------
Al
0.01
0.16
0.01
0.32
0.01
A2
0.15
0.27
0.15
0.48
0.15
A3
0.12
0.12
0.27
0.01
0.03
0.01
0.01
0.11
0.01
0.01
'A4
B1
0.01
0.05
0.01
0.01
0.01
B2
0.02
0.02
0.05
0.01
0.01
B3
0.02
0.10
0.02
0.15
0.02
0.10
0.13
0.10
0.14
0.10
'B4
B5
0.10
0.11
0.13
0.01
0.08
B6
0.09
0.10
0.11
0.01
0.05
B7
0.10
0.10
0.10
0.04
0.09
0.10
0.10
0.10
0.06
0.09
'B8
B9
0.09
0.09
0.10
0.01
0.01
B10
0.07
0.07
0.07
0.01
0.06
B11
0.02
0.02
0.07
0.01
0.01
0.01
0.01
0.05
0.01
0.01
'B12
C1
22.99
22.99
23.00
1.98
2.04
C2
2.12
2.12
22.99
1.97
2.02
C3
1.93
1.93
2.12
1.87
1.88
C4
1.93
1.96
1.93
1.96
1.93
C5
0.15
0.15
0.15
0.06
0.15
C6
0.12
0.12
0.15
0.01
0.01
C7
0.15
0.15
0.16
0.09
0.11
D2
0.01
0.05
0.01
0.01
0.01
D3
0.05
0.05
0.05
0.01
0.04
D4
0.03
0.03
0.09
0.01
0.01
0.07
0.07
0.09
0.01
0.01
'EXLAT-B3C
EXLAT-B4B
0.03
0.04
0.03
0.06
0.03
LAT-A2A
0.11
0.11
0.14
0.01
0.01
LAT-A3B
0.02
0.22
0.02
0.15
0.02
0.01
0.01
0.01
0.03
0.01
'LAT-MA
LAT-B1B
0.01
0.05
0.01
0.01
0.01
LAT-B2B
0.01
0.07
0.01
0.01
0.01
LAT-B3A
0.27
0.27
0.29
0.02
0.02
LAT-B3B
0.18
0.18
0.19
0.01
0.01
LAT-B3C
0.16
0.16
0.18
0.01
0.01
LAT-B4A
0.09
0.09
0.09
0.01
0.01
LAT-B4B
0.09
0.09
0.10
0.01
0.01
LAT-B4C
0.05
0.05
0.08
0.01
0.01
LAT-B5B
0.01
0.01
0.01
0.01
0.01
LAT-B11A
0.12
0.14
0.13
0.14
0.10
LAT-C1A
0.12
0.12
0.13
0.01
0.06
LAT-C1B
0.13
0.15
0.13
0.11
0.13
LAT-C2A
0.01
0.01
0.03
0.01
0.01
LAT-C2B
0.01
0.12
0.01
0.01
0.01
0.29
0.30
0.29
0.62
0.29
{�LIATT--C3A
Page13
LAT-93B
0.01
0.10
0.01
0.01
0.01
' LAT-Dl 0.12 0.12 0.17 0.01 0.01
Analysis begun on: Fri Jun 29 12:01:22 2018
'Analysis ended on: Fri Jun 29 12:01:32 2018
Total elapsed time: 00:00:10
11
1
11
1
1
tY MM 5 Page 14
F
' APPENDIX D
Hydraulic Computations
�I
I.
7
I
I
I
I
I
11
1
I
I
I
1
6-INCH WIDE TRENCH DRAIN ALONG
' Channel Report SOUTH SIDE OF PROPOSED BUILDING
'
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
<Name>
'
Rectangular
Bottom Width (ft)
= 0.50
Total Depth (ft)
= 1.25
Invert Elev (ft)
= 100.00
'Slope
(%)
= 0.80
N-Value
= 0.009
'
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.92
t
TRENCH DRAIN MAX. FLOW
(Q100)
= 2.92 (BASIN OS 1)
'
Elev (ft)
Section
IUL.VV
101.50
1
101.00
' 100.50
100.00
oo r1n
0 .2 .3 .4
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Jun 29 2018
= 1.14
= 2.920
= 0.57
= 5.12
= 2.78
= 1.02
= 0.50
= 1.55
.5 .6 .7
Depth (ft)
2.00
1.50
1.00
0.50
m
-0.50
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N
' APPENDIX E
Water Quality Computations, LID Information
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On -Site Treatment by LID
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 %
Design Procedure Form: Sand Filter (SF)
UD-BMP (Version 3.06, November 2016) Sheet 1 of 2
Designer: ATC
Company: Northam Eng.
