HomeMy WebLinkAboutMONTAVA - PHASE E - TOWN CENTER RESIDENTIAL - BDR220003 - MONTAVA SUBMITTAL DOCUMENTS - ROUND 3 - DRAINAGE REPORT (2)
Montava – Phase E Outfall & Detention System
Final Drainage Report
Fort Collins, Colorado
Martin/Martin, Inc. Project No.: 19.1354
April 26, 2023
Prepared For: HF2M Colorado
430 North College Avenue, Suite 410
Fort Collins, Colorado 80524
512.507.5570
Attn: Max Moss
Prepared By: MARTIN/MARTIN, INC.
12499 WEST COLFAX AVENUE
LAKEWOOD, COLORADO 80215
303.431.6100
Principal-in-Charge: Jeff White
Project Manager: Ryan Byrne
Project Engineer: Josh Dickerson
Project Engineer: Evan Bednar
Project Engineer: George Kiraly
TABLE OF CONTENTS
Compliance Statement.........................................................................................................................................1
I. General Location and Existing Site Information...........................................................................................2
A. General Description .................................................................................................................................2
B. Location ....................................................................................................................................................2
C. Existing Facilities ......................................................................................................................................3
II. Master Drainage Basin Description..............................................................................................................4
A. Cooper Slough Watershed .......................................................................................................................4
B. Nearby Masterplan improvements ..........................................................................................................5
III. Floodplain Information ................................................................................................................................6
IV. Proposed Drainage Facilities ........................................................................................................................7
A. Drainage Plan ...........................................................................................................................................7
B. Detention .................................................................................................................................................7
C. Low Impact Development (LID) ...............................................................................................................8
D. Ownership and Maintenance ...................................................................................................................8
V. Drainage Design Criteria ..............................................................................................................................8
A. Previous studies .......................................................................................................................................8
B. MDCIA “Four Step Process” .....................................................................................................................9
C. Hydrologic Criteria ...................................................................................................................................9
D. Hydraulic Criteria .................................................................................................................................. 10
VI. Variance Requests ..................................................................................................................................... 10
VII. Erosion Control ......................................................................................................................................... 10
VIII. Conclusion ................................................................................................................................................. 10
A. Compliance ........................................................................................................................................... 10
B. Drainage Concept .................................................................................................................................. 11
REFERENCES ...................................................................................................................................................... 12
APPENDICES
A- Supporting Documents
B- Hydrologic Calculations
C- Hydraulic Calculations
D- Drainage Plans
Compliance Statement
I hereby attest that this report for the final drainage design for the Montava Phase E Major Storm
Infrastructure was prepared by me or under my direct supervision, in accordance with the provisions of the
Fort Collins Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will not
assume liability for drainage facilities designed by others.
__________________________________
Ryan D. Byrne, PE, CFM
PE Registration: 45903, CO
Montava – Phase E Outfall & Detention System
April 26, 2023
P a g e 2 | 11
I. General Location and Existing Site Information
A. General Description
The Montava Subdivision Phase E project site contains approximately 48 acres consisting of
Multi-Family, Mixed-Use, and Open Space. The Montava Subdivision Phase E Town Center is
currently zoned as Low-Density Mixed-Use Neighborhood District Zone (LMN).
The intent of this report is to outline the major drainage infrastructure outfall system specific to
Phase E, including the open channel conveyance system, sub-regional flood control and water
quality, and interim flood control to reduce discharges to existing conditions prior to being
conveyed to the Cooper Slough drainageway.
B. Location
The Montava Subdivision Phase E project site is located in Section 32, Township 8 North, Range
68 West of the 6th Principal Meridian, within the City of Fort Collins, Larimer County, Colorado.
The proposed site is bounded on the north by farmland and Future Montava Subdivision phases,
on the east by farmland, N. Giddings Road, and Future Montava Subdivision phases, on the
south by Mountain Vista Drive and farmland, on the west by the Number 8 Outlet Ditch,
Timberline Road, and Montava Subdivision Phase G. A vicinity map illustrating the project
location is provided in Figure 1.
Figure 1: Montava Phase G Vicinity Map
Montava – Phase E Outfall & Detention System
April 26, 2023
P a g e 3 | 11
C. Existing Facilities
The existing Phase E site is undeveloped farmland located within the Cooper Slough watershed.
The land currently consists of native grasses, bare ground, and crops. Runoff from the
undeveloped site has two flow paths, split by a ridge. The northerly flow paths convey surface
runoff to the existing inadvertent detention pond northwest of Mountain Vista Drive and
Giddings Road. Once Mountain Vista Drive is overtopped, runoff continues southeast to the
existing Cooper Slough inadvertent detention Pond 426 located upstream of the Colorado &
Southern Railroad (CSRR) tracks that run along the Larimer & Weld Canal (L&W) northwest of
the existing Waterglen Subidivions. Construction of the CSRR and L&W cut off the historic
drainage path at this location. As a result, 240 acre-ft of inadvertent detention was created
upstream of the railroad embankment and storm flows are forced to pond until they overtop
the CSRR and then proceed into the L&W Canal. The southerly flow path, southwest of the
existing ridge, sheet flows southwest into the No. 8 Ditch and ultimately to the Larimer and
Weld Canal. The existing Phase E site does not have any improved drainage facilities.
The upstream offsite tributary area has been cut off by the No. 8 Ditch, which is being improved
as part of Montava Phase G. The improvements include a major flow diversion into the Montava
development north of Phase E, where major storm runoff enters an inadvertent detention pond
impounded west of Giddings Rd. Two-dimensional flow modeling of the diversion has verified
that there is no downstream discharge because of the inadvertent detention, and therefore
there are no impacts to Phase E. Ultimately, Channel No. 2, identified in the Montava Master
Drainage Study, will convey the flow diversion to the regional Copper Slough improvements
along the easterly boundary of the overall Montava development.
The types of soils found on the Montava Subdivision Phase E site consist of:
· Caruso Clay Loam (22) - 0 to 1 percent slope.
· Fort Collins Loam (35) – 0 to 3 percent slopes.
· Kim loam (54) – 3 to 5 percent slopes.
· Satanta loam (94) – 0 to 1 percent slopes.
· Satanta Variant clay loam (98) – 0 to 3 percent slopes.
· Stoneham loam (101) – 1 to 3 percent slopes.
· Stoneham loam (102) – 3 to 5 percent slopes.
· Stoneham Loam (103) – 5 to 9 percent slopes.
The characteristics of the soil found on the project site include:
· Moderate infiltration rate when thoroughly wet.
· Moderately fine texture to moderately coarse texture.
· Moderate rate of water transmission.
· Majority of the site has a wind erodibility rating of 6 (8 being the least susceptible)
Montava – Phase E Outfall & Detention System
April 26, 2023
P a g e 4 | 11
These soils consist of the following hydrologic soil groups as defined in the United States
Department of Agriculture (USDA), Web Soil Survey. Hydrologic Soil Group B and C soils have a
relatively slow infiltration rate when thoroughly wet.
· Group B – 15.90%.
· Group C – 22.10%.
· Group D – 62.00%.
The USDA web soil survey report is included in Appendix C.
According to the Preliminary Subsurface Exploration Report for the overall Montava
Development, by Earth Engineering Consultants, LLC, groundwater depths on and adjacent to
the site are greater than 10 feet.
II. Master Drainage Basin Description
A. Cooper Slough Watershed
The Development is located within the lower portion of the Cooper Slough Watershed. The
Cooper Slough drainage basin resides in northeast Fort Collins and unincorporated Larimer
County, Colorado. It is a long and slender watershed, flowing from north to south, comprising
28 square miles which are tributary to Box Elder Creek and the Cache La Poudre River. The
watershed begins at the confluence with Box Elder Creek (about one-half mile south of Mulberry
Street and slightly west of I-25) and proceeds north for 20-miles to Larimer County Road 80 at a
location northwest of the Town of Wellington. The basin has a maximum width of 3.9-miles at a
location just south of Wellington. Predominant land uses are characterized by farmland and
open space, with development occurring mainly in the southern portion of the watershed, near
northeast Fort Collins.
The Cooper Slough watershed can be divided into upper and lower portions by the Larimer &
Weld Canal (L&W Canal) which transects the basin from west to east and intercepts natural and
man-made drainages. Upper Cooper Slough is significantly larger than the Lower Cooper basin,
at 26.4 sq.-miles and 2.3 sq.-miles respectively. There are three primary drainage paths in
Upper Copper Slough, which flow from north to south. The westernmost flow path is the
Number 8 Outlet Ditch (No. 8 Ditch) which carries both storm and irrigation flows and receives a
small southwesterly portion of Montava Phase E. It has been noted in previous studies that the
capacity of this ditch is “severely limited” (ACE 2006) and is in need of improvements, which will
be implemented for the reach of the No. 8 Ditch through The Development as part of the Phase
G improvements. In addition to the irrigation and drainage ditches, four (4) significant irrigation
reservoirs exist in the upper watershed. These include the North Poudre Reservoirs Nos. 2, 5,
and 6 and the Windsor Reservoir No. 8.
Since the L&W Canal captures flows from the entire upper watershed there are multiple
locations, in multiple watersheds, where storm flows will spill from the canal. In the Cooper
Slough basin, the most notable spill is in the Waterglen development area at the upper end of
Montava – Phase E Outfall & Detention System
April 26, 2023
P a g e 5 | 11
the historic Cooper Slough channel. This side spill is located at the primary outfall location from
The Development. A vicinity map of the Cooper Slough watershed is provided in Figure 2.
Figure 2: Cooper Slough Watershed Vicinity Map
B. Nearby Masterplan improvements
The Upper Cooper Slough Selected Plan was developed in 2021 by ICON Engineering, Inc.
(ICON). Prior to the 2021 report, an alternative analysis update on the Upper Cooper Slough
basin was also performed by ICON (Cooper Slough, Alternative Analysis Update, 2017). The
alternative analysis recommended drainage improvements and development criteria for the
Upper Cooper Slough Basin. The purpose of the 2021 Selected Plan report was to summarize the
recommendations in the alternative analysis study and to update the previous Selected Plan for
the basin (Anderson Consulting Engineers, 2006). The improvements recommended in the 2006
Selected Plan were modified in 2017 to reflect updates in hydrology and upcoming
development; however, the main goals for the improvements were not changed.
The 2021 Selected Plan improvement recommendations included:
1. North Poudre Reservoir No. 6 – Outlet Sill
2. Sonders and Sonders East Developments Selected Plan Improvements
3. Sod Farm Detention Pond and No. 8 Outlet Ditch Spill
4. Montava Development Selected Plan Improvements:
a. Mountain Vista Diversion on No. 8 Outlet Ditch (to C&S Pond)
Montava – Phase E Outfall & Detention System
April 26, 2023
P a g e 6 | 11
b. Removal of C&S RR Flow Split (C&S RR Diversion)
c. Crumb and C&S RR Regional Detention Pond
d. AB Detention Pond Improvements
e. On-Site Detention Improvements
5. Improvements Downstream of Mulberry:
a. Mulberry Street (SH-14) Crossing
b. Lake Canal Crossing
c. Gateway at Prospect Stream Improvements
d. Regional Pedestrian Trail Identification
6. Other Culvert Improvements:
a. Vine Drive Crossing
b. Mountain Vista Culvert – West flow path
7. Bank and Habitat Improvements
In addition to including the selected plan improvements, site specific development criteria for
the Mountain Vista and Anheuser Busch (Montava) areas were recommended. Since the
creation of the selected plan there have been several potential developments forthcoming in
the Upper Cooper Slough Basin. These developments are in areas that have potential impacts to
the selected plan improvements.
The No. 8 Ditch runs south through the Cooper Slough watershed. It is modeled in EPA SWMM
as a constant flow hydrograph. The 2017 Selected Plan utilized a constant decreed flow of
125cfs for the No. 8 Ditch. Following a meeting on March 11, 2020, the Larimer and Weld
Irrigation Company (LWIC), who represents both the No. 8 Ditch and LWC, have updated the
decreed/maximum flows for both the Larimer and Weld and the No. 8 Ditch to be considered
with the selected plan updates. The LWIC determined that the following two scenarios would
need to be considered in planning and collaboration with the ongoing development:
A. No. 8 Ditch maximum flow of 250cfs with a maximum flow of 675cfs in the LWC; and:
B. LWC conveying a decreed flow of 800cfs, with the No. 8 Ditch not contributing.
These changes in flow have shown to impact the improvements proposed in the 2017 Selected
Plan and subsequent development collaboration. ICON subsequently updated the Cooper
Slough EPA SWMM model to incorporate the updated decreed flows within the No. 8 Ditch and
LWC. The model was revised by Martin/Martin, Inc. as it relates to the Montava development
and was used as the basis for analysis of the Phase E interim conditions Master Plan as defined
in this report.
III. Floodplain Information
A FEMA regulatory Floodplain has not been mapped for the Cooper Slough drainageway through the
Montava development. As a result, coordination with FEMA through the Letter of Map Change
process is not required as a condition of development within Montava, including Phase E. Although
a Special Flood Hazard Area (SFHA) has not been identified, there is the potential for surface
Montava – Phase E Outfall & Detention System
April 26, 2023
P a g e 7 | 11
flooding along the No. 8 Ditch corridor, which will be considered in the design of Phase E to verify
there a no adverse impacts to existing or proposed insurable structures or adjacent properties.
IV. Proposed Drainage Facilities
A. Drainage Plan
The purpose of this report is to outline the outfall system improvements in support of Montava
Phase E, which include two ultimate condition detention facilities, Ponds D and F, and an interim
detention facility, Pond 427, as well as the connecting conveyance infrastructure. These facilities
will provide major flood control detention for Phase E as well as a portion of the surrounding
development phases, including Phase D and Phase H. Additionally, Pond F and Pond 427 have
been designed as extended detention basins to provide residual water quality for Phase E,
where LID treatment is not provided.
The outfall detention and conveyance system runs from northwest to southeast along the
northerly boundary between Phase E and future Phases D and F, which also represents future
Tealbrook Drive. The system begins north of the future intersection of Timberline Road and
Country Club Road, at Pond D, and terminates southwest of the intersection of Mountain Vista
Drive and Giddings Road at interim Pond 427. The proposed conveyance system is made of up
both open channel and closed conduit storm sewer systems as outlined in the approved
Montava PUD Master Drainage Study, by Martin/Martin, Inc., dated January 23, 2019.
B. Detention
Pond D represents the most upstream detention facility, which is also being utilized as a non-
potable water irrigation storage facility, as outlined in the Non-Potable Irrigation System Report
for Montava Subdivision, by TST, Inc. Consulting Engineers, dated April 12, 2023. The non-
potable water pond is located upstream of Phase E just north of the future intersection of
Timberline Road and County Club Road, east of the No. 8 Ditch improvements proposed with
Phase G. The pond has been sized to accept stormwater runoff above what is required for
irrigation, with an outlet structure elevated above the irrigation/aesthetics water surface. The
outlet structure has been sized to limit major 100-year storm discharges to approximately 5 cfs.
Pond D will be connected to the next downstream detention facility, Pond F, via a closed conduit
storm sewer main, which has also been sized to accept on-site discharges within Phase E.
Pond F will serve as a flow control detention pond to minimize downstream stormwater
infrastructure and is located within the future recreation center parcel at the downstream,
southeasterly end of Phase E, east of Montava Drive and north of County Club Road. Pond F will
accept both treated and untreated stormwater from Phase E at the northwest end of the facility
and convey flows to the proposed outlet at the southeast end of the facility. The outlet has been
sized to limit major 100-year storm discharges to approximately 13 cfs. Pond F will be connected
to the next downstream detention facility, Pond 427, via an open channel.
Pond 427 will provide interim detention for Montava Phases D, E, G, and H. Located northwest
of the intersection of Mountain Vista Drive and Giddings Road, the flood control facility will
Montava – Phase E Outfall & Detention System
April 26, 2023
P a g e 8 | 11
attenuate storm runoff to existing conditions from the overall tributary basin, generally west of
Giddings Road to the No. 8 Ditch and north of Mountain Vista Drive to the existing ridge that
divides the quarter section in a northwest to southeast direction. The facility essentially
formalizes the existing inadvertent detention pond in the same location. The outlet has been
sized to limit major 100-year discharges to approximately 8 cfs. The outlet structure will be
piped under Mountain Vista Road to an existing roadside ditch, which conveys storm runoff
southeast through an existing corn field to the existing inadvertent detention pond located
northwest of the Larimer and Weld Canal and Colorado & Southern Railroad. Once the ultimate
regional detention and conveyance improvements are completed along the Cooper Slough
drainageway, Pond 427 can effectively be removed. Note that future developed phases west of
Giddings Road tributary to Pond 427 will require expansion of the interim detention facility to
maintain existing conditions discharges prior to the construction of the ultimate regional
stormwater infrastructure, as proposed in the Montava Master Drainage Study.
C. Water Quality
As discussed, Pond F and Pond 427 will provide residual water quality treatment for Phase E and
Phase G, for the portion of the development that is not treated via LID systems. Treatment in
these facilities will be traditional extended detention basin storage with drain times at or above
40 hours. The ponds will be constructed with pre-treatment forebays at each outlet location,
with concrete trickle channels connected to standard City of Fort Collins outlet structures.
Stage-storage-discharge curves have been developed for each facility, with the interim
development conditions flows routed via SWMM to verify drain times and discharges for the
water quality event, as well as minor and major storms.