Date: December 12, 2017
Project: 99"03
Location: Ft.Callim, CO
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
I, =
100.0
%
(100% if all paved and roofed areas upstream of sand fitter)
B) Tributary Area's Imperviousness Ratio (i = I,I100)
=
1.000
C) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time
WQCV =
0.40
watershed inches
WOCV= 0.8' (0.91' i'- 1.19' I' 0.78' II
D) Contributing Watershed Area (including send filter area)
Area =—
10,018
sq ft
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocv =
334
cu ft
Vwocv= WQCV / 12' Area
F) For Watersheds Outside of the Denver Region, Depth of
der =
0.39
in
Average Runoff Producing Stone
G) For Watersheds Outside of the Denver Region,
Vwocv GT -A =
303
cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
VWav ussa =
273
Cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth
Dwocv =
1.5
It
B) Sand Filter Side Slopes (Horizontal distance per unit vertical,
Z =
0.00
ft / ft
4:1 or flatter preferred). Use'0' if sand fAter has vertical walls.
C) Minimum Fitter Area (Flat Surface Area)
Aar, =
125
sq ft
D) Actual Fitter Area
A,tp,w =
180
sq it
E) Volume Provided
V, =
cu It
rChoose One
3. Fitter Material
018" mOf Cis B or C Fitter Material
OOlher (F7mWn):
I
4. Underdrain System
IIIr
�
A) Are underdralns Provideo?
ONO
B) Underdrain system orifice diameter for 12 hour drain time
I
1) 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
Vol„=
273
cu ft
it) Orifice Diameter, 3/8' Minimum
Do =
in
Sand Filter - UD.xlsm, SF 12/12/2017, 11:36 AM
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Design Procedure Form: Sand Filter (SF)
Sheet 2 of 2
Designer: ATC
Company: Northam Eng.
Date: December 12, 2017
Project: 998-003
Location: R.Collins, CD
5. Impermeable Geomembrane Liner and Geotextile Separator Fabnc
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
�Choose One
IT'FS ONO
6-7. Inlet I Outlet Works
A) Describe the type of energy dissipation at inlet points and means of
conveying flows in excess of the W OCV through the outlet
Notes:
Sand Filter - UD.xlsm, SF
12112/2017, 11:36 AM
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ORIFICE RATING CURVE
Concrete Vault
1 00-yr Orifice
PROJECT: 989-003
DATE: 12/11/17
BY: ATC
ORIFICE RATING
Orifice Dia (in)
Orifice Area (sf)
Orifice invert (ft)
Orifice Coefficient
5.03
0.1380
100
0.65
Stage
Outlet
release
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
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Sand Filter
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
T-6
Photograph SF-1. This sand filter, constructed on two sides of a parldng
garage, is accessible for maintenance, yet screened from public view by a
landscape buffer.
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-I 1 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.
1
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 drainaee laver (with underdrain)
Sand/Media Filter
Functions
LIDNolume Red.
Yes
W CV Capture
Yes
W CV+Flood Control
Yes
Fact Sheet Includes
EURV Guidance
No
Typical Effectiveness for Targeted
Pollutants'
Sediment/Solids
Very Good'
Nutrients
Good
Total Metals
Good
Bacteria
Moderate
Other Considerations
Life -cycle Costs
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.ore).
Based primarily on BMP-REALCOST
available at www.udfcd.ore. Analysis
based on a single installation (not based on
the maximum recommended watershed
tributary to each BMP).
November 2015 Urban Drainage and Flood Control District SF-1
Urban Storm Drainage Criteria Manual Volume 3
[j
T-6 Sand Filter
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structure, and is lined with an impermeable geomembrane Benefits
liner designed to restrict seepage.
■ Filtering BMPs provide effective
Designing or Maintenance water quality enhancement
g g fMitincluding phosphorus removal.
Recommended maintenance practices for all BMPs are
Limitations
provided in Chapter 6 of this manual. During design, the
following should be considered to ensure ease of maintenance
. This BMP may clog and require
over the long-term:
maintenance if a moderate to
• Do not put a filter sock on the underdrain. This is not
high level of silts and clays are
necessary and can cause the BMP to clog.
allowed to flow into the facility.