D. Low Impact Development (LID)
LID treatment is being provided for Montava Phase E by others prior to discharging into the
proposed outfall detention pond system. See the Final Drainage Report for Montava Subdivision
Phase E: Town Center, by TST, Inc. Consulting Engineers, dated November 30, 2022 for the
specific LID treatment approach.
E. Ownership and Maintenance
The proposed sub-regional detention and conveyance systems outlined in this study will be
located in common tracts owned and maintained by the Montava Metropolitan District.
V. Drainage Design Criteria
A. Previous studies
The proposed Phase E improvements have been analyzed and designed to be in compliance with
the Montava Planned Unit Development (PUD) Master Drainage Study, by Martin/Martin, Inc.,
dated January 23, 2019, as well as the City of Fort Collins Upper Cooper Slough Basin Selected
Plan of Improvements, by ICON Engineering, Inc., dated May 2021.
Montava – Phase E Outfall & Detention System
April 26, 2023
P a g e 9 | 11
B. MDCIA “Four Step Process”
Step 1 – Employ Runoff Reduction Practices
As discussed, LID treatment is being provided for Montava Phase E by others prior to discharging
into the proposed outfall detention pond system. See the Final Drainage Report for Montava
Subdivision Phase E: Town Center, by TST, Inc. Consulting Engineers, dated November 30, 2022
for the specific LID treatment approach.
Step 2 – Implement BMPs That Provide a WQCV with Slow Release
A portion of the Phase E improvements not tributary to LID features will be treated through
traditional water quality control volume extended detention basins designed to release the
water quality event in a minimum of 40 hours.
Step 3 – Stabilize Streams
The Phase E outfall conveyance and detention system has been designed to meet hydraulic
criteria resulting in a stable storm sewer system and open channel corridor. Major storm
discharges will be attenuated at or below existing conditions and verification of no adverse
impacts to adjacent properties or the downstream receiving drainageway has been provided.
Step 4 – Implement Site Specific and Other Source Control BMPs
The following practices suggested by City of Fort Collins criteria will be employed throughout the
design and construction process.
· Being a single family development, trash receptacles will be dispersed throughout the
neighborhood and likely be enclosed containers that minimize concentrated and
polluted runoff from entering the storm sewer system or receiving drainageway prior to
being treated. The future single-family parcel shall locate trash collection or enclosure
areas away from storm drainage or LID facilities.
· Any proposed or future dog parks shall be located in areas away from detention basins
and educational opportunities to reinforce pick-up practices for dog owners shall be
employed.
· Phase E of Montava does not include any community gardens. But, future community
gardens shall be located in areas that are outside of detention basins to prevent
chemical and sediment loading.
· Construction Best Management Practices (BMPs) will be employed to located material
storage away from drainage facilities.
C. Hydrologic Criteria
To stay consistent with the Montava PUD Master Drainage Plan, detention volumes were
calculated using EPA SWMM with stage-storage-discharge relationships based on design grades
and outlet configuration. Based on the Montava Master Drainage Study, historic 100-year
Montava – Phase E Outfall & Detention System
April 26, 2023
P a g e 10 | 11
release rates were targeted as the maximum discharge for the interim 100-year storm event,
which does not impact the downstream inadvertent detention at the Colorado & South Railroad.
The City of Fort Collins Intensity-Duration-Frequency Curves for SWMM were used for the
baseline SWMM model by ICON Engineering and the Phase E interim conditions model. The
interim conditions SWMM model tributary basin inflow hydrographs were developed based on
composite imperviousness values provided by TST, Inc. A drainage schematic and summary of
SWMM output is included in Appendix D. SWMM input and output data is included in Appendix
B. The interim conditions SWMM model verifies that there are no adverse impacts to adjacent
properties and the downstream receiving drainageway.
D. Hydraulic Criteria
Per City of Fort Collins stormwater criteria, the 2-year and 100-year recurrence interval storms
were analyzed for the minor and major events, respectively.
Closed conduit storm sewer system hydraulic analysis for the Phase E outfall system were
prepared using Bentley OpenFlows StormCAD to verify capacity, hydraulic grade, energy grade,
and velocity. Storm sewer systems were sized to maintain the HGL and EGL a minimum of 1-foot
below proposed grade, with a maximum velocity of 20 fps. Tailwater conditions for outfalls into
the proposed forebays and detention facilities are based on the resulting 2-year and 100-year
water surface elevations modeled in SWMM, at the time of peak inflow.
The open channel segments of the outfall system have been hydraulically analyzed using
Manning’s equation to determine peak flow velocity, Froude number, and depth. The proposed
open channel segments are sloped at a stable 0.2% slope, which results in velocities less than
5.0 ft/s and Froude numbers less than 0.7, which presents low risk for erosion.
VI. Variance Requests
No drainage variances are being requested at this time.
VII. Erosion Control
Montava Phase E has been designed to follow the City of Fort Collins Erosion Control Criteria. A
separate Stormwater Management Plan has been provided with the Final Development Plan
submittal in support of the final erosion control plans.
VIII. Conclusion
A. Compliance
This final drainage report has been prepared in accordance with the City of Fort Collins
Stormwater Criteria Manual for a Final Development Plan (FP) submittal. The FP plans have also
been prepared to follow city’s current drainage criteria.
Montava – Phase E Outfall & Detention System
April 26, 2023
P a g e 11 | 11
B. Drainage Concept
In general, the proposed drainage approach is to provide a sub-regional outfall conveyance,
water quality treatment, and detention system in support of Montava D, E, G, and H. The flood
control system will accept developed flows and attenuate peak discharges at or below existing
100-year rates. Due to the ultimate Cooper Slough regional detention system not being in place
at the time of development of Phase E, an interim detention approach will be implemented to
mimic existing conditions downstream of the proposed development improvements.
REFERENCES
1. Fort Collins Stormwater Criteria Manual, as adopted by the City Council of Fort Collins, as referenced
ins Section 26-500 of the Code of the City of Fort Collins, November 2017.
2. City of Fort Collins Cooper Slough Alternatives Analysis Update, prepared for City of Fort Collins
Department of Utilities, prepared by ICON Engineering, Inc., October 2017.
3. City of Fort Collins Upper Cooper Slough Basin Selected Plan of Improvements, prepared for the City
of Fort Collins Department of Utilities, prepared by ICON Engineering, Inc., May 2021
4. Impacts from the No. 8 and L&W Ditch Flows on the Selected Plan and Development Memorandum,
prepared for the City of Fort Collins, prepared by ICON Engineering, Inc., July 17, 2020.
5. Non-Potable Irrigation System Report for Montava Subdivision, by TST, Inc. Consulting Engineers,
April 12, 2023.
6. Final Drainage Report for Montava Subdivision Phase E: Town Center, by TST, Inc. Consulting
Engineers, April 26, 2023.
7. Montava Planned Unit Development Master Drainage Study, by Martin/Martin, Inc., dated January
23, 2019
Montava – Phase E Outfall & Detention System
April 26, 2023
A-Supporting Documents
FUTURE FILING DFUTURE FILING FFUTURE FILING CFUTURE FILING KFUTURE GIDDINGS FILING 1FUTURE FILING HFUTURE PARK FILINGFUTURE POND FILINGFUTURE FILING I-WTIMBERLINE FILING FUTURE P.S.D. E.S. FILINGFUTURE FILING AFUTURE FILING BFUTURE FILING MFUTURE FARM FILINGFUTURE FILING MFUTURE NORTH PRESERVE FILINGFUTURE FILING I-EFUTURE FILING JFUTURE MOUNTAIN VISTA FILING 2FUTURE MOUNTAIN VISTA FILING 3FUTURE GIDDINGS FILING 2
FUTURE P.S.D. H.S. FILINGFUTURE P.S.D. M.S. FILINGFUTURE SOUTH PRESERVE FILINGFUTURE FILING NFUTURE FILING OFUTUREFILINGG-01FUTUREFILINGE-01FUTUREFILINGE-02OUTPARCELFUTUREFILINGE-03FILING GMOUNTAIN VISTA FILING 1FUTURE COUNTRY CLUB FILINGFILING EMONTAVA OVERALL PHASING PLAN
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Larimer County
Area, ColoradoNatural
Resources
Conservation
Service
March 25, 2022
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................11
Map Unit Descriptions.........................................................................................11
Larimer County Area, Colorado......................................................................14
5—Aquepts, loamy......................................................................................14
22—Caruso clay loam, 0 to 1 percent slope...............................................15
35—Fort Collins loam, 0 to 3 percent slopes..............................................16
53—Kim loam, 1 to 3 percent slopes..........................................................17
54—Kim loam, 3 to 5 percent slopes..........................................................19
94—Satanta loam, 0 to 1 percent slopes....................................................20
95—Satanta loam, 1 to 3 percent slopes....................................................21
98—Satanta Variant clay loam, 0 to 3 percent slopes.................................23
101—Stoneham loam, 1 to 3 percent slopes..............................................24
102—Stoneham loam, 3 to 5 percent slopes..............................................25
103—Stoneham loam, 5 to 9 percent slopes..............................................27
References............................................................................................................29
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
449550044956004495700449580044959004496000449610044962004496300449550044956004495700449580044959004496000449610044962004496300497200 497300 497400 497500 497600 497700 497800 497900 498000 498100 498200 498300 498400 498500 498600
497200 497300 497400 497500 497600 497700 497800 497900 498000 498100 498200 498300 498400 498500 498600
40° 37' 5'' N 105° 2' 1'' W40° 37' 5'' N105° 0' 56'' W40° 36' 34'' N
105° 2' 1'' W40° 36' 34'' N
105° 0' 56'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 300 600 1200 1800
Feet
0 100 200 400 600
Meters
Map Scale: 1:6,950 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 16, Sep 2, 2021
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 19, 2018—Aug
10, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
10
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
5 Aquepts, loamy 4.8 2.9%
22 Caruso clay loam, 0 to 1
percent slope
25.4 15.2%
35 Fort Collins loam, 0 to 3 percent
slopes
48.9 29.3%
53 Kim loam, 1 to 3 percent slopes 0.0 0.0%
54 Kim loam, 3 to 5 percent slopes 0.3 0.2%
94 Satanta loam, 0 to 1 percent
slopes
2.3 1.4%
95 Satanta loam, 1 to 3 percent
slopes
0.0 0.0%
98 Satanta Variant clay loam, 0 to
3 percent slopes
57.6 34.6%
101 Stoneham loam, 1 to 3 percent
slopes
15.6 9.4%
102 Stoneham loam, 3 to 5 percent
slopes
5.3 3.2%
103 Stoneham loam, 5 to 9 percent
slopes
6.5 3.9%
Totals for Area of Interest 166.6 100.0%
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
Custom Soil Resource Report
11
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
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.
Custom Soil Resource Report
12
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
13
Larimer County Area, Colorado
5—Aquepts, loamy
Map Unit Setting
National map unit symbol: jpws
Elevation: 4,500 to 6,700 feet
Mean annual precipitation: 12 to 18 inches
Mean annual air temperature: 39 to 50 degrees F
Frost-free period: 80 to 140 days
Farmland classification: Not prime farmland
Map Unit Composition
Aquepts and similar soils:80 percent
Minor components:20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Aquepts
Setting
Landform:Stream terraces, depressions, draws
Landform position (three-dimensional):Base slope, tread, dip
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Loamy alluvium
Typical profile
H1 - 0 to 60 inches: variable
Properties and qualities
Slope:0 to 3 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Very poorly drained
Runoff class: Negligible
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very
high (0.60 to 99.90 in/hr)
Depth to water table:About 6 to 18 inches
Frequency of flooding:NoneRare
Frequency of ponding:None
Interpretive groups
Land capability classification (irrigated): 5w
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: A/D
Ecological site: R067BY073CO - Riparian
Hydric soil rating: Yes
Minor Components
Nunn
Percent of map unit:5 percent
Ecological site:R067BZ902CO - Loamy Plains
Hydric soil rating: No
Stoneham
Percent of map unit:5 percent
Custom Soil Resource Report
14
Ecological site:R067BZ902CO - Loamy Plains
Hydric soil rating: No
Kim
Percent of map unit:5 percent
Ecological site:R067BZ902CO - Loamy Plains
Hydric soil rating: No
Fort collins
Percent of map unit:5 percent
Ecological site:R067BZ008CO - Loamy Slopes
Hydric soil rating: No
22—Caruso clay loam, 0 to 1 percent slope
Map Unit Setting
National map unit symbol: jpvt
Elevation: 4,800 to 5,500 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
Caruso and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Caruso
Setting
Landform:Flood-plain steps, stream terraces
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Mixed alluvium
Typical profile
H1 - 0 to 35 inches: clay loam
H2 - 35 to 44 inches: fine sandy loam
H3 - 44 to 60 inches: gravelly sand
Properties and qualities
Slope:0 to 1 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Somewhat poorly drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat):Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table:About 24 to 48 inches
Frequency of flooding:NoneOccasional
Custom Soil Resource Report
15
Frequency of ponding:None
Calcium carbonate, maximum content:5 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: Moderate (about 8.4 inches)
Interpretive groups
Land capability classification (irrigated): 3w
Land capability classification (nonirrigated): 5w
Hydrologic Soil Group: D
Ecological site: R067BY036CO - Overflow
Hydric soil rating: No
Minor Components
Loveland
Percent of map unit:9 percent
Landform:Terraces
Ecological site:R067BY036CO - Overflow
Hydric soil rating: Yes
Fluvaquents
Percent of map unit:6 percent
Landform:Terraces
Hydric soil rating: Yes
35—Fort Collins loam, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: 2tlnc
Elevation: 4,020 to 6,730 feet
Mean annual precipitation: 14 to 16 inches
Mean annual air temperature: 46 to 48 degrees F
Frost-free period: 135 to 160 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Fort collins and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fort Collins
Setting
Landform:Interfluves, stream terraces
Landform position (three-dimensional):Interfluve, tread
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Pleistocene or older alluvium and/or eolian deposits
Typical profile
Ap - 0 to 4 inches: loam
Custom Soil Resource Report
16
Bt1 - 4 to 9 inches: clay loam
Bt2 - 9 to 16 inches: clay loam
Bk1 - 16 to 29 inches: loam
Bk2 - 29 to 80 inches: loam
Properties and qualities
Slope:0 to 3 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.20 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:12 percent
Maximum salinity:Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: High (about 9.1 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: R067BY002CO - Loamy Plains
Hydric soil rating: No
Minor Components
Nunn
Percent of map unit:10 percent
Landform:Stream terraces
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R067BY002CO - Loamy Plains
Hydric soil rating: No
Vona
Percent of map unit:5 percent
Landform:Interfluves
Landform position (three-dimensional):Side slope, interfluve
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R067BY024CO - Sandy Plains
Hydric soil rating: No
53—Kim loam, 1 to 3 percent slopes
Map Unit Setting
National map unit symbol: jpwx
Elevation: 4,800 to 5,600 feet
Custom Soil Resource Report
17
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
Kim and similar soils:90 percent
Minor components:10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Kim
Setting
Landform:Fans
Landform position (three-dimensional):Base slope
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Mixed alluvium
Typical profile
H1 - 0 to 7 inches: loam
H2 - 7 to 60 inches: clay loam
Properties and qualities
Slope:1 to 3 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Maximum salinity:Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm)
Available water supply, 0 to 60 inches: High (about 9.6 inches)
Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Ecological site: R067BZ902CO - Loamy Plains
Hydric soil rating: No
Minor Components
Fort collins
Percent of map unit:6 percent
Ecological site:R067BZ008CO - Loamy Slopes
Hydric soil rating: No
Stoneham
Percent of map unit:3 percent
Ecological site:R067BZ902CO - Loamy Plains
Hydric soil rating: No
Aquic haplustolls
Percent of map unit:1 percent
Custom Soil Resource Report
18
Landform:Swales
Hydric soil rating: Yes
54—Kim loam, 3 to 5 percent slopes
Map Unit Setting
National map unit symbol: jpwy
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: Farmland of statewide importance
Map Unit Composition
Kim and similar soils:90 percent
Minor components:10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Kim
Setting
Landform:Fans
Landform position (three-dimensional):Base slope
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Mixed alluvium
Typical profile
H1 - 0 to 7 inches: loam
H2 - 7 to 60 inches: clay loam
Properties and qualities
Slope:3 to 5 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Maximum salinity:Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm)
Available water supply, 0 to 60 inches: High (about 9.6 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Ecological site: R067BZ902CO - Loamy Plains
Hydric soil rating: No
Custom Soil Resource Report
19
Minor Components
Thedalund
Percent of map unit:4 percent
Ecological site:R067BZ902CO - Loamy Plains
Hydric soil rating: No
Stoneham
Percent of map unit:3 percent
Ecological site:R067BZ902CO - Loamy Plains
Hydric soil rating: No
Fort collins
Percent of map unit:2 percent
Ecological site:R067BZ008CO - Loamy Slopes
Hydric soil rating: No
Aquic haplustolls
Percent of map unit:1 percent
Landform:Swales
Hydric soil rating: Yes
94—Satanta loam, 0 to 1 percent slopes
Map Unit Setting
National map unit symbol: 2wz89
Elevation: 3,670 to 5,410 feet
Mean annual precipitation: 10 to 23 inches
Mean annual air temperature: 45 to 52 degrees F
Frost-free period: 105 to 160 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Satanta and similar soils:90 percent
Minor components:10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Satanta
Setting
Landform:Alluvial fans
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Head slope
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Alluvium
Typical profile
Ap - 0 to 10 inches: loam
Bt - 10 to 17 inches: clay loam
C - 17 to 79 inches: loam
Custom Soil Resource Report
20
Properties and qualities
Slope:0 to 1 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Negligible
Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20
to 0.60 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:10 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: Very high (about 12.3 inches)
Interpretive groups
Land capability classification (irrigated): 1
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Ecological site: R072XY111KS - Sandy Plains
Hydric soil rating: No
Minor Components
Nunn
Percent of map unit:5 percent
Landform:Terraces
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R072XY108KS - Loamy Lowland
Hydric soil rating: No
Fort collins
Percent of map unit:5 percent
Landform:Alluvial fans
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Head slope
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R072XY111KS - Sandy Plains
Hydric soil rating: No
95—Satanta loam, 1 to 3 percent slopes
Map Unit Setting
National map unit symbol: 2w5f3
Elevation: 3,670 to 5,410 feet
Mean annual precipitation: 14 to 23 inches
Mean annual air temperature: 46 to 54 degrees F
Frost-free period: 130 to 163 days
Custom Soil Resource Report
21
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Satanta and similar soils:90 percent
Minor components:10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Satanta
Setting
Landform:Paleoterraces
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Head slope
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Eolian sands
Typical profile
Ap - 0 to 9 inches: loam
Bt - 9 to 18 inches: clay loam
C - 18 to 79 inches: loam
Properties and qualities
Slope:1 to 3 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20
to 0.60 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:10 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: Very high (about 12.2 inches)
Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: R067BY024CO - Sandy Plains
Hydric soil rating: No
Minor Components
Nunn
Percent of map unit:5 percent
Landform:Terraces
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R067BY002CO - Loamy Plains
Hydric soil rating: No
Fort collins
Percent of map unit:5 percent
Landform:Alluvial fans
Custom Soil Resource Report
22
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Head slope
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R067BY024CO - Sandy Plains
Hydric soil rating: No
98—Satanta Variant clay loam, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: jpyh
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
Satanta variant and similar soils:90 percent
Minor components:10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Satanta Variant
Setting
Landform:Terraces
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Alluvium
Typical profile
H1 - 0 to 9 inches: clay loam
H2 - 9 to 22 inches: clay loam
H3 - 22 to 60 inches: loam
Properties and qualities
Slope:0 to 3 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Somewhat poorly drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat):Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table:About 24 to 48 inches
Frequency of flooding:NoneOccasional
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Gypsum, maximum content:10 percent
Maximum salinity:Very slightly saline to slightly saline (2.0 to 4.0 mmhos/cm)
Available water supply, 0 to 60 inches: Moderate (about 8.7 inches)
Custom Soil Resource Report
23
Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: D
Ecological site: R067BY036CO - Overflow
Hydric soil rating: No
Minor Components
Nunn
Percent of map unit:5 percent
Ecological site:R067BZ902CO - Loamy Plains
Hydric soil rating: No
Caruso
Percent of map unit:3 percent
Ecological site:R067BY036CO - Overflow
Hydric soil rating: No
Loveland
Percent of map unit:2 percent
Ecological site:R067BY036CO - Overflow
Hydric soil rating: No
101—Stoneham loam, 1 to 3 percent slopes
Map Unit Setting
National map unit symbol: jptt
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
Stoneham and similar soils:90 percent
Minor components:10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Stoneham
Setting
Landform:Terraces, benches
Landform position (three-dimensional):Base slope, tread
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Mixed alluvium and/or eolian deposits
Typical profile
H1 - 0 to 4 inches: loam
H2 - 4 to 10 inches: sandy clay loam
Custom Soil Resource Report
24
H3 - 10 to 60 inches: clay loam
Properties and qualities
Slope:1 to 3 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: High (about 9.6 inches)
Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: R067BZ902CO - Loamy Plains
Hydric soil rating: No
Minor Components
Kim
Percent of map unit:5 percent
Ecological site:R067BZ902CO - Loamy Plains
Hydric soil rating: No
Fort collins
Percent of map unit:5 percent
Ecological site:R067BZ902CO - Loamy Plains
Hydric soil rating: No
102—Stoneham loam, 3 to 5 percent slopes
Map Unit Setting
National map unit symbol: 2x0j1
Elevation: 3,500 to 6,500 feet
Mean annual precipitation: 12 to 18 inches
Mean annual air temperature: 46 to 54 degrees F
Frost-free period: 115 to 155 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Stoneham and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Custom Soil Resource Report
25
Description of Stoneham
Setting
Landform:Interfluves, low hills
Landform position (two-dimensional):Summit
Landform position (three-dimensional):Interfluve
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Mixed alluvial and/or eolian tertiary aged pedisediment
Typical profile
Ap - 0 to 4 inches: loam
Bt - 4 to 9 inches: clay loam
Btk - 9 to 13 inches: clay loam
Bk1 - 13 to 18 inches: loam
Bk2 - 18 to 34 inches: loam
C - 34 to 80 inches: loam
Properties and qualities
Slope:3 to 5 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.20 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:12 percent
Maximum salinity:Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm)
Sodium adsorption ratio, maximum:0.5
Available water supply, 0 to 60 inches: High (about 9.1 inches)
Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 4c
Hydrologic Soil Group: C
Ecological site: R067BY002CO - Loamy Plains
Hydric soil rating: No
Minor Components
Satanta
Percent of map unit:5 percent
Landform:Interfluves
Landform position (two-dimensional):Summit
Landform position (three-dimensional):Interfluve
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R067BY002CO - Loamy Plains
Hydric soil rating: No
Weld
Percent of map unit:5 percent
Landform:Interfluves
Landform position (two-dimensional):Summit
Custom Soil Resource Report
26
Landform position (three-dimensional):Interfluve
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R067BY002CO - Loamy Plains
Hydric soil rating: No
Kimst
Percent of map unit:5 percent
Landform:Low hills, interfluves
Landform position (two-dimensional):Backslope, shoulder
Landform position (three-dimensional):Side slope
Down-slope shape:Convex
Across-slope shape:Convex
Ecological site:R067BY002CO - Loamy Plains
Hydric soil rating: No
103—Stoneham loam, 5 to 9 percent slopes
Map Unit Setting
National map unit symbol: jptw
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: Farmland of local importance
Map Unit Composition
Stoneham and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Stoneham
Setting
Landform:Terraces, benches
Landform position (three-dimensional):Side slope, tread
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Mixed alluvium and/or eolian deposits
Typical profile
H1 - 0 to 3 inches: loam
H2 - 3 to 9 inches: clay loam
H3 - 9 to 60 inches: clay loam
Properties and qualities
Slope:5 to 9 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Custom Soil Resource Report
27
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: High (about 9.6 inches)
Interpretive groups
Land capability classification (irrigated): 6e
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: B
Ecological site: R067BZ902CO - Loamy Plains
Hydric soil rating: No
Minor Components
Kim
Percent of map unit:8 percent
Ecological site:R067BZ902CO - Loamy Plains
Hydric soil rating: No
Larimer
Percent of map unit:5 percent
Ecological site:R067BZ902CO - Loamy Plains
Hydric soil rating: No
Fort collins
Percent of map unit:2 percent
Ecological site:R067BZ902CO - Loamy Plains
Hydric soil rating: No
Custom Soil Resource Report
28
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
29
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
30
CITY OF FORT COLLINS
UPPER COOPER SLOUGH BASIN
SELECTED PLAN OF IMPROVEMENTS
May 2021
Prepared for:
Department of Utilities
700 Wood Street
Fort Collins, CO 80522
(970) 221-6589
Prepared by:
7000 S. Yosemite Street, Suite 120
Centennial CO 80112
(303) 221-0802
www.iconeng.com
Cooper Slough 3
Selected Plan
February 2021
Figure 2: Mountain Vista and Anheuser Busch Property
ANHEUSER BUSCH (AB)PLANT
Sod Farm DiversionQ diverted = 752 cfs
Proposed Sod Farm PondS = 164 AFMax WSE = 5033.2 ftBerm along southern end at 5037.0 ft
Sod Farm Pond Outlet Pipeinto No. 8 Outlet Ditch36" R CP with a 33.6" OrificeQ = 54 cfs
Mountain Vista DiversionFrom No8 Outlet Ditch
Q = 250 cfsQ = 89 cfs
Assume Full Developmentof AB Lands with 100yr ->2yr Detention (On-Site)
Mountain Vista DiversionMay Be Conveyed InOpen Channel or Pipe throughMontava Development
Proposed C&S/ Crumb Detention Pond (426)S = 193 AF WSE = 4987.0 ftQin = 903 cfs
New AB Pond OutfallOverflow Flume Discharges into Cooper SloughQ = 304 cfs
Existing AB 425 Pond Outlet Remains Connected to L&W CanalQ = 385 cfs
Existing AB Pond 425 S = 47 AF Max WSE = 4983.5Qin = 732 cfs
Remove Existing Flow Spill At CSRR Provide Open Channel to ConveyFlows on West Side of RR
Combined Outlow FromC&S/ Crumb and L&W Canal SpillQ = 639 cfs
Proposed E. Vine Dr. Culverts(3) 8' x 4' RCBCQ = 678 cfs
Proposed E. Mulberry St. Culverts(2) 6' x 11' RCBCQ = 1050 cfsCOOPER SLOUGHCanal Spill to Dry CreekQ = 0 cfs
Canal SpillQ = 421 cfsQ = 778 cfsQ = 357 cfsQ = 229 cfsQ = 339 cfsQ = 1002 cf
sQ = 374 cfsNO. 8 OUTLET DITCHLARIMERCOLORADO & SOUTHERN RAILROADBOXELDE
DRY CREEK WATERSHED
COOPER SLOUGH WATERSHED
BLACK H OLLOW OUTFALL CHANNELIMPROVEMENTS FROM 2006 MASTERPLAN NOT INC LUDED IN 2021 UPDATE
Q = 250 cfs
N. Poudre Reservoir No. 6Add 8-inch Iron Sill Plate toSpillwayQ = 547 cfsS = 679 AFMax WSE = 5163.2'
Proposed (2) 6'x11' RCBCto Lake C anal
SH-14
Proposed Channelto Box Elder Creek
Channel and Bank Improvementsalong Cooper Slough
Pond AS = 82 AFMax WSE = 5019.6 ftQout = 778 cfs
Montava SwaleQ = 778 cfs
Q = 149 cfsOverflow PondS = 20.3 AFWSE = 4980.2 ftQin = 112 cfs
Proposed C&S/ Crumb Outfalls:42" R CP to AB Pond = 102 cfs3ft x 13.5ft RCBC to AB Pond (3ft above Pond inv) = 331 cfsSpill to Overflow Pond = 112cfs
Overflow Pond Outfallinto L&W Canal48" R CP with a 44.4" OrificeQout = 103 cfs
Proposed (3) 3'x15' RCBCunder Lake Canal
Proposed Channel
Proposed culvertsfor local drainage
MONTAVADEVELOPMEN T
MT VISTA AND TIMBERLINE ROADMIXED-USED DEVELOPMENT
SONDERSDEVELOPMENT
COUNTRY CLUB RESERVEDEVELOPMEN T
Existing 24-in CulvertCapaity = 21cfs
Culvert Crossing(3) 10'X3' RCBCQ = 888cfs
Proposed Channel
Formalize Spill from Lake Canal
SONDERS EASTDEVELOPMENT
SOD FARM
E VINE DR INTERSTATE 25 SBE MULBERRY ST GIDDINGS RDTURNBERRY RDRICHARDS LAKE RD
MOUNTAIN VISTA DR
E LINCOLN AVE
S TIM BE R LIN E R D
COUNTRY CLUB RD
E COUNTY ROAD 48
§¨¦25
§¨¦25
Cooper Slough Selected Plan (2021)Figure 3: Selected Plan Projects $
0 0.5Miles
Legend
swaleOverflow_PondPond_AC&S_PondAB_PondCRUMB_OUTLETSod Farm PondProposed_ChannelProposed Culvert
Montava Dev BoundaryWaters Edge Dev BoundaryCooper Slough Basin BoundaryMtVista
!!!!!Anheuser Busch Property
!!!!!!!!!!!!!!!!!!!!!!!!!!!
!
!
!
!
!!!!!
!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!