■ Install cleanouts. Cleanouts can be used for inspection
' This BMP should not be located
(by camera) immediately following construction to ensure
within 10 feet of a building
that the underdrain pipe was not crushed during
foundation without an
construction. They can also be used to for ongoing
impermeable membrane. See
maintenance practices. Consider locating cleanouts in the
Bioretention (BMP Fact Sheet
side slopes of the basin and above the depth of ponding.
T-3) of this manual for
additional information.
■ Provide vegetated side slopes to pre -treat runoff by
filtering (straining). This will reduce the frequency of The sand filter should not be put
maintenance. into operation while construction
or major landscaping activities
Design Procedure and Criteria are taking place in the watershed.
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:
QCVl
V =
F12 J A Equation SF-1
Where: 1
V= design volume (fi)
A = watershed area tributary to the sand filter (ft)
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
allowing for some of the volume to be stored beyond the area of the filter. Note that the total
SF-2 Urban Drainage and Flood Control District November 2015
Urban Storm Drainage Criteria Manual Volume 3
Sand Filter
T-6
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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 = 0.0125A7 Equation SF-2
Where:
AF = minimum filter area (flat surface area) (ft )
A = area tributary to the sand filter (if)
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
I material
Sieve Size
Mass Percent Passin
Square Mesh Sieves
37.5 mm 1.5"
100
19.0 mm 0.75"
100
4.75 mm o.4
20-60
60-100
1.18 um o. 16
10-30
300 um o. 50
0-10
10-30
150 um o. 100
0-10
75 um o. 200
0-3
0-3
November 2015 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
SF-3
T-6 Sand Filter
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
11
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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.
biz hour drain time = 1414 y° 41 Equation SF-3
Where:
D = orifice diameter (in)
= distance from the lowest elevation of the storage volume (8) (i.e., surface of the filter) to
the center of the orifice
V = volume to drain in 12 hours (WQCV) (ft)
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
SF-4 Urban Drainage and Flood Control District November 2015
Urban Storm Drainage Criteria Manual Volume 3
Sand Filter T-6
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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 Pipe'
Maximum Slot
Slot
Open Area
Pipe Size
Slot Length
Width
Centers
(per foot)
4"
1-1/16"
0.032"
0.413"
1.90 in2
6"
1-3/8"
0.032"
0.516"
1.98 in2
' 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 Fabric'
Prop'
Class B
Test Method
Elongation
< 500/2
Elongation
> 50%2
Grab Strength, N (lbs)
800 (180)
510 (115)
ASTM D 4632
Puncture Resistance, N (Ibs)
310 (70)
180 (40)
ASTM D 4833
Trapezoidal Tear Strength, N (Ibs)
310 (70)
180 (40)
ASTM D 4533
Apparent Opening Size, mm
S Sieve Size
AOS < 0.3mm (US Sieve Size No. 50)
ASTM D 4751
Permittivity, sec'
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
' Strength values are in the weaker principle direction
2 As measured in accordance with ASTM D 4632
November 2015 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
SF-5
T-6
Sand Filter
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5. Impermeable Geomembrane Liner and Geotextile Separator Fabric: For no -infiltration sections,
install a minimum 30-mil thick PVC geomembrane liner, per Table SF4, 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 SF4. Physical Requirements for Geomembrane
Property
Thickness
0.76 mm
(30 mil)
Test Method
Thickness, % Tolerance
f5
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.
SF-6 Urban Drainage and Flood Control District November 2015
1 Urban Storm Drainage Criteria Manual Volume 3
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Sand Filter T-6
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.
November 2015 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
SF-7
T-6 Sand Filter
O a 1 SIDESLOPES *TIM NO AREAS
GREATER THAN 31. WHEN USING
WALLS. THE DESIGN SHOULD ALLOW
FOR REMOVAL AND REPLACEMENT
OF THE FILTER LATER WITHOUT
JEOPARDIZING THE INTEGRITY OF
THE WALL /
TYPE VL OR L RIPRAP
LENGTH AND WIDTH SHOULD
EXTEND TO AT LEAST 3
TIMES THE PIPE DIAMETER
PROIDE MAINTENANCE
ACCESS TO FILTER
SURFACE
INFLOW
Elm
N-S
OUTLET
WRH TRASH RICK
�WY
/� FLAT AREA OF SAID FILTER
CLEAN OUT (lYP)
A" SLOTTED PIPE AT 20' O.C. SEE TABLE SF-2.