!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!ANHEUSER BUSCH (AB)PLANT
BOXELDER CREEKNO. 8 OUTLET DITCHLARIMER & WELD CANALCOLORADO & SOUTHERN RAILROADBOXELDER WATER SHED
DRY CREEK WATERSHED
COOPER SLOUGH WATERSHED
SH-14 INTERSTATE 25 SBINTERSTATE 25 NBN COUNTY ROAD 15N COUNTY ROAD 9WELD COUNTY ROAD 19N HIGHWAY 1N COUNTY ROAD 17N COUNTY ROAD 1E VINE DR N COUNTY ROAD 3E HIGHWAY 14
E PROSPECT RD WELD COUNTY ROAD 15N COUNTY ROAD 7E COUNTY ROAD 70
E COUNTY ROAD 66
N SHIELDS STE DOUGLAS RDN COUNTY ROAD 19E COUNTY ROAD 58 WELD COUNTY ROAD 17E COUNTY ROAD 64N COUNTY ROAD 11E COUNTY ROAD 48
E COUNTY ROAD 60
E COUNTY ROAD 56
N HIGHWAY 287
E COUNTY ROAD 62
GIDDINGS RDLAPORTE AVE
E MU LBERRY ST
E LINCOLN AVE
WELD COUNTY ROAD 84
RIVERSIDE AVE
WELD COUNTY ROAD 110
WE L D C O U N T Y R O A D 9 6
N COLLEGE AVETURNBERRY RDWE L D C O U N T Y R O A D 9 0
W MULBERRY ST
W PROSPECT RD
WELD COUNTY ROAD 100
S SHIELDS STCOUNTRY CLUB RD
E COUNTY ROAD 74
REMINGTON STTERRY LAKE RDE COUNTY ROAD 50
E CO UNT Y RO AD 72
E COUNTY ROAD 52
E COUNTY ROAD 76
W COUNTY ROAD 68
W COUNTY ROAD 70
W COUNTY ROAD 66
MOUNTAIN VISTA DR
W VINE DR
HACKAMORE RD
LINDENMEIER RDN COUNTY ROAD 5S COUNTY ROAD 1E WILLOX LN
WE LD CO UNTY RO AD 80N COUNTY ROAD 13GREGORY RD
W WILLOX LN
W LAUREL ST
S COUNTY ROAD 3E COUNTY ROAD 66E
LABRADOR LN
E COUNTY ROAD 62E
W DOUGLAS RD S 6TH STN 6TH STW MOUNTAIN AVE
E COUNTY ROAD 54
E COUNTY ROAD 44
E COUNTY ROAD 68
W COUNTY ROAD 60
W COUNTY ROAD 78
W COUNTY ROAD 64
WE LD CO UNTY RO AD 88
WELD COUNTY ROAD 102
WELD COUNTY ROAD 80.5
S COUNTY ROAD 5N COUNTY ROAD 17N COUNTY ROAD 9N COUNTY ROAD 11E COUNTY ROAD 56
E COUNTY ROAD 64
E COUNTY ROAD 62N COUNTY ROAD 11WELD COUNTY ROAD 15§¨¦25
§¨¦25
Coo per Slough Selected Plan (2021)Figur e 4: Upper Coo per Slough Model Extents$
0 1Miles
Legend
Cooper Slough Basin Boundary
Cooper Slough
Boxelder Creek
Irrigation Canal
!!!!!!Drainage Paths
!!!!!Anheuser Busch Property
Upper Model Limits
Middle Model Limits
Lower Model Limits
Proposed Improvements
C&S Pond
Sod Farm Pond
Cooper Slough
Box Elder Creek
Pond A
AB Pond
Cooper Slough 20
Selected Plan
February 2021
Figure 11: C&S/Crumb Detention Pond and Overflow Pond Improvements
ANHEUSER BUSCH (AB)PLANT
Sod Farm DiversionQ diverted = 752 cfs
Proposed Sod Farm PondS = 164 AFMax WSE = 5033.2 ftBerm along southern end at 5037.0 ft
Sod Farm Pond Outlet Pipeinto No. 8 Outlet Ditch36" R CP with a 33.6" OrificeQ = 54 cfs
Mountain Vista DiversionFrom No8 Outlet Ditch
Q = 250 cfsQ = 89 cfs
Mountain Vista DiversionMay Be Conveyed InOpen Channel or Pipe throughMontava Development
Proposed C&S/ Crumb Detention Pond (426)S = 193 AF WSE = 4987.0 ftQin = 903 cfs
New AB Pond OutfallOverflow Flume Discharges into Cooper SloughQ = 304 cfs
Existing AB 425 Pond Outlet Remains Connected to L&W CanalQ = 385 cfs
Existing AB Pond 425 S = 47 AF Max WSE = 4983.5Qin = 732 cfs
Remove Existing Flow Spill At CSRR Provide Open Channel to ConveyFlows on West Side of RR
Proposed E. Vine Dr. Culverts(3) 8' x 4' RCBCQ = 678 cfs
Proposed E. Mulberry St. Culverts(2) 6' x 11' RCBCQ = 1050 cfsCOOPER SLOUGHCanal SpillQ = 421 cfsQ = 778 cfsQ = 357 cfsQ = 229 cfsQ = 339 cfsQ = 1002 cf
sQ = 374 cfsNO. 8 OUTLET DITCHLARIMERCOLORADO & SOUTHERN RAILROADBOXELDE
DRY CREEK WATERSHED
COOPER SLOUGH WATERSHED
BLACK H OLLOW OUTFALL CHANNELIMPROVEMENTS FROM 2006 MASTERPLAN NOT INC LUDED IN 2021 UPDATE
Q = 250 cfs
N. Poudre Reservoir No. 6Add 8-inch Iron Sill Plate toSpillwayQ = 547 cfsS = 679 AFMax WSE = 5163.2'
Proposed (2) 6'x11' RCBCto Lake C anal
SH-14
Proposed Channelto Box Elder Creek
Channel and Bank Improvementsalong Cooper Slough
Pond AS = 82 AFMax WSE = 5019.6 ftQout = 778 cfs
Montava SwaleQ = 778 cfs
Q = 149 cfsOverflow PondS = 20.3 AFWSE = 4980.2 ftQin = 112 cfs
Proposed C&S/ Crumb Outfalls:42" R CP to AB Pond = 102 cfs3ft x 13.5ft RCBC to AB Pond (3ft above Pond inv) = 331 cfsSpill to Overflow Pond = 112cfs
Overflow Pond Outfallinto L&W Canal48" R CP with a 44.4" OrificeQout = 103 cfs
Proposed (3) 3'x15' RCBCunder Lake Canal
Proposed Channel
Proposed culvertsfor local drainage
MONTAVADEVELOPMEN T
MT VISTA AND TIMBERLINE ROADMIXED-USED DEVELOPMENT
SONDERSDEVELOPMENT
COUNTRY CLUB RESERVEDEVELOPMENT
Existing 24-in CulvertCapaity = 21cfs
Culvert Crossing(3) 10'X3' RCBCQ = 888cfs
Proposed Channel
Formalize Spill from Lake Canal
Group 1Item 6
Group 1Item 1
Group 1Item 3
Group 1Item 2
Group 1Item 4
Group 1Item 5Group 1Item 7
Group 1Item 7
Group 2Item 1
Group 2Item 2
Group 3Item 3
Group 3Item 4
Group 3Item 5
Group 3Item 3
Group 3Item 1
Group 3Item 2
Group 3Item 4
Group 3Item 1
Group 3Item 4
Group 3Item 2
Group 3Item 2
Group 4Item 2
Group 4Item 1
Group 5Item 1
Group 5Item 2
Group 5Item 2
Group 5Item 3
Group 5Item 1
SONDERS EASTDEVELOPMENT
SOD FARM
E VINE DR INTERSTATE 25 SBE MULBERRY ST GIDDINGS RDTURNBERRY RDRICHARDS LAKE RD
MOUNTAIN VISTA DR
N TIMBERLINE RDE LINCOLN AVE
S TIMBERLINE RDCOUNTRY CLUB RD
E COUNTY ROAD 48
§¨¦25
§¨¦25
Cooper Slough Selected Plan (2021)Figure 17: Prioritization of Selected Plan Components
ANHEUSER BUSCH (AB)PLANT
Sod Farm DiversionQ diverted = 752 cfs
Proposed Sod Farm PondS = 164 AFMax WSE = 5033.2 ftBerm along southern end at 5037.0 ft
Sod Farm Pond Outlet Pipeinto No. 8 Outlet Ditch36" R CP with a 33.6" OrificeQ = 54 cfs
Mountain Vista DiversionFrom No8 Outlet Ditch
Q = 250 cfsQ = 89 cfs
Assume Full Developmentof AB Lands with 100yr ->2yr Detention (On-Site)
Mountain Vista DiversionMay Be Conveyed InOpen Channel or Pipe throughMontava Development
Proposed C&S/ Crumb Detention Pond (426)S = 193 AF WSE = 4987.0 ftQin = 903 cfs
New AB Pond OutfallOverflow Flume Discharges into Cooper SloughQ = 304 cfs
Existing AB 425 Pond Outlet Remains Connected to L&W CanalQ = 385 cfs
Existing AB Pond 425 S = 47 AF Max WSE = 4983.5Qin = 732 cfs
Remove Existing Flow Spill At CSRR Provide Open Channel to ConveyFlows on West Side of RR
Combined Outlow FromC&S/ Crumb and L&W Canal SpillQ = 639 cfs
Proposed E. Vine Dr. Culverts(3) 8' x 4' RCBCQ = 678 cfs
Proposed E. Mulberry St. Culverts(2) 6' x 11' RCBCQ = 1050 cfsCOOPER SLOUGHCanal Spill to Dry CreekQ = 0 cfs
Canal SpillQ = 421 cfsQ = 778 cfsQ = 357 cfsQ = 229 cfsQ = 339 cfsQ = 1002 cf
sQ = 374 cfsNO. 8 OUTLET DITCHLARIMERCOLORADO & SOUTHERN RAILROADBOXELDE
DRY CREEK WATERSHED
COOPER SLOUGH WATERSHED
BLACK H OLLOW OUTFALL CHANNELIMPROVEMENTS FROM 2006 MASTERPLAN NOT INC LUDED IN 2021 UPDATE
Q = 250 cfs
N. Poudre Reservoir No. 6Add 8-inch Iron Sill Plate toSpillwayQ = 547 cfsS = 679 AFMax WSE = 5163.2'
Proposed (2) 6'x11' RCBCto Lake C anal
SH-14
Proposed Channelto Box Elder Creek
Channel and Bank Improvementsalong Cooper Slough
Pond AS = 82 AFMax WSE = 5019.6 ftQout = 778 cfs
Montava SwaleQ = 778 cfs
Q = 149 cfsOverflow PondS = 20.3 AFWSE = 4980.2 ftQin = 112 cfs
Proposed C&S/ Crumb Outfalls:42" R CP to AB Pond = 102 cfs3ft x 13.5ft RCBC to AB Pond (3ft above Pond inv) = 331 cfsSpill to Overflow Pond = 112cfs
Overflow Pond Outfallinto L&W Canal48" R CP with a 44.4" OrificeQout = 103 cfs
Proposed (3) 3'x15' RCBCunder Lake Canal
Proposed Channel
Proposed culvertsfor local drainage
MONTAVADEVELOPMEN T
MT VISTA AND TIMBERLINE ROADMIXED-USED DEVELOPMENT
SONDERSDEVELOPMENT
COUNTRY CLUB RESERVEDEVELOPMEN T
Existing 24-in CulvertCapaity = 21cfs
Culvert Crossing(3) 10'X3' RCBCQ = 888cfs
Proposed Channel
Formalize Spill from Lake Canal
SONDERS EASTDEVELOPMENT
SOD FARM
E VINE DR INTERSTATE 25 SBE MULBERRY ST GIDDINGS RDTURNBERRY RDRICHARDS LAKE RD
MOUNTAIN VISTA DR
E LINCOLN AVE
S TIM BE R LIN E R D
COUNTRY CLUB RD
E COUNTY ROAD 48
§¨¦25
§¨¦25
Cooper Slough Selected Plan (2021)Figure 3: Selected Plan Projects $
0 0.5Miles
Legend
swaleOverflow_PondPond_AC&S_PondAB_PondCRUMB_OUTLETSod Farm PondProposed_ChannelProposed Culvert
Montava Dev BoundaryWaters Edge Dev BoundaryCooper Slough Basin BoundaryMtVista
!!!!!Anheuser Busch Property
Larimer & Weld Canal
No. 8 Outlet Ditch
Sod Farm Pond
COOPER SLOUGH WATERSHED
BOX
INTERSTATE HWY 25C&S/ Crumb Pond
AB Pond 425
C&S Railroad
ANHEUSER BUSCH (AB)PLANT
Mountain VistaDiversion
Sod FarmDiversion
DRY CREEKWATERSHED
Pond A
Water's EdgeDevelopment
Country ClubReserve
MontavaDevelopment
Mt Vista and Timberline RdMixed-Use Development
C&S/ Crumb PondOverflow
SB38
SB29
SB51
SB50
SB46
SB41
SB18
SB_L
SB40
SB_NSB19
SB20_3
SB33.3
SB_G1
SB_I1
SB45
SB42
SB_K2
SB_H
SB_M
SB43
SB24
SB30
SB_P
SB20_2
SB_I2
SB33.4 SB33.2
SB_OS-1
SB200
SB33.1
SB21
SB_C1
SB_K1
SB39
SB_B
SB20_4
SB_A2
7
51 50
46 45
43 42 38
31
21
19
18
16
15
891
857856855
850
845
844 843
842
841
839
834
833
831
829822
819
730
729
442
439
431
428
427
7456
7446
7441
7436
7435
7430
7251
7240 7437
31.2
31.1
833.1
427.2
427.1
907
904
903
902
901
900
443
909a
F
E
D
C
B
A
A2
A1
446
441 440
438
433
430
429
426 425
424
Storage_18
Storeage_21
Storeage_19
Storage_20_3
Storage_20_2
Storage_20_1
426_OVERFLOW 29344179
28
26
317724
51
7523522507387
71251
240723
8
7427
23143
2170
2427846
42
25218
30
26.1
31.2
229451831.1
26.2
23
74a73076
153
819834D442D
891
223
Cooper Slough Alternatives Analysis (2021)SWMM Model Routing Map - Middle Model $0 0.5Miles
Legend
Irrigation Canal
SWMM Routing
SWMM Junction
X SWMM Flow Divider
#*SWMM Outfall
"SWMM Detention
COOPER SLOUGH
COOPER SLOUGHLarimer & Weld Canal
No. 8 Outlet Ditch
Sod Farm Pond
COOPER SLOUGH WATERSHEDBOXELDER WATERSHEDINTERSTATE HWY 25C&S/ Crumb Pond
AB Pond 425
C&S Railroad
ANHEUSER BUSCH (AB)PLANT
CR 4
CR 5
CR 52
Country ClubReserve
Water's EdgeDevelopment
MontavaDevelopment
Mt Vista and Timberline RoadMixed-Used Development
E VINE DR
INTERSTATE 25 SBINTERSTATE 25 NBE DOUGLAS RD
E COUNTY ROAD 56
GIDDINGS RDTURNBERRY RDRICHAR DS LAKE RD
MOUN TAIN VISTA DR
LINDENMEIER RDN TIMBERLINE RDCOUNTRY CLUB RD N COUNTY ROAD 9N COUNTY ROAD 11N LEMAY AVEGREGORY RDN COUNTY ROAD 13!*SB38
292.4 5%AC
!*SB29
268.8 29%AC
!*SB51
267.8 5%AC
!*SB50
167.7 5%AC
!*SB46
135.8 18%AC
!*SB41
132.6 29%AC
!*SB18
137.6 75%AC !*SB_L
110.5 60%AC
!*SB40
110.7 53%AC
!*SB20_3
96.1 75%AC
!*SB_N
95.2 80%AC
!*SB33.3
84.0 53%AC
!*SB19
82.0 75%AC
!*SB_G1
80.4 80%AC
!*SB_I1
58.2 10%AC
!*SB_K2
60.0 60%AC
!*SB45
54.3 5%AC
!*SB42
54.0 5%AC
!*SB_H
45.6 10%AC
!*SB20_2
45.6 45%AC
!*SB33.4
41.7 53%AC
!*SB24
33.7 45%AC
!*SB33.1
33.9 8%AC
!*SB200
33.6 5%AC
!*SB30
33.5 49%AC
!*SB_OS-1
45.0 20%AC
!*SB_M
42.0 2%AC
!*SB33.2
38.0 58%AC
!*SB43
37.8 40%AC
!*SB_I2
34.8 2%AC
!*SB_P
30.2 2%AC
!*SB_C1
27.6 50%AC
!*SB21
22.6 75%AC
!*SB_K1
22.8 60%AC
!*SB_J1
20.5 50%AC
!*SB20_4
19.9 25%AC
!*SB_B
16.6 50%AC
!*SB39
17.1 5%AC
!*SB_A2
13.3 80%AC
Cooper Slough Alternatives Analysis (2021)Subbasin Map - Middle Model $
0 2,500Feet
Legend
SWMM Model Routing
Cooper Slough Channel
Irrigation Canal
Subbasin Boundary
!*Subbasin LabelSubbasinName
Area(Ac)% Impv.
Montava – Phase E Outfall & Detention System
April 26, 2023
B-Hydrologic Calculations
[TITLE]
;;Project Title/Notes
Model 2 of 3
......................................
Selected Plan Improvements:
Sod Farm (Detention 438)
C&S/Crumb Pond (Detention 426)
AB Pond (Detention 425)
No8 Outlet Ditch Spill (link 855D)
Remove RR Overflow (node 7436)
......................................
Inflows from Upper model:
Nodes: 7456, 7437, 7436, 7435
......................................
Outflows into L&W Model:
900, 903, 901, 902, 904, 907
......................................
Outflows in Lower Model:
909a
[OPTIONS]
;;Option Value
FLOW_UNITS CFS
INFILTRATION HORTON
FLOW_ROUTING KINWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING YES
SKIP_STEADY_STATE NO
START_DATE 01/28/2013
START_TIME 00:00:00
REPORT_START_DATE 01/28/2013
REPORT_START_TIME 00:00:00
END_DATE 02/02/2013
END_TIME 00:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 00:01:00
WET_STEP 00:01:00
DRY_STEP 01:00:00
ROUTING_STEP 0:00:05
RULE_STEP 00:00:00
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION D-W
VARIABLE_STEP 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 12.557
MAX_TRIALS 8
HEAD_TOLERANCE 0.005
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5
MINIMUM_STEP 0.5
THREADS 1
[EVAPORATION]
;;Data Source Parameters
;;-------------- ----------------
CONSTANT 0
DRY_ONLY NO
[RAINGAGES]
;;Name Format Interval SCF Source
;;-------------- --------- ------ ------ ----------
1 INTENSITY 0:05 1 TIMESERIES 1-5yr
2 INTENSITY 0:05 1 TIMESERIES 2
3 INTENSITY 0:05 1 TIMESERIES 3
WQ INTENSITY 0:05 1.0 TIMESERIES WQ
[SUBCATCHMENTS]
;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack
;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ----------------
SB_D 1 d 44.09 60 845 0.85 0
SB_F_Phase_D 1 F 34.64 60 933 0.5 0
SB_F_Phase_E 1 F 21.11 60 447 0.5 0
SB_G1 1 427 33.52 80 553 0.7 0
SB_G1_EX 1 427 39.9 5 805 0.7 0
SB200 1 826 33.6 5 1460 1.6 0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------
SB_D 0.016 0.25 0.1 0.3 1 OUTLET
SB_F_Phase_D 0.016 0.25 0.1 0.3 1 OUTLET
SB_F_Phase_E 0.016 0.25 0.1 0.3 1 OUTLET
SB_G1 0.016 0.25 0.1 0.3 1 OUTLET
SB_G1_EX 0.016 0.25 0.1 0.3 1 OUTLET
SB200 0.016 0.25 0.1 0.3 1 OUTLET
[INFILTRATION]
;;Subcatchment Param1 Param2 Param3 Param4 Param5
;;-------------- ---------- ---------- ---------- ---------- ----------
SB_D 0.51 0.5 6.48 7 0
SB_F_Phase_D 0.51 0.5 6.48 7 0
SB_F_Phase_E 0.51 0.5 6.48 7 0
SB_G1 0.51 0.5 6.48 7 0
SB_G1_EX 0.51 0.5 6.48 7 0
SB200 0.51 0.5 6.48 7 0
[JUNCTIONS]
;;Name Elevation MaxDepth InitDepth SurDepth Aponded
;;-------------- ---------- ---------- ---------- ---------- ----------
427.1 4989.91 0 0 0 0
427.2 4996.22 0 0 0 0
826 4986 0 0 0 0
[STORAGE]
;;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi
Ksat IMD
;;-------------- -------- ---------- ----------- ---------- ---------------------------- -------- --------
-------- --------
427 4986.69 9.31 0 TABULAR 427_Storage 0 0
D 4998.75 3 0 TABULAR D__Storage 0 0
F 4990.47 10.2 0 TABULAR F__Storage 0 0
[CONDUITS]
;;Name From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow
;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ----------
----------
26.1 427.1 427 1275 0.035 0 0 0 0
26.2 427.2 F 1600 0.013 0 0 0 0
[ORIFICES]
;;Name From Node To Node Type Offset Qcoeff Gated CloseTime
;;-------------- ---------------- ---------------- ------------ ---------- ---------- -------- ----------
D_OUT D 427.2 SIDE 0 0.65 NO 0
[OUTLETS]
;;Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated
;;-------------- ---------------- ---------------- ---------- --------------- ---------------- ---------- --------
F_OUT F 427.1 0 TABULAR/DEPTH F_Out NO
427_OUT 427 826 0 TABULAR/DEPTH 427_Out NO
[XSECTIONS]
;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert
;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- ----------
26.1 TRAPEZOIDAL 5 15 4 4 1
26.2 CIRCULAR 5 0 0 0 1
426_Out 8.5 725.4
426_Out 8.53 825.5
426_Out 8.6 925.6
426_Out 8.64 1025.7
426_Out 8.69 1125.8
426_Out 8.74 1225.9
426_Out 8.78 1326
;
;18" RCP
427_Out Rating 0 0
427_Out 0.08 0.09
427_Out 0.27 0.16
427_Out 0.56 0.23
427_Out 1.2 0.33
427_Out 1.33 0.46
427_Out 1.7 0.61
427_Out 2.36 0.79
427_Out 2.6 0.98
427_Out 2.78 1.07
427_Out 3.07 1.19
427_Out 3.48 1.33
427_Out 3.54 1.4
427_Out 3.62 1.58
427_Out 3.75 2.04
427_Out 3.86 2.59
427_Out 4 3.52
427_Out 4.11 4.44
427_Out 4.19 5.17
427_Out 4.45 5.35
427_Out 4.75 5.54
427_Out 5.33 5.89
427_Out 6 6.27
427_Out 6.35 6.46
427_Out 7.65 7.12
427_Out 8.09 7.33
427_Out 8.26 7.4
427_Out 8.63 7.58
427_Out 8.94 7.71
427_Out 9.31 7.88
;
428_Out Rating 0 0
428_Out 2.8 0
428_Out 3 17.4
428_Out 3.2 51.4
428_Out 3.4 100.4
428_Out 3.6 154
428_Out 3.8 214.4
428_Out 4 281.8
428_Out 4.2 352.5
428_Out 4.4 427.4
;
430_Out Rating 1.05 0.9
430_Out 2.25 1.1
430_Out 3.57 1.3
430_Out 4.18 1.4
430_Out 4.38 8.4
430_Out 4.74 29
;
431_Out Rating 0 0
431_Out 2.94 8.1
431_Out 3.55 200
431_Out 3.74 400
431_Out 3.89 600
431_Out 4.02 800
431_Out 4.12 1000
431_Out 4.21 1200
431_Out 4.3 1400
431_Out 4.37 1600
431_Out 4.44 1800
;
432_Out Rating 0 0
432_Out 5.02 0
ESDF-PondOutlet-AB 2.2 207
ESDF-PondOutlet-AB 3.2 305
ESDF-PondOutlet-AB 4.2 454
ESDF-PondOutlet-AB 5.2 604
ESDF-PondOutlet-AB 6.2 765
ESDF-PondOutlet-AB 7.2 922
ESDF-PondOutlet-AB 8.2 1071
ESDF-PondOutlet-AB 9.2 1212
ESDF-PondOutlet-AB 10.2 1339
ESDF-PondOutlet-AB 11.2 1464
ESDF-PondOutlet-AB 12.2 1571
ESDF-PondOutlet-AB 13.2 1679
ESDF-PondOutlet-AB 14.2 1780
ESDF-PondOutlet-AB 15.2 1871
ESDF-PondOutlet-AB 16.2 1962
ESDF-PondOutlet-AB 17.2 2049
ESDF-PondOutlet-AB 18.2 2120
ESDF-PondOutlet-AB 19.2 2192
ESDF-PondOutlet-AB 20.2 2263
ESDF-PondOutlet-AB 21.2 2332
ESDF-PondOutlet-AB 22.2 2393
ESDF-PondOutlet-AB 23.2 2453
ESDF-PondOutlet-AB 24.2 2514
ESDF-PondOutlet-AB 25.2 2574
ESDF-PondOutlet-AB 26.2 2633
ESDF-PondOutlet-AB 27.2 5126
ESDF-PondOutlet-AB 28.2 9640
ESDF-PondOutlet-AB 29.2 14583
ESDF-PondOutlet-AB 30.2 20955
ESDF-PondOutlet-AB 31.2 28193
;
;18" RCP
F_Out Rating 0 0
F_Out 0.08 0.09
F_Out 0.27 0.16
F_Out 0.56 0.23
F_Out 1.3 0.34
F_Out 1.39 0.45
F_Out 1.68 0.58
F_Out 2.1 0.71
F_Out 2.6 0.83
F_Out 2.73 0.97
F_Out 3.05 1.13
F_Out 3.84 1.42
F_Out 3.93 1.59
F_Out 4.03 1.9
F_Out 4.17 2.54
F_Out 4.27 3.15
F_Out 4.39 4.06
F_Out 4.55 5.54
F_Out 4.62 6.31
F_Out 4.74 7.76
F_Out 4.86 9.33
F_Out 4.96 9.44
F_Out 5.57 10.05
F_Out 5.98 10.44
F_Out 6.45 10.87
F_Out 7.28 11.59
F_Out 8.15 12.3
F_Out 9.14 13.06
F_Out 9.85 13.58
F_Out 10.03 13.7
;
P40_Out Rating 0 0
P40_Out 1.76 0
P40_Out 2 3
P40_Out 8.85 3
;
Pond_A1_Out Rating 0 0
Pond_A1_Out 0.65 0.06
Pond_A1_Out 1.4 0.16
Pond_A1_Out 1.84 0.25
Pond_A2_Out 3.91 17.19
Pond_A2_Out 3.98 18.25
Pond_A2_Out 4.79 19.49
Pond_A2_Out 5.76 20.87
Pond_A2_Out 6.24 21.52
Pond_A2_Out 7.18 22.73
Pond_A2_Out 7.21 23.87
Pond_A2_Out 7.25 26.72
Pond_A2_Out 7.3 31.66
Pond_A2_Out 7.38 41.94
Pond_A2_Out 7.44 51.23
Pond_A2_Out 7.49 59.88
Pond_A2_Out 7.57 75.28
Pond_A2_Out 7.63 87.99
Pond_A2_Out 7.7 104
Pond_A2_Out 7.77 121.2
Pond_A2_Out 7.82 134.19
Pond_A2_Out 7.9 156.15
Pond_A2_Out 7.99 182.49
Pond_A2_Out 8.06 204.15
Pond_A2_Out 8.1 216.97
Pond_A2_Out 8.18 243.56
;
Pond_E_Out Rating 0.00 0
Pond_E_Out 1.00 1.62
Pond_E_Out 2.00 2.58
Pond_E_Out 3.00 3.27
Pond_E_Out 4.00 3.83
Pond_E_Out 5.00 4.33
Pond_E_Out 6.00 4.77
Pond_E_Out 7.00 5.17
Pond_E_Out 8.00 5.55
;
;18" RCP
D_Out Rating 0 2
D_Out 3 3
;
425__Storage Storage 0 0
425__Storage 2 641537
425__Storage 4 871569
425__Storage 6 2674765
425__Storage 8 3813906
;
425_Storage Storage 0 247154
425_Storage 2 641537
425_Storage 4 871569
425_Storage 6 2674765
425_Storage 8 3813906
;
426_Storage Storage 0 46349
426_Storage 0.96 72062
426_Storage 2 99917
426_Storage 4 494645
426_Storage 6 2175575
426_Storage 8 3329651
426_Storage 10 5181839
;
427_Storage Storage 0.00 0.0
427_Storage 0.31 177.1
427_Storage 0.81 1721.0
427_Storage 1.31 8496.2
427_Storage 1.81 19449.0
427_Storage 2.31 35869.3
427_Storage 2.81 56820.1
427_Storage 3.31 76050.1
427_Storage 3.81 92537.1
427_Storage 4.31 107563.2
427_Storage 4.81 121855.5
427_Storage 5.31 134125.4
427_Storage 5.81 144156.1
427_Storage 6.31 151784.3
427_Storage 6.81 156896.0
427_Storage 7.31 160926.6
427_Storage 7.81 164115.0
427_Storage 8.31 167258.4
427_Storage 8.81 170697.6
427_Storage 9.31 173858.6
;
428_Storage Storage 0.00 271.03
428_Storage 0.50 1797.75
428_Storage 1.00 7092.54
428_Storage 1.50 16352.08
428_Storage 2.00 28779.57
428_Storage 2.50 42436.27
428_Storage 3.00 54018.87
428_Storage 3.50 63047.04
428_Storage 4.00 70068.84
428_Storage 4.50 76052.63
428_Storage 5.00 80993.09
428_Storage 5.50 84657.87
428_Storage 6.00 87366.08
428_Storage 6.50 90060.89
428_Storage 7.00 92801.76
;
429_Storege Storage 0 0
429_Storege 1 113626.9
429_Storege 2 239284.9
429_Storege 3 260187.7
429_Storege 4 281836.2
429_Storege 5 300000
;
430_Storage Storage 0 0
430_Storage 1 21568
430_Storage 3 62954
430_Storage 5 109586
;
431_Storage Storage 0 0
431_Storage 0.9 512
ESDF-RatingCurve-AB 4.2 47695.95
ESDF-RatingCurve-AB 5.2 73807.46
ESDF-RatingCurve-AB 6.2 156423.63
ESDF-RatingCurve-AB 7.2 288732.34
ESDF-RatingCurve-AB 8.2 387691.94
ESDF-RatingCurve-AB 9.2 545437.27
ESDF-RatingCurve-AB 10.2 823562.38
ESDF-RatingCurve-AB 11.2 1192520.22
ESDF-RatingCurve-AB 12.2 1516298.09
ESDF-RatingCurve-AB 13.2 1762762.44
ESDF-RatingCurve-AB 14.2 2116084.48
ESDF-RatingCurve-AB 15.2 2370434.86
ESDF-RatingCurve-AB 16.2 2645551.53
ESDF-RatingCurve-AB 17.2 2926197.02
ESDF-RatingCurve-AB 18.2 3213748.86
ESDF-RatingCurve-AB 19.2 3427961.96
ESDF-RatingCurve-AB 20.2 3677908.06
ESDF-RatingCurve-AB 21.2 3917720.6
ESDF-RatingCurve-AB 22.2 4176837.25
ESDF-RatingCurve-AB 23.2 4442998.96
ESDF-RatingCurve-AB 24.2 4702695.62
ESDF-RatingCurve-AB 25.2 4906360.59
ESDF-RatingCurve-AB 26.2 5143380.32
ESDF-RatingCurve-AB 27.2 5314328.69
ESDF-RatingCurve-AB 28.2 5532236.13
ESDF-RatingCurve-AB 29.2 5715245.3
ESDF-RatingCurve-AB 30.2 5881131.95
ESDF-RatingCurve-AB 31.2 6046551.52
;
F__Storage Storage 0.00 0.0
F__Storage 0.03 41.2
F__Storage 0.53 463.0
F__Storage 1.03 3162.8
F__Storage 1.53 9894.5
F__Storage 2.03 19589.4
F__Storage 2.53 29276.8
F__Storage 3.03 36553.3
F__Storage 3.53 41950.4
F__Storage 4.03 47004.8
F__Storage 4.53 51396.2
F__Storage 5.03 55313.9
F__Storage 5.53 58522.6
F__Storage 6.03 61803.0
F__Storage 6.53 65172.8
F__Storage 7.03 68637.2
F__Storage 7.53 72214.4
F__Storage 8.03 75901.8
F__Storage 8.53 79687.4
F__Storage 9.03 83574.7
F__Storage 9.53 87568.4
F__Storage 10.03 91506.8
;
onsite Storage 0 0
onsite 1 10000
onsite 8 800000
;
POND__A_Storage Storage 0 0
POND__A_Storage 1 9862.8
POND__A_Storage 2 30236
POND__A_Storage 3 60287.8
POND__A_Storage 4 100027.2
POND__A_Storage 5 149423.1
POND__A_Storage 6 208489.4
POND__A_Storage 7 316962
POND__A_Storage 8 566800.5
POND__A_Storage 9 855098.8
POND__A_Storage 10 1124870.5
POND__A_Storage 11 1293656.1
POND__A_Storage 12 1430717.3
;
Pond__C_Overflow Storage 0 8640.6
Pond__C_Overflow 1 34553.6
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015)
--------------------------------------------------------------
Model 2 of 3
......................................
Selected Plan Improvements:
*************
Element Count
*************
Number of rain gages ...... 4
Number of subcatchments ... 6
Number of nodes ........... 6
Number of links ........... 5
Number of pollutants ...... 0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data Recording
Name Data Source Type Interval
------------------------------------------------------------------------
1 1-002yr INTENSITY 5 min.
2 2 INTENSITY 5 min.
3 3 INTENSITY 5 min.
WQ WQ INTENSITY 5 min.
********************
Subcatchment Summary
********************
Name Area Width %Imperv %Slope Rain Gage Outlet
-----------------------------------------------------------------------------------------------------------
SB_D 44.09 845.00 60.00 0.8500 1 D
SB_F_Phase_D 34.64 933.00 60.00 0.5000 1 F
SB_F_Phase_E 21.11 447.00 60.00 0.5000 1 F
SB_G1 33.52 553.00 80.00 0.7000 1 427
SB_G1_EX 39.90 805.00 5.00 0.7000 1 427
SB200 33.60 1460.00 5.00 1.6000 1 826
************
Node Summary
************
Invert Max. Ponded External
Name Type Elev. Depth Area Inflow
-------------------------------------------------------------------------------
427.1 JUNCTION 4989.91 5.00 0.0
427.2 JUNCTION 4996.22 5.00 0.0
826 JUNCTION 4986.00 0.00 0.0
427 STORAGE 4986.69 9.31 0.0
D STORAGE 4998.75 3.00 0.0
F STORAGE 4990.47 10.20 0.0
************
Link Summary
************
Name From Node To Node Type Length %Slope Roughness
---------------------------------------------------------------------------------------------
26.1 427.1 427 CONDUIT 1275.0 0.2525 0.0350
26.2 427.2 F CONDUIT 1600.0 0.3594 0.0130
D_OUT D 427.2 ORIFICE
F_OUT F 427.1 OUTLET
427_OUT 427 826 OUTLET
*********************
Cross Section Summary
*********************
Full Full Hyd. Max. No. of Full
Conduit Shape Depth Area Rad. Width Barrels Flow
---------------------------------------------------------------------------------------
26.1 TRAPEZOIDAL 5.00 175.00 3.11 55.00 1 795.92
26.2 CIRCULAR 5.00 19.63 1.25 5.00 1 156.13
****************
Transect Summary
****************
Transect 0:2:2:0.035:2:8:1:50:0.06:5
Area:
0.0001 0.0002 0.0005 0.0009 0.0014
0.0021 0.0028 0.0037 0.0046 0.0057
0.0069 0.0082 0.0097 0.0112 0.0132
0.0166 0.0215 0.0278 0.0356 0.0448
0.0555 0.0677 0.0813 0.0963 0.1129
0.1309 0.1503 0.1712 0.1936 0.2174
0.2427 0.2694 0.2976 0.3272 0.3584
0.3909 0.4250 0.4604 0.4974 0.5358
0.5756 0.6170 0.6597 0.7040 0.7497
0.7968 0.8454 0.8955 0.9470 1.0000
Hrad:
0.0471 0.0941 0.1412 0.1882 0.2353
0.2823 0.3294 0.3764 0.4235 0.4706
0.5176 0.5647 0.6117 0.6588 0.7109
0.6976 0.6534 0.6086 0.5735 0.5493
0.5346 0.5274 0.5259 0.5289 0.5353
0.5444 0.5557 0.5686 0.5829 0.5983
0.6147 0.6319 0.6497 0.6680 0.6869
0.7062 0.7258 0.7458 0.7660 0.7865
0.8071 0.8280 0.8491 0.8703 0.8916
Ending Date .............. 02/02/2013 00:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:01:00
Wet Time Step ............ 00:01:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 5.00 sec
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 16.865 0.978
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 9.471 0.549
Surface Runoff ........... 6.647 0.386
Final Storage ............ 0.747 0.043
Continuity Error (%) ..... -0.007
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 6.647 2.166
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 6.478 2.111
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.179 0.058
Continuity Error (%) ..... -0.153
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 5.00 sec
Average Time Step : 5.00 sec
Maximum Time Step : 5.00 sec
Percent in Steady State : 0.00
Average Iterations per Step : 1.00
Percent Not Converging : 0.00
***************************
Subcatchment Runoff Summary
***************************
------------------------------------------------------------------------------------------------------------------
------------
Total Total Total Total Imperv Perv Total Total
Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Runoff
Runoff Coeff
Subcatchment in in in in in in in 10^6 gal
CFS
------------------------------------------------------------------------------------------------------------------
------------
SB_D 0.98 0.00 0.00 0.39 0.53 0.00 0.53 0.63
26.90 0.540
SB_F_Phase_D 0.98 0.00 0.00 0.39 0.53 0.00 0.53 0.50
22.00 0.540
SB_F_Phase_E 0.98 0.00 0.00 0.39 0.53 0.00 0.53 0.30
11.71 0.540
SB_G1 0.98 0.00 0.00 0.19 0.70 0.00 0.70 0.64
19.48 0.720
SB_G1_EX 0.98 0.00 0.00 0.93 0.04 0.00 0.05 0.05
5.31 0.046
SB200 0.98 0.00 0.00 0.93 0.04 0.00 0.05 0.04
4.83 0.048
******************
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
---------------------------------------------------------------------------------
427.1 JUNCTION 0.06 0.21 4990.12 0 08:56 0.21
427.2 JUNCTION 0.11 0.26 4996.48 0 09:23 0.26
826 JUNCTION 0.00 0.00 4986.00 0 00:00 0.00
427 STORAGE 1.64 3.58 4990.27 0 15:16 3.58
D STORAGE 0.14 0.43 4999.18 0 09:23 0.43
F STORAGE 1.06 4.16 4994.63 0 08:56 4.16
*******************
Node Inflow Summary
*******************
-------------------------------------------------------------------------------------------------
Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance
Inflow Inflow Occurrence Volume Volume Error
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent
-------------------------------------------------------------------------------------------------
427.1 JUNCTION 0.00 2.48 0 08:56 0 1.38 -0.000
427.2 JUNCTION 0.00 0.81 0 09:23 0 0.577 0.000
826 JUNCTION 4.83 5.39 0 06:40 0.0431 2.11 0.000
427 STORAGE 22.42 22.44 0 06:45 0.69 2.07 0.000
D STORAGE 26.90 26.90 0 06:45 0.633 0.633 -0.000
F STORAGE 33.71 33.71 0 06:45 0.8 1.38 0.001
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
--------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS
--------------------------------------------------------------------------------------------------
427 35.012 4 0 0 102.034 11 0 15:16 1.49
D 23.662 4 0 0 73.818 14 0 09:22 0.81
F 14.003 3 0 0 88.260 17 0 08:56 2.48
********************
Link Flow Summary
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
26.1 CONDUIT 2.47 0 09:16 0.74 0.00 0.04
26.2 CONDUIT 0.81 0 09:32 2.07 0.01 0.05
D_OUT ORIFICE 0.81 0 09:23 0.00
F_OUT DUMMY 2.48 0 08:56
427_OUT DUMMY 1.49 0 15:16
*************************
Conduit Surcharge Summary
*************************
No conduits were surcharged.