CLEAN OUT WITH (2) AS' BENDS AND WATERTIGHT CAP
— OPTIONAL FLOOD CONTROL VOLUME
WOCV
FLAT
RIPRAP FILL VOIDS WfiH —�
FILTER MATERAL 1-11 J
MIN.
ORIFICE PLATE FOR 12 HOUR DRAIN OF WOCV
FILTER MATERIAL SEE TAME SF-1 A' MIN. UNDERDRAIN MEETING TABLE SF-Z
pppp�/S�L�OOP��E��AT 0.52 MIN.
PROFILE 1.
NIS
NOTE: THIS DETAIL SHOWS A PARTIAL INFILTRATION SECTION. FOR FULL INFILTRATION ELIMINATE
UNDERDRAIN AND PROVIDE V-8" OF FILTER MATERIAL FOR NO INFILTRATION PROVIDE
IMPERMEABLE MEMBRANE SECURED TO GIST -IN -PLACE CONCRETE WALL SEE DETAILS SF-2 AND
SF-3,
Q SLOPE (STRAIGHT GRADE) SUBMAN (2-1010 TO UNDERORAN TO REDUCE
SATURATED SOIL CONDRIONS MWEEW STORM EVENTS (OPTIONAL)
NMSECIOL/A
Figure SF-1. Sand Filter Plan and Sections
OUTFLOW
SF-8 Urban Drainage and Flood Control District November 2015
Urban Storm Drainage Criteria Manual Volume 3
Sand Filter
T-6
STAINLESS STEEL
CLAMP
BUYTL TAC TAPE
PROVIDE SLACK
TO OUTLET
SOLID PIPE UNSLOTTED
(EXTEND 3" DERDRAIN
30 MIL (MIN.) PVC LINER—/ NOTE:
PVC PIPE EMT SKIRT BACKFILL NOT SHOWN
(FIELD SEAM ALL SIDES)
Figure SF-2. Geomembrane Liner/Underdrain Penetration Detail
TEMPORARILY ATTACH
FABRIC TO WALL DURING
BACKFILL PROCESS (DO NOT
WRAP AROUND BATTEN BAR) 2" MIN.
3/8'z3' STAINLESS STEEL
BOLT, NUT �Ec °, ®PG2ABRIC
1/1"X2' ALUMINUM, STAINLESS
ANCHOR
WASHER 1 Y O.C. STEEL OR GALVANIZED STEEL
BATTEN BARE
EOTEXTILE SEPARATOR
SUYTL TAC TAPE
30 MIL (MIN.) PVC LINER
CONCRETE PERIMETER
BARRIER
`PREPARED SUBGRADE
PROVIDE SLACK IN LINER PLACEMENT TO ENSURE
GEOTEXTILE SEPARATOR FABRIC
(IF SUBGRADE CONTAINS ANGULAR
PROPER INSTALLATION AND BACKFILL WITHOUT
ROCKS OR OTHER MATERIAL THAT
DAMAGE
COULD PUNCTURE THE LINER)
NITRILE POLYMER BASED VINYL MEMBRANE
SEAMING ADHESIVE MAY BE USED AS AN
NOTE:
ALTERNATIVE TO THE BOLTED BATTEN BAR
BACKFILLAND
LL
IN AREAS WHERE THE NEED FOR AN
IMPERMEABLE LINER 15 LESS CRITICAL.
UN AIN SYSTEM
NOT SHOWN
Figure SF-3. Geomembrane
Liner/Concrete Connection Detail
November 2015 Urban Drainage and Flood Control District SF-9
Urban Storm Drainage Criteria Manual Volume 3
' APPENDIX F
' Erosion Control Report
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■V INORTHERN
ENGINEERING
Confluence
' 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.
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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.
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Final Erosion Control Report
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' APPENDIX G
Variance Request
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Stormwater
Alternative ComplianceNariance Application
City of Fort Collins Water Utilities Engineering
Engineer Name Aaron Cvar
Street Address 301 N. Howes, Suite 100
City Fort Collins
Owner Name AU Workshop
ne 970-221-4158
State CO Zip 80521
c)k.n 970-430-5220
Street Address 405 Linden Street
City Fort Collins State CO Zip 80524
Project Name Confluence
Project/Application Number from Development Review (i.e. FDP123456)
Legal description and/or address of property Replat of Portions of Lots 2,4,6, &8, Block2, Town of Fort Collins
Description of Project Mixed -Use building development
' Existing Use (check one): F residential Ce' non-residential (-mixed-use C" vacant ground
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Proposed Use (check one): c" residential �- non-residential r: mixed -use c"_, other
If non-residential or mixed use, describe in detail Development of a mixed -use building a associated
utility work, adjacent sidewalk and stormwater improvements
State the requirement from which alternative compliance/variance is sought. (Please include
applicable Drainage Criteria Manual volume, chapter and section.)