Analysis begun on: Mon Apr 24 14:28:34 2023
Analysis ended on: Mon Apr 24 14:28:34 2023
Total elapsed time: < 1 sec
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015)
--------------------------------------------------------------
Model 2 of 3
......................................
Selected Plan Improvements:
*************
Element Count
*************
Number of rain gages ...... 4
Number of subcatchments ... 6
Number of nodes ........... 6
Number of links ........... 5
Number of pollutants ...... 0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data Recording
Name Data Source Type Interval
------------------------------------------------------------------------
1 1-100yr INTENSITY 5 min.
2 2 INTENSITY 5 min.
3 3 INTENSITY 5 min.
WQ WQ INTENSITY 5 min.
********************
Subcatchment Summary
********************
Name Area Width %Imperv %Slope Rain Gage Outlet
-----------------------------------------------------------------------------------------------------------
SB_D 44.09 845.00 60.00 0.8500 1 D
SB_F_Phase_D 34.64 933.00 60.00 0.5000 1 F
SB_F_Phase_E 21.11 447.00 60.00 0.5000 1 F
SB_G1 33.52 553.00 80.00 0.7000 1 427
SB_G1_EX 39.90 805.00 5.00 0.7000 1 427
SB200 33.60 1460.00 5.00 1.6000 1 826
************
Node Summary
************
Invert Max. Ponded External
Name Type Elev. Depth Area Inflow
-------------------------------------------------------------------------------
427.1 JUNCTION 4989.91 5.00 0.0
427.2 JUNCTION 4996.22 5.00 0.0
826 JUNCTION 4986.00 0.00 0.0
427 STORAGE 4986.69 9.31 0.0
D STORAGE 4998.75 3.00 0.0
F STORAGE 4990.47 10.20 0.0
************
Link Summary
************
Name From Node To Node Type Length %Slope Roughness
---------------------------------------------------------------------------------------------
26.1 427.1 427 CONDUIT 1275.0 0.2525 0.0350
26.2 427.2 F CONDUIT 1600.0 0.3594 0.0130
D_OUT D 427.2 ORIFICE
F_OUT F 427.1 OUTLET
427_OUT 427 826 OUTLET
*********************
Cross Section Summary
*********************
Full Full Hyd. Max. No. of Full
Conduit Shape Depth Area Rad. Width Barrels Flow
---------------------------------------------------------------------------------------
26.1 TRAPEZOIDAL 5.00 175.00 3.11 55.00 1 795.92
26.2 CIRCULAR 5.00 19.63 1.25 5.00 1 156.13
****************
Transect Summary
****************
Transect 0:2:2:0.035:2:8:1:50:0.06:5
Area:
0.0001 0.0002 0.0005 0.0009 0.0014
0.0021 0.0028 0.0037 0.0046 0.0057
0.0069 0.0082 0.0097 0.0112 0.0132
0.0166 0.0215 0.0278 0.0356 0.0448
0.0555 0.0677 0.0813 0.0963 0.1129
0.1309 0.1503 0.1712 0.1936 0.2174
0.2427 0.2694 0.2976 0.3272 0.3584
0.3909 0.4250 0.4604 0.4974 0.5358
0.5756 0.6170 0.6597 0.7040 0.7497
0.7968 0.8454 0.8955 0.9470 1.0000
Hrad:
0.0471 0.0941 0.1412 0.1882 0.2353
0.2823 0.3294 0.3764 0.4235 0.4706
0.5176 0.5647 0.6117 0.6588 0.7109
0.6976 0.6534 0.6086 0.5735 0.5493
0.5346 0.5274 0.5259 0.5289 0.5353
0.5444 0.5557 0.5686 0.5829 0.5983
0.6147 0.6319 0.6497 0.6680 0.6869
0.7062 0.7258 0.7458 0.7660 0.7865
0.8071 0.8280 0.8491 0.8703 0.8916
0.9131 0.9347 0.9563 0.9781 1.0000
Width:
0.0021 0.0043 0.0064 0.0085 0.0106
0.0128 0.0149 0.0170 0.0192 0.0213
0.0234 0.0256 0.0277 0.0298 0.0498
0.0770 0.1041 0.1313 0.1584 0.1856
0.2127 0.2398 0.2670 0.2941 0.3213
0.3484 0.3756 0.4027 0.4299 0.4570
0.5903 0.6074 0.6245 0.6416 0.6586
0.6757 0.6928 0.7098 0.7269 0.7440
0.7610 0.7781 0.7952 0.8122 0.8293
0.8464 0.8634 0.8805 0.8976 0.9147
0.9317 0.9488 0.9659 0.9829 1.0000
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ YES
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... KINWAVE
Starting Date ............ 01/28/2013 00:00:00
Ending Date .............. 02/02/2013 00:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:01:00
Wet Time Step ............ 00:01:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 5.00 sec
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 63.250 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 22.309 1.294
Surface Runoff ........... 40.201 2.332
Final Storage ............ 0.747 0.043
Continuity Error (%) ..... -0.011
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 40.201 13.100
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 39.972 13.025
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.273 0.089
Continuity Error (%) ..... -0.108
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 5.00 sec
Average Time Step : 5.00 sec
Maximum Time Step : 5.00 sec
Percent in Steady State : 0.00
Average Iterations per Step : 1.00
Percent Not Converging : 0.00
***************************
Subcatchment Runoff Summary
***************************
------------------------------------------------------------------------------------------------------------
------------------
Total Total Total Total Imperv Perv Total
Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff
Runoff Runoff Coeff
Subcatchment in in in in in in in 10^6
gal CFS
------------------------------------------------------------------------------------------------------------
------------------
SB_D 3.67 0.00 0.00 0.88 2.14 0.59 2.73
3.27 173.51 0.745
SB_F_Phase_D 3.67 0.00 0.00 0.86 2.14 0.61 2.75
2.59 141.34 0.749
SB_F_Phase_E 3.67 0.00 0.00 0.91 2.14 0.56 2.70
1.55 76.32 0.736
SB_G1 3.67 0.00 0.00 0.40 2.86 0.34 3.19
2.91 130.16 0.870
SB_G1_EX 3.67 0.00 0.00 2.53 0.18 0.96 1.14
1.23 30.71 0.310
SB200 3.67 0.00 0.00 1.96 0.18 1.53 1.71
1.56 45.65 0.465
******************
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
---------------------------------------------------------------------------------
427.1 JUNCTION 0.15 0.58 4990.49 0 08:49 0.58
427.2 JUNCTION 0.22 0.63 4996.85 0 08:54 0.63
826 JUNCTION 0.00 0.00 4986.00 0 00:00 0.00
427 STORAGE 4.26 8.64 4995.33 0 23:07 8.64
D STORAGE 0.44 2.21 5000.96 0 08:54 2.21
F STORAGE 2.48 9.71 5000.18 0 08:49 9.71
*******************
Node Inflow Summary
*******************
-------------------------------------------------------------------------------------------------
Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance
Inflow Inflow Occurrence Volume Volume Error
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent
-------------------------------------------------------------------------------------------------
427.1 JUNCTION 0.00 13.48 0 08:49 0 7.32 0.000
427.2 JUNCTION 0.00 5.35 0 08:54 0 3.19 0.000
826 JUNCTION 45.65 47.94 0 06:50 1.56 13 0.000
427 STORAGE 160.87 160.87 0 06:40 4.14 11.5 0.000
D STORAGE 173.51 173.51 0 06:40 3.27 3.27 -0.000
F STORAGE 217.66 217.66 0 06:40 4.13 7.32 0.002
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
--------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS
--------------------------------------------------------------------------------------------------
427 271.817 29 0 0 812.879 88 0 23:07 7.58
D 75.980 14 0 0 387.861 73 0 08:54 5.35
F 62.833 12 0 0 467.818 91 0 08:49 13.48
********************
Link Flow Summary
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
26.1 CONDUIT 13.48 0 08:59 1.35 0.02 0.12
26.2 CONDUIT 5.35 0 09:00 3.72 0.03 0.13
D_OUT ORIFICE 5.35 0 08:54 0.00
F_OUT DUMMY 13.48 0 08:49
427_OUT DUMMY 7.58 0 23:07
*************************
Conduit Surcharge Summary
*************************
No conduits were surcharged.
Analysis begun on: Mon Apr 24 14:29:10 2023
Analysis ended on: Mon Apr 24 14:29:11 2023
Total elapsed time: 00:00:01
Montava – Phase E Outfall & Detention System
April 26, 2023
C-Hydraulic Calculations
Montava Phase E.stsw
FlexTable: Conduit Table
4/25/2023
Active Scenario: 2-YR
Energy Grade
Line (Out)
(ft)
Energy Grade
Line (In)
(ft)
Hydraulic Grade
Line (Out)
(ft)
Hydraulic Grade
Line (In)
(ft)
Velocity
(ft/s)
Flow / Capacity
(Design)
(%)
Capacity (Full
Flow)
(cfs)
Flow
(cfs)
Length (Unified)
(ft)
Slope
(Calculated)
(ft/ft)
Invert (Stop)
(ft)
Invert (Start)
(ft)
Conduit DescriptionStop NodeStart Node
4,987.994,988.144,987.654,987.864.2066.36.944.6032.10.0044,986.834,986.97Circle - 18.0 inMH 2OS POND 427 3
4,984.944,985.554,984.644,985.274.3864.47.154.60122.70.0054,983.974,984.58Ellipse - 1.9 x 1.2 ftO FES POND 427
1MH 2
4,990.364,990.394,990.274,990.283.9915.269.4410.5751.30.0024,988.744,988.86Circle - 48.0 inO FES POND 427
4
INLET POND
427 5
4,991.524,991.624,991.394,991.483.2352.510.035.2666.20.0024,990.274,990.40Circle - 24.0 inMH 7OS POND F 8
4,991.024,991.454,990.724,991.293.2651.810.155.26179.00.0024,989.914,990.27Circle - 24.0 inO FES POND F 6MH 7
4,994.994,995.014,994.784,994.795.4121.2192.7240.8729.00.0024,992.284,992.34Circle - 72.0 inMH 9.1MH 10
4,995.244,995.374,994.964,995.035.5633.8120.8340.87106.80.0024,992.524,992.75Circle - 60.0 inINLET 10.2MH 11
4,995.344,995.374,995.314,995.324.1315.490.5613.97165.00.0024,992.754,993.10Circle - 54.0 inMH 11INLET 12
4,996.764,996.804,996.744,996.743.0414.67.511.1039.10.0054,996.024,996.22Circle - 18.0 inINLET 19MH 20
4,996.834,997.014,996.774,996.873.0014.97.401.1052.40.0054,996.224,996.48Circle - 18.0 inMH 20INLET POND D
21
4,995.914,995.924,995.834,995.824.1412.329.953.6815.00.0054,994.914,994.99Circle - 30.0 inINLET 17MH 18
4,996.804,996.844,996.584,996.643.5635.66.882.457.00.0044,995.994,996.02Circle - 18.0 inMH 18INLET 19
4,995.674,995.724,995.644,995.663.188.366.005.46123.10.0024,994.294,994.55Circle - 48.0 inINLET 15INLET 16
4,995.514,995.564,995.434,995.454.1521.365.7113.9786.00.0024,993.534,993.71Circle - 48.0 inMH 12.1INLET 13
4,995.634,995.694,995.574,995.593.7113.267.308.8795.70.0024,994.084,994.29Circle - 48.0 inINLET 14INLET 15
4,995.554,995.604,995.504,995.533.7013.267.098.87169.60.0024,993.714,994.08Circle - 48.0 inINLET 13INLET 14
4,995.744,995.894,995.694,995.773.198.266.535.46167.80.0024,994.554,994.91Circle - 48.0 inINLET 16INLET 17
4,994.824,994.904,994.634,994.665.5520.5199.5440.8799.10.0024,992.064,992.28Circle - 72.0 inO FES POND F 9MH 9.1
4,995.404,995.474,995.344,995.384.2220.867.2813.97196.00.0024,993.104,993.53Circle - 48.0 inINLET 12MH 12.1
4,995.114,995.134,994.924,994.935.4121.2192.7040.8729.00.0024,992.344,992.40Circle - 72.0 inMH 10MH 10.1
4,995.194,995.244,994.934,994.965.6633.0123.9240.8753.00.0024,992.404,992.52Circle - 60.0 inMH 10.1INLET 10.2
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16664/25/2023
StormCAD
[10.03.03.44]Bentley Systems, Inc. Haestad Methods Solution CenterMontava Phase E.stsw
Montava Phase E.stsw
FlexTable: Conduit Table
4/25/2023
Active Scenario: 100-YR
Energy Grade
Line (Out)
(ft)
Energy Grade
Line (In)
(ft)
Hydraulic Grade
Line (Out)
(ft)
Hydraulic Grade
Line (In)
(ft)
Velocity
(ft/s)
Flow / Capacity
(Design)
(%)
Capacity (Full
Flow)
(cfs)
Flow
(cfs)
Length (Unified)
(ft)
Slope
(Calculated)
(ft/ft)
Invert (Stop)
(ft)
Invert (Start)
(ft)
Conduit DescriptionStop NodeStart Node
4,988.464,988.664,987.944,988.274.60117.16.948.1332.10.0044,986.834,986.97Circle - 18.0 inMH 2OS POND 427 3
4,985.364,986.044,984.894,985.694.63113.87.158.13122.70.0054,983.974,984.58Ellipse - 1.9 x 1.2 ftO FES POND 427
1MH 2
4,992.904,992.954,992.714,992.755.8563.769.4444.2251.30.0024,988.744,988.86Circle - 48.0 inO FES POND 427
4
INLET POND
427 5
4,992.614,992.854,992.324,992.564.30134.710.0313.5166.20.0024,990.274,990.40Circle - 24.0 inMH 7OS POND F 8
4,991.824,992.444,991.234,992.144.30133.210.1513.51179.00.0024,989.914,990.27Circle - 24.0 inO FES POND F 6MH 7
4,998.424,998.494,997.404,997.477.36108.0192.72208.1629.00.0024,992.284,992.34Circle - 72.0 inMH 9.1MH 10
4,998.364,998.444,998.184,998.253.4756.4120.8368.16106.80.0024,992.524,992.75Circle - 60.0 inINLET 10.2MH 11
4,998.694,998.884,998.404,998.604.2975.390.5668.16165.00.0024,992.754,993.10Circle - 54.0 inMH 11INLET 12
5,000.785,001.015,000.455,000.684.59108.17.518.1239.10.0054,996.024,996.22Circle - 18.0 inINLET 19MH 20
5,001.215,001.525,000.885,001.194.59109.77.408.1252.40.0054,996.224,996.48Circle - 18.0 inMH 20INLET POND D
21
4,999.985,000.024,999.744,999.773.9564.829.9519.4115.00.0054,994.914,994.99Circle - 30.0 inINLET 17MH 18
5,000.785,000.894,999.905,000.017.53193.46.8813.317.00.0044,995.994,996.02Circle - 18.0 inMH 18INLET 19
5,000.335,000.375,000.275,000.312.0939.866.0026.27123.10.0024,994.294,994.55Circle - 48.0 inINLET 15INLET 16
4,999.875,000.064,999.414,999.605.42103.765.7168.1686.00.0024,993.534,993.71Circle - 48.0 inMH 12.1INLET 13
5,000.275,000.365,000.085,000.173.4764.867.3043.5995.70.0024,994.084,994.29Circle - 48.0 inINLET 14INLET 15
5,000.025,000.184,999.834,999.993.4765.067.0943.59169.60.0024,993.714,994.08Circle - 48.0 inINLET 13INLET 14
4,999.724,999.774,999.654,999.712.0939.566.5326.27167.80.0024,994.554,994.91Circle - 48.0 inINLET 16INLET 17
4,997.744,998.074,996.014,996.748.01104.3199.54208.1699.10.0024,992.064,992.28Circle - 72.0 inO FES POND F 9MH 9.1
4,999.204,999.644,998.744,999.185.42101.367.2868.16196.00.0024,993.104,993.53Circle - 48.0 inINLET 12MH 12.1
4,998.954,999.014,998.084,998.147.36108.0192.70208.1629.00.0024,992.344,992.40Circle - 72.0 inMH 10MH 10.1
4,998.334,998.364,998.144,998.183.4755.0123.9268.1653.00.0024,992.404,992.52Circle - 60.0 inMH 10.1INLET 10.2
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16664/25/2023
StormCAD
[10.03.03.44]Bentley Systems, Inc. Haestad Methods Solution CenterMontava Phase E.stsw
Montava Phase E.stsw
Scenario: 2-YR
4/25/2023
Active Scenario: 2-YR
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16664/25/2023
StormCAD
[10.03.03.44]Bentley Systems, Inc. Haestad Methods Solution CenterMontava Phase E.stsw
Montava Phase E.stsw
Scenario: 100-YR
4/25/2023
Active Scenario: 100-YR
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16664/25/2023
StormCAD
[10.03.03.44]Bentley Systems, Inc. Haestad Methods Solution CenterMontava Phase E.stsw
Montava Phase E.stsw
Profile Report
Engineering Profile - POND F TO TIMBERLINE (IRR. POND) (Montava Phase E.stsw)
4/25/2023
Active Scenario: 2-YR
4,990.00
4,991.00
4,992.00
4,993.00
4,994.00
4,995.00
4,996.00
4,997.00
4,998.00
4,999.00
5,000.00
5,001.00
5,002.00
5,003.00
5,004.00
5,005.00
-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00
Station (ft)Elevation (ft)MH 11
Rim: 5,001.02 ft
Invert: 4,992.75 ft
MH 10
Rim: 5,000.58 ft
Invert: 4,992.34 ft
MH 20
Rim: 5,001.39 ft
Invert: 4,996.22 ft
MH 18
Rim: 5,001.00 ft
Invert: 4,994.99 ft
MH 12.1
Rim: 5,001.70 ft
Invert: 4,993.53 ft
MH 9.1
Rim: 5,000.74 ft
Invert: 4,992.28 ft
INLET 15
Rim: 5,001.11 ft
Invert: 4,994.29 ft
INLET 13
Rim: 5,000.43 ft
Invert: 4,993.71 ft
INLET 14
Rim: 5,000.10 ft
Invert: 4,994.08 ft
INLET 12
Rim: 5,000.05 ft
Invert: 4,993.10 ft
INLET 16
Rim: 4,999.65 ft
Invert: 4,994.55 ft
INLET POND D 21
Rim: 4,998.75 ft
Invert: 4,996.48 ft
INLET 17
Rim: 5,001.23 ft
Invert: 4,994.91 ft INLET 19
Rim: 5,001.23 ft
Invert: 4,996.02 ft
O FES POND F 9
Rim: 4,995.16 ft
Invert: 4,992.06 ft
PIPE 34: 86.0 ft @ 0.002 ft/ft
Circl e - 4 8.0 in
PIPE 33: 123.1 ft @ 0.002 ft/ft
Circle - 48.0 in
PIPE 32: 7.0 ft @ 0.004 ft/ft
Circle - 18.0 in
P I P E 3 1 : 1 5.0 f t @ 0 .0 0 5 f t /f t
C i rc le - 3 0.0 i n
PIPE 27: 39.1 ft @ 0.00 5 ft/ft
Circle - 18.0 i n
PIP E 24: 165.0 ft @ 0.002 ft/ft
Circle - 54.0 in PIPE 23: 106.8 ft @ 0.002 ft/ft
Cir cle - 60.0 in
PIPE 22: 29 .0 ft @ 0.002 ft/ft
Ci rcle - 72.0 in
PIPE 36 : 169.6 ft @ 0.002 ft/ft
C ircle - 48.0 in
PIPE 35: 95.7 ft @ 0.002 ft/ft
Circle - 48.0 in
PIPE 28: 52.4 ft @ 0.0 05 ft/ft
Circle - 18.0 in PIPE 38: 167.8 ft @ 0.002 ft/ft
Circle - 48 .0 in PIPE 40: 99.1 ft @ 0.002 ft/ft
Circle - 72 .0 in
PIPE 41: 196.0 ft @ 0.002 ft/ft
Circl e - 48 .0 in
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16664/25/2023
StormCAD
[10.03.03.44]Bentley Systems, Inc. Haestad Methods Solution CenterMontava Phase E.stsw
Montava Phase E.stsw
Profile Report
Engineering Profile - MONTAVA DRIVE (SWALE) TO POND F (Montava Phase E.stsw)
4/25/2023
Active Scenario: 2-YR
4,985.00
4,986.00
4,987.00
4,988.00
4,989.00
4,990.00
4,991.00
4,992.00
4,993.00
4,994.00
4,995.00
4,996.00
4,997.00
4,998.00
4,999.00
5,000.00
-0+50 0+00 0+50 1+00 1+50 2+00 2+50
Station (ft)Elevation (ft)MH 7
Rim: 4,999.48 ft
Invert: 4,990.27 ft
OS POND F 8
Rim: 4,994.28 ft
Invert: 4,990.40 ft
O FES POND F 6
Rim: 4,993.44 ft
Invert: 4,989.91 ft
PI PE 20: 179.0 f t @ 0.002 ft/ft
C ircl e - 2 4.0 in
PI PE 19: 66.2 ft @ 0.0 02 ft/ft
Circle - 24.0 in
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16664/25/2023
StormCAD
[10.03.03.44]Bentley Systems, Inc. Haestad Methods Solution CenterMontava Phase E.stsw
Montava Phase E.stsw
Profile Report
Engineering Profile - POND 427 TO SWALE (Montava Phase E.stsw)
4/25/2023
Active Scenario: 2-YR
4,985.00
4,986.00
4,987.00
4,988.00
4,989.00
4,990.00
4,991.00
4,992.00
4,993.00
4,994.00
4,995.00
-0+50 0+00 0+50 1+00
Station (ft)Elevation (ft)INLET POND 427 5
Rim: 4,993.61 ft
Invert: 4,988.86 ft
O FES POND 427 4
Rim: 4,992.63 ft
Invert: 4,988.74 ft
P I P E 1 8 : 51 .3 f t @ 0.00 2 f t /f t
C ir c le - 4 8.0 in
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16664/25/2023
StormCAD
[10.03.03.44]Bentley Systems, Inc. Haestad Methods Solution CenterMontava Phase E.stsw
Montava Phase E.stsw
Profile Report
Engineering Profile - MOUNTAIN VISTA (SWALE) TO POND 427 (Montava Phase E.stsw)
4/25/2023
Active Scenario: 2-YR
4,980.00
4,981.00
4,982.00
4,983.00
4,984.00
4,985.00
4,986.00
4,987.00
4,988.00
4,989.00
4,990.00
4,991.00
4,992.00
4,993.00
4,994.00
4,995.00
4,996.00
4,997.00
4,998.00
4,999.00
5,000.00
-0+50 0+00 0+50 1+00 1+50 2+00
Station (ft)Elevation (ft)MH 2
Rim: 4,995.40 ft
Invert: 4,984.58 ft
OS POND 427 3
Rim: 4,990.17 ft
Invert: 4,986.97 ft
O FES POND 427 1
Rim: 4,986.54 ft
Invert: 4,983.97 ft
P I P E 1 7 : 1 2 2 .7 f t @ 0 .0 0 5 f t /f t
E l l i p s e - 1 .9 x 1 .2 f t
P I P E 1 6 : 3 2 .1 f t @ 0 .0 0 4 f t /f t
C i r c l e - 1 8 .0 i n
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16664/25/2023
StormCAD
[10.03.03.44]Bentley Systems, Inc. Haestad Methods Solution CenterMontava Phase E.stsw
Montava Phase E.stsw
Profile Report
Engineering Profile - POND F TO TIMBERLINE (IRR. POND) (Montava Phase E.stsw)
4/25/2023
Active Scenario: 100-YR
4,990.00
4,991.00
4,992.00
4,993.00
4,994.00
4,995.00
4,996.00
4,997.00
4,998.00
4,999.00
5,000.00
5,001.00
5,002.00
5,003.00
5,004.00
5,005.00
-0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00
Station (ft)Elevation (ft)MH 11
Rim: 5,001.02 ft
Invert: 4,992.75 ft
MH 10
Rim: 5,000.58 ft
Invert: 4,992.34 ft
MH 20
Rim: 5,001.39 ft
Invert: 4,996.22 ft
MH 18
Rim: 5,001.00 ft
Invert: 4,994.99 ft
MH 12.1
Rim: 5,001.70 ft
Invert: 4,993.53 ft
MH 9.1
Rim: 5,000.74 ft
Invert: 4,992.28 ft
INLET 15
Rim: 5,001.11 ft
Invert: 4,994.29 ft
INLET 13
Rim: 5,000.43 ft
Invert: 4,993.71 ft
INLET 14
Rim: 5,000.10 ft
Invert: 4,994.08 ft
INLET 12
Rim: 5,000.05 ft
Invert: 4,993.10 ft
INLET 16
Rim: 4,999.65 ft
Invert: 4,994.55 ft
INLET POND D 21
Rim: 4,998.75 ft
Invert: 4,996.48 ft
INLET 17
Rim: 5,001.23 ft
Invert: 4,994.91 ft INLET 19
Rim: 5,001.23 ft
Invert: 4,996.02 ft
O FES POND F 9
Rim: 4,995.16 ft
Invert: 4,992.06 ft
PIPE 34: 86.0 ft @ 0.002 ft/ft
Circl e - 4 8.0 in
PIPE 33: 123.1 ft @ 0.002 ft/ft
Circle - 48.0 in
PIPE 32: 7.0 ft @ 0.004 ft/ft
Circle - 18.0 in
P I P E 3 1 : 1 5.0 f t @ 0 .0 0 5 f t /f t
C i rc le - 3 0.0 i n
PIPE 27: 39.1 ft @ 0.00 5 ft/ft
Circle - 18.0 i n
PIP E 24: 165.0 ft @ 0.002 ft/ft
Circle - 54.0 in PIPE 23: 106.8 ft @ 0.002 ft/ft
Cir cle - 60.0 in
PIPE 22: 29 .0 ft @ 0.002 ft/ft
Ci rcle - 72.0 in
PIPE 36 : 169.6 ft @ 0.002 ft/ft
C ircle - 48.0 in
PIPE 35: 95.7 ft @ 0.002 ft/ft
Circle - 48.0 in
PIPE 28: 52.4 ft @ 0.0 05 ft/ft
Circle - 18.0 in PIPE 38: 167.8 ft @ 0.002 ft/ft
Circle - 48 .0 in PIPE 40: 99.1 ft @ 0.002 ft/ft
Circle - 72 .0 in
PIPE 41: 196.0 ft @ 0.002 ft/ft
Circl e - 48 .0 in
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16664/25/2023
StormCAD
[10.03.03.44]Bentley Systems, Inc. Haestad Methods Solution CenterMontava Phase E.stsw
Montava Phase E.stsw
Profile Report
Engineering Profile - MONTAVA DRIVE (SWALE) TO POND F (Montava Phase E.stsw)
4/25/2023
Active Scenario: 100-YR
4,985.00
4,986.00
4,987.00
4,988.00
4,989.00
4,990.00
4,991.00
4,992.00
4,993.00
4,994.00
4,995.00
4,996.00
4,997.00
4,998.00
4,999.00
5,000.00
-0+50 0+00 0+50 1+00 1+50 2+00 2+50
Station (ft)Elevation (ft)MH 7
Rim: 4,999.48 ft
Invert: 4,990.27 ft
OS POND F 8
Rim: 4,994.28 ft
Invert: 4,990.40 ft
O FES POND F 6
Rim: 4,993.44 ft
Invert: 4,989.91 ft
PI PE 20: 179.0 f t @ 0.002 ft/ft
C ircl e - 2 4.0 in
PI PE 19: 66.2 ft @ 0.0 02 ft/ft
Circle - 24.0 in
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16664/25/2023
StormCAD
[10.03.03.44]Bentley Systems, Inc. Haestad Methods Solution CenterMontava Phase E.stsw
Montava Phase E.stsw
Profile Report
Engineering Profile - POND 427 TO SWALE (Montava Phase E.stsw)
4/25/2023
Active Scenario: 100-YR
4,985.00
4,986.00
4,987.00
4,988.00
4,989.00
4,990.00
4,991.00
4,992.00
4,993.00
4,994.00
4,995.00
-0+50 0+00 0+50 1+00
Station (ft)Elevation (ft)INLET POND 427 5
Rim: 4,993.61 ft
Invert: 4,988.86 ft
O FES POND 427 4
Rim: 4,992.63 ft
Invert: 4,988.74 ft
P I P E 1 8 : 51 .3 f t @ 0.00 2 f t /f t
C ir c le - 4 8.0 in
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16664/25/2023
StormCAD
[10.03.03.44]Bentley Systems, Inc. Haestad Methods Solution CenterMontava Phase E.stsw
Montava Phase E.stsw
Profile Report
Engineering Profile - MOUNTAIN VISTA (SWALE) TO POND 427 (Montava Phase E.stsw)
4/25/2023
Active Scenario: 100-YR
4,980.00
4,981.00
4,982.00
4,983.00
4,984.00
4,985.00
4,986.00
4,987.00
4,988.00
4,989.00
4,990.00
4,991.00
4,992.00
4,993.00
4,994.00
4,995.00
4,996.00
4,997.00
4,998.00
4,999.00
5,000.00
-0+50 0+00 0+50 1+00 1+50 2+00
Station (ft)Elevation (ft)MH 2
Rim: 4,995.40 ft
Invert: 4,984.58 ft
OS POND 427 3
Rim: 4,990.17 ft
Invert: 4,986.97 ft
O FES POND 427 1
Rim: 4,986.54 ft
Invert: 4,983.97 ft
P I P E 1 7 : 1 2 2 .7 f t @ 0 .0 0 5 f t /f t
E l l i p s e - 1 .9 x 1 .2 f t
P I P E 1 6 : 3 2 .1 f t @ 0 .0 0 4 f t /f t
C i r c l e - 1 8 .0 i n
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16664/25/2023
StormCAD
[10.03.03.44]Bentley Systems, Inc. Haestad Methods Solution CenterMontava Phase E.stsw
HY-8 Analysis Results
Crossing Summary Table
Culvert Crossing: SWALE TO POND 427
Headwater Elevation
(ft)
Total Discharge (cfs)Culvert 1 Discharge
(cfs)
Roadway Discharge
(cfs)
Iterations
4995.33 0.00 0.00 0.00 1
4995.33 4.42 4.42 0.00 1
4995.34 8.84 8.84 0.00 1
4995.36 13.27 13.27 0.00 1
4995.38 17.69 17.69 0.00 1
4995.41 22.11 22.11 0.00 1
4995.45 26.53 26.53 0.00 1
4995.50 30.95 30.95 0.00 1
4995.55 35.38 35.38 0.00 1
4995.60 39.80 39.80 0.00 1
4995.67 44.22 44.22 0.00 1
4996.01 62.82 62.82 0.00 Overtopping
POND WQCV 100 YR FLOW
REQUIRED
FOREBAY
VOLUME (1)
FOREBAY
DEPTH (2)
REQUIRED
FOREBAY
AREA (3)
PROVIDED
FOREBAY
AREA
FOREBAY
RELEASE RATE
(4)
WEIR
OPENING
LENGTH
(5)
TRICKLE
CHANNEL
WIDTH
*MAX
TRICKLE
CHANNEL
DISCHARG
E(6)
AC-FT CFS CF IN SF SF CFS FT FT CFS
Dandelion Draw
Pond 1.65 208.2 2152 24 1076 168 4.2 0.84 2 3.90
1) 3.0% OF WQCV WEIGHTED FOR THE AREA TRIBUTARY TO FOREBAY
2) SET FOREBAY DEPTH
3) REQUIRED SURFACE AREA OF FOREBAY BASED ON FOREBAY DEPTH [COLUMN 1 / (COLUMN 2 / 12)]
4) 2.0% OF 100-YEAR FLOW
5) RECTANGULAR WEIR FLOW CALCULATION TO DETERMINE FOREBAY NOTCH OPENING WIDTH
6) SIZE TRICKLE CHANNEL WIDTH SUCH THAT (6)>(5)
7) IN PLANS SIZE FOREBAY DIMENSIONS TO MEET REQUIRED FOREBAY AREA AND DEPTH
* DISCHARGE AT MINIMUM LONGITUDINAL SLOPE OF 0.5%
FOREBAY RELEASE
RATE PERCENT OF
100-YR FLOW
2%
FOREBAY VOLUME
PERCENT OF
WQCV
3%
TRICKLE CHANNEL
DEPTH (FT)0.5
TRICKLE CHANNEL
LONGITUDINAL
SLOPE (FT/FT)
0.005
TRICKLE CHANNEL
ROUGHNESS 0.013
NUMBER OF
CONTRACTIONS 2
WEIR COEFFICIENT 3.33
FOREBAY
FOREBAY F1 - POND F
FOREBAY DESIGN PER TABLE EDB-4 UDFCD VOLUME 3
POND WQCV 100 YR FLOW
REQUIRED
FOREBAY
VOLUME (1)
FOREBAY
DEPTH (2)
REQUIRED
FOREBAY
AREA (3)
PROVIDED
FOREBAY
AREA
FOREBAY
RELEASE RATE
(4)
WEIR
OPENING
LENGTH
(5)
TRICKLE
CHANNEL
WIDTH
*MAX
TRICKLE
CHANNEL
DISCHARG
E(6)
AC-FT CFS CF IN SF SF CFS FT FT CFS
Dandelion Draw
Pond 0.42 44.2 550 18 367 168 0.9 0.44 2 3.90
1) 3.0% OF WQCV WEIGHTED FOR THE AREA TRIBUTARY TO FOREBAY
2) SET FOREBAY DEPTH
3) REQUIRED SURFACE AREA OF FOREBAY BASED ON FOREBAY DEPTH [COLUMN 1 / (COLUMN 2 / 12)]
4) 2.0% OF 100-YEAR FLOW
5) RECTANGULAR WEIR FLOW CALCULATION TO DETERMINE FOREBAY NOTCH OPENING WIDTH
6) SIZE TRICKLE CHANNEL WIDTH SUCH THAT (6)>(5)