Variance from full onsite detention requirements (Chapter 1, Section 2.3.2)
What hardship prevents this site from meeting the requirement?
The proposed site is in close proximity to the Poudre River and desires to 'beat the peak" to
eliminate detention requirements; however, the site is not contiguous with the river. Therefore, site
runoff must pass thru public storm sewer to reach the river.
What alternative is proposed for the site?
Please see Attachment 1.
Attach separate sheet if necessary
' Attach separate sheet if necessary
' STORMWATER ALTERNATIVE COMPLIANCE/VARIANCE APPLICATION
' Confluence
Attachment 1
Section C: alternative Compliance/Variance Information
Partial onsite detention is proposed. Space constraints prevent full detention. The basis of this
' variance application is a "beat the peak" analysis. See Final Drainage Report for SWMM
modeling verifying downstream capacity of the public storm line conveying developed flows to
Poudre River and showing nominal impact on the storm line. The calculations and
' documentation provided verify that no greater than 0.14-ft of rise in HGL will occur in the
receiving storm line in a 100-year event when considering onsite basin routing.
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' The owner agrees to comply with the provisions of the zoning ordinance, building code and all other
applicable sections of the City Code, Land Use Code, City Plan and all other laws and ordinances
affecting the construction and occupancy of the proposed building that are not directly approved by
' this variance. The owner understands that if this variance is approved, the structure and its occupants
may be more susceptible to flood or runoff damage as well as other adverse drainage issues.
Signature of owner: _ Date: 19 July 2018
The engineer hereby certifies that the above information, along with the reference plans and project
descriptions is correct.
Signature of engineer: az Date:
PE STAMP
Date complete application submitted: ? l0 f lR
Date of approvaUdenial: 7I1-01/f Variance: A approved ❑ denied
Staffjustification/notes/conditions:
�n t^aaal 1AAiwi
Approved by:
Entered in UtilityFile Database? [ yes Ono
I MAP POCKET
1 Drainage Exhibit
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081
SEE OFFSITE BASIN E%HIBIT IN
DRAINAGE REPORT FOR OFFSITE
BASIN OS1
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"STREET PUTA
IMPROVEMENT
PROJECTFOR
RNIS OF TNIS
AREA
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BASIN 3 WATER QUALITY TREATMENT
PROVIDED IN EXISTING BAYSAVER
PER DOWNTOWN RIVER DISTRICT
REPORT AND PLANS
(SEE DRAINAGE REPORT)
/
UNDENSTREET
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310 WILLOW STREET
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BASIN WATEROUAI. TREATMENT ,. W 1
PROVIDED IN PROPOSED SMlD FILTER
(SEE DRAINAGE REPORT( 1 al a
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409 LINDEN STREET
16 005 LINDEN I emu. ProPErtry Llre - \ � .. � - _�--
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LEGEND:
APPROXIMATE UNITS OF LgI51RUClKH -
EIIrnxGMwba-WY/PRWERW LM-------
DESTMG CURS • OITId
PROPOSED YFATMµ CURB s CUFFER
SR'NUT UK----------
Eu51MC CWOYIE
FAWf® Lg10ETE PIKIEIT
PRWfRD 1S°RKT PM9ENT (FlRL CEPB)
NI,AMD 19NKT OHAAY
EXISTING MINING
EMSTING EIiCMC VµIT
E%ISBNG RRE XYD&%NT
EaSTNG TRESS T y a
PRW04D SlgRl SEVER \/
PROPOSED STORM IN ET •
ERSTNG MAJOR CUNTGUR---som----
EIRSTNG MINOR ccRTGUR -- - -Eou- - - -
EG vRGvoscaNTauRs m
CESVN POINT A
ROW MROWS 411111111 M
DRAINA(; WARN LAea 2
MAw Rs
DRAINAM BARN WWNDARY RI on AIIIIII
NOTES:
1. NOR OUNMRGRWNOMDYENIIDMICA/OPWYAR
REP
REFER TO NORTHERN N EERING OATED.U..,R�Grc� t
ST
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
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Sheet
C500
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