7) IN PLANS SIZE FOREBAY DIMENSIONS TO MEET REQUIRED FOREBAY AREA AND DEPTH
* DISCHARGE AT MINIMUM LONGITUDINAL SLOPE OF 0.5%
FOREBAY RELEASE
RATE PERCENT OF
100-YR FLOW
2%
FOREBAY VOLUME
PERCENT OF
WQCV
3%
TRICKLE CHANNEL
DEPTH (FT)0.5
TRICKLE CHANNEL
LONGITUDINAL
SLOPE (FT/FT)
0.005
TRICKLE CHANNEL
ROUGHNESS 0.013
NUMBER OF
CONTRACTIONS 2
WEIR COEFFICIENT 3.33
FOREBAY
FOREBAY I1 - POND 427
FOREBAY DESIGN PER TABLE EDB-4 UDFCD VOLUME 3
POND WQCV 100 YR FLOW
REQUIRED
FOREBAY
VOLUME (1)
FOREBAY
DEPTH (2)
REQUIRED
FOREBAY
AREA (3)
PROVIDED
FOREBAY
AREA
FOREBAY
RELEASE RATE
(4)
WEIR
OPENING
LENGTH
(5)
TRICKLE
CHANNEL
WIDTH
*MAX
TRICKLE
CHANNEL
DISCHARG
E(6)
AC-FT CFS CF IN SF SF CFS FT FT CFS
Dandelion Draw
Pond 0.92 130.0 1198 24 599 168 2.6 0.68 2 3.90
1) 3.0% OF WQCV WEIGHTED FOR THE AREA TRIBUTARY TO FOREBAY
2) SET FOREBAY DEPTH
3) REQUIRED SURFACE AREA OF FOREBAY BASED ON FOREBAY DEPTH [COLUMN 1 / (COLUMN 2 / 12)]
4) 2.0% OF 100-YEAR FLOW
5) RECTANGULAR WEIR FLOW CALCULATION TO DETERMINE FOREBAY NOTCH OPENING WIDTH
6) SIZE TRICKLE CHANNEL WIDTH SUCH THAT (6)>(5)
7) IN PLANS SIZE FOREBAY DIMENSIONS TO MEET REQUIRED FOREBAY AREA AND DEPTH
* DISCHARGE AT MINIMUM LONGITUDINAL SLOPE OF 0.5%
FOREBAY RELEASE
RATE PERCENT OF
100-YR FLOW
2%
FOREBAY VOLUME
PERCENT OF
WQCV
3%
TRICKLE CHANNEL
DEPTH (FT)0.5
TRICKLE CHANNEL
LONGITUDINAL
SLOPE (FT/FT)
0.005
TRICKLE CHANNEL
ROUGHNESS 0.013
NUMBER OF
CONTRACTIONS 2
WEIR COEFFICIENT 3.33
FOREBAY
FOREBAY G1 - POND 427
FOREBAY DESIGN PER TABLE EDB-4 UDFCD VOLUME 3
Sheet 1 of 3
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =46.9 %
B) Tributary Area's Imperviousness Ratio (i = Ia / 100 )i =0.469
C) Contributing Watershed Area Area = 99.840 ac
D) For Watersheds Outside of the Denver Region, Depth of Average d6 = in
Runoff Producing Storm
E) Design Concept
(Select EURV when also designing for flood control)1
F) Design Volume (WQCV) Based on 40-hour Drain Time VDESIGN=1.646 ac-ft
(VDESIGN = (1.0 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12 * Area )
G) For Watersheds Outside of the Denver Region, VDESIGN OTHER= ac-ft
Water Quality Capture Volume (WQCV) Design Volume
(VWQCV OTHER = (d6*(VDESIGN/0.43))
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER= ac-ft
(Only if a different WQCV Design Volume is desired)
I) NRCS Hydrologic Soil Groups of Tributary Watershed
i) Percentage of Watershed consisting of Type A Soils HSG A =%
ii) Percentage of Watershed consisting of Type B Soils HSG B =%
iii) Percentage of Watershed consisting of Type C/D Soils HSG C/D =%
J) Excess Urban Runoff Volume (EURV) Design Volume
For HSG A: EURVA = 1.68 * i1.28 EURVDESIGN = ac-f t
For HSG B: EURVB = 1.36 * i1.08
For HSG C/D: EURVC/D = 1.20 * i1.08
K) User Input of Excess Urban Runoff Volume (EURV) Design Volume EURVDESIGN USER= ac-f t
(Only if a different EURV Design Volume is desired)
2. Basin Shape: Length to Width Ratio L : W = 2.0 : 1
(A basin length to width ratio of at least 2:1 will improve TSS reduction.)
3. Basin Side Slopes
A) Basin Maximum Side Slopes Z = 4.00 ft / ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
4. Inlet
A) Describe means of providing energy dissipation at concentrated
inflow locations:
1.646
5. Forebay
A) Minimum Forebay Volume VFMIN =0.049 ac-ft
(VFMIN = 3%of the WQCV)
B) Actual Forebay Volume VF = ac-ft
C) Forebay Depth
(DF = 30 inch maximum)DF = in
D) Forebay Discharge
i) Undetained 100-year Peak Discharge Q100 = cfs
ii) Forebay Discharge Design Flow QF = cfs
(QF = 0.02 * Q100)
E) Forebay Discharge Design
F) Discharge Pipe Size (minimum 8-inches)Calculated DP =in
G) Rectangular Notch Width Calculated WN = in
Design Procedure Form: Extended Detention Basin (EDB)
Montava Phase E
Martin/Martin, Inc.
April 24, 2023
Fort Collins, CO
G. Kiraly
UD-BMP (Version 3.07, March 2018)
Choose One
Excess Urban Runoff Volume (EURV)
Choose One
Wall with Rect. Notch
Berm With Pipe
Water Quality Capture Volume (WQCV)
Wall with V-Notch Weir
UD-BMP_v3.07_POND F.xlsm, EDB 4/24/2023, 2:11 PM
Sheet 1 of 3
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =80.0 %
B) Tributary Area's Imperviousness Ratio (i = Ia / 100 )i =0.800
C) Contributing Watershed Area Area = 33.520 ac
D) For Watersheds Outside of the Denver Region, Depth of Average d6 = in
Runoff Producing Storm
E) Design Concept
(Select EURV when also designing for flood control)1
F) Design Volume (WQCV) Based on 40-hour Drain Time VDESIGN=0.917 ac-ft
(VDESIGN = (1.0 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12 * Area )
G) For Watersheds Outside of the Denver Region, VDESIGN OTHER= ac-ft
Water Quality Capture Volume (WQCV) Design Volume
(VWQCV OTHER = (d6*(VDESIGN/0.43))
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER= ac-ft
(Only if a different WQCV Design Volume is desired)
I) NRCS Hydrologic Soil Groups of Tributary Watershed
i) Percentage of Watershed consisting of Type A Soils HSG A =%
ii) Percentage of Watershed consisting of Type B Soils HSG B =%
iii) Percentage of Watershed consisting of Type C/D Soils HSG C/D =%
J) Excess Urban Runoff Volume (EURV) Design Volume
For HSG A: EURVA = 1.68 * i1.28 EURVDESIGN = ac-f t
For HSG B: EURVB = 1.36 * i1.08
For HSG C/D: EURVC/D = 1.20 * i1.08
K) User Input of Excess Urban Runoff Volume (EURV) Design Volume EURVDESIGN USER= ac-f t
(Only if a different EURV Design Volume is desired)
2. Basin Shape: Length to Width Ratio L : W = 2.0 : 1
(A basin length to width ratio of at least 2:1 will improve TSS reduction.)
3. Basin Side Slopes
A) Basin Maximum Side Slopes Z = 4.00 ft / ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
4. Inlet
A) Describe means of providing energy dissipation at concentrated
inflow locations:
0.917
5. Forebay
A) Minimum Forebay Volume VFMIN =0.028 ac-ft
(VFMIN = 3%of the WQCV)
B) Actual Forebay Volume VF = ac-ft
C) Forebay Depth
(DF = 30 inch maximum)DF = in
D) Forebay Discharge
i) Undetained 100-year Peak Discharge Q100 = cfs
ii) Forebay Discharge Design Flow QF = cfs
(QF = 0.02 * Q100)
E) Forebay Discharge Design
F) Discharge Pipe Size (minimum 8-inches)Calculated DP =in
G) Rectangular Notch Width Calculated WN = in
Design Procedure Form: Extended Detention Basin (EDB)
Montava Phase E
Martin/Martin, Inc.
April 24, 2023
Fort Collins, CO
G. Kiraly
UD-BMP (Version 3.07, March 2018)
Choose One
Excess Urban Runoff Volume (EURV)
Choose One
Wall with Rect. Notch
Berm With Pipe
Water Quality Capture Volume (WQCV)
Wall with V-Notch Weir
UD-BMP_v3.07_POND 427_G1.xlsm, EDB 4/24/2023, 2:12 PM
Sheet 1 of 3
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =5.0 %
B) Tributary Area's Imperviousness Ratio (i = Ia / 100 )i =0.050
C) Contributing Watershed Area Area = 139.740 ac
D) For Watersheds Outside of the Denver Region, Depth of Average d6 = in
Runoff Producing Storm
E) Design Concept
(Select EURV when also designing for flood control)1
F) Design Volume (WQCV) Based on 40-hour Drain Time VDESIGN=0.421 ac-ft
(VDESIGN = (1.0 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12 * Area )
G) For Watersheds Outside of the Denver Region, VDESIGN OTHER= ac-ft
Water Quality Capture Volume (WQCV) Design Volume
(VWQCV OTHER = (d6*(VDESIGN/0.43))
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VDESIGN USER= ac-ft
(Only if a different WQCV Design Volume is desired)
I) NRCS Hydrologic Soil Groups of Tributary Watershed
i) Percentage of Watershed consisting of Type A Soils HSG A =%
ii) Percentage of Watershed consisting of Type B Soils HSG B =%
iii) Percentage of Watershed consisting of Type C/D Soils HSG C/D =%
J) Excess Urban Runoff Volume (EURV) Design Volume
For HSG A: EURVA = 1.68 * i1.28 EURVDESIGN = ac-f t
For HSG B: EURVB = 1.36 * i1.08
For HSG C/D: EURVC/D = 1.20 * i1.08
K) User Input of Excess Urban Runoff Volume (EURV) Design Volume EURVDESIGN USER= ac-f t
(Only if a different EURV Design Volume is desired)
2. Basin Shape: Length to Width Ratio L : W = 2.0 : 1
(A basin length to width ratio of at least 2:1 will improve TSS reduction.)
3. Basin Side Slopes
A) Basin Maximum Side Slopes Z = 4.00 ft / ft
(Horizontal distance per unit vertical, 4:1 or flatter preferred)
4. Inlet
A) Describe means of providing energy dissipation at concentrated
inflow locations:
0.421
5. Forebay
A) Minimum Forebay Volume VFMIN =0.013 ac-ft
(VFMIN = 3%of the WQCV)
B) Actual Forebay Volume VF = ac-ft
C) Forebay Depth
(DF = 18 inch maximum)DF = in
D) Forebay Discharge
i) Undetained 100-year Peak Discharge Q100 = cfs
ii) Forebay Discharge Design Flow QF = cfs
(QF = 0.02 * Q100)
E) Forebay Discharge Design
F) Discharge Pipe Size (minimum 8-inches)Calculated DP =in
G) Rectangular Notch Width Calculated WN = in
Design Procedure Form: Extended Detention Basin (EDB)
Montava Phase E
Martin/Martin, Inc.
April 24, 2023
Fort Collins, CO
G. Kiraly
UD-BMP (Version 3.07, March 2018)
Flow too small for berm w/ pipe
Choose One
Excess Urban Runoff Volume (EURV)
Choose One
Wall with Rect. Notch
Berm With Pipe
Water Quality Capture Volume (WQCV)
Wall with V-Notch Weir
UD-BMP_v3.07_POND 427_I1.xlsm, EDB 4/24/2023, 2:12 PM
PROJECT INFORMATION
PROJECT NAME:MONTAVA PHASE E
PROJECT #:19.1354
POND NAME:POND F
DATE:04/24/23
Required Water Quality Volume = (ft³)
(ac-ft)
Water Quality Surface Elevation =
Required 5-Year Volume = (ft³)
(ac-ft)
5-Year Water Surface Elevation =
Required 10-Year Volume = (ft³)
(ac-ft)
10-Year Water Surface Elevation =
Required 100-Year Volume = (ft³)
(ac-ft)
100-Year Water Surface Elevation =
Total Pond Volume =496125 (ft³)
11.389 (ac-ft)
Incremental Volume=
Contour
Elevation
Contour Area
(ft²)
Cumulative Volume
(ft³)
Cumulative Volume
(acre-ft)
4990.47 0.0 0 0.00
4990.50 41.2 0 0.00
4991.00 463.0 107 0.00
4991.50 3162.8 913 0.02
4992.00 9894.5 4022 0.09
4992.50 19589.4 11256 0.26
4993.00 29276.8 23392 0.54
4993.50 36553.3 39816 0.91
4994.00 41950.4 59426 1.36
4994.50 47004.8 81653 1.87
4995.00 51396.2 106245 2.44
4995.50 55313.9 132917 3.05
4996.00 58522.6 161372 3.70
4996.50 61803.0 191450 4.40
4997.00 65172.8 223190 5.12
4997.50 68637.2 256639 5.89
4998.00 72214.4 291848 6.70
4998.50 75901.8 328873 7.55
4999.00 79687.4 367767 8.44
4999.50 83574.7 408578 9.38
5000.00 87568.4 451360 10.36
5000.50 91506.8 496125 11.39
Volume
(ft³)
0
0
107
44765
42782
22227
24592
26672
28455
30078
31740
33449
35209
37025
38893
40812
12136
16424
19610
806
3109
7234
4/24/2023 2:43 PM
Pond_WSEL
G:\LOVATO\19.1354-Montava Phase 1a\ENG\DRAINAGE\PHASE E\EXCEL\PONDS\POND F\Stage_Storage_POND F.xlsm
PROJECT INFORMATION
PROJECT NAME:MONTAVA PHASE E
PROJECT #:19.1354
POND NAME:POND 427
DATE:04/24/22
Required Water Quality Volume = (ft³)
(ac-ft)
Water Quality Surface Elevation =
Required 5-Year Volume = (ft³)
(ac-ft)
5-Year Water Surface Elevation =
Required 10-Year Volume = (ft³)
(ac-ft)
10-Year Water Surface Elevation =
Required 100-Year Volume = (ft³)
(ac-ft)
100-Year Water Surface Elevation =
Total Pond Volume =927487 (ft³)
21.292 (ac-ft)
Incremental Volume=
Contour
Elevation
Contour Area
(ft²)
Cumulative Volume
(ft³)
Cumulative Volume
(acre-ft)
4986.69 0.0 0 0.00
4987.00 177.1 18 0.00
4987.50 1721.0 427 0.01
4988.00 8496.2 2767 0.06
4988.50 19449.0 9567 0.22
4989.00 35869.3 23189 0.53
4989.50 56820.1 46161 1.06
4990.00 76050.1 79262 1.82
4990.50 92537.1 121341 2.79
4991.00 107563.2 171319 3.93
4991.50 121855.5 228637 5.25
4992.00 134125.4 292608 6.72
4992.50 144156.1 362163 8.31
4993.00 151784.3 436140 10.01
4993.50 156896.0 513306 11.78
4994.00 160926.6 592760 13.61
4994.50 164115.0 674019 15.47
4995.00 167258.4 756861 17.38
4995.50 170697.6 841349 19.31
4996.00 173858.6 927487 21.29
22972
33101
42079
2340
6800
13622
49978
57318
63971
69555
73977
77167
79454
81259
82842
84488
86138
Volume
(ft³)
0
18
408
4/24/2023 2:43 PM
Pond_WSEL
G:\LOVATO\19.1354-Montava Phase 1a\ENG\DRAINAGE\PHASE E\EXCEL\PONDS\POND 427\Stage_Storage_POND 427.xlsm
0
2
4
6
8
10
12
14
16
0.0
100000.0
200000.0
300000.0
400000.0
500000.0
600000.0
0.00 2.00 4.00 6.00 8.00 10.00 Discharge (cfs)Volume (ac-ft)Depth (ft)
Pond F Stage-Storage-Discharge
Volume [ac ft]Total
Outflow [cfs]
0
1
2
3
4
5
6
7
8
0.0
100000.0
200000.0
300000.0
400000.0
500000.0
600000.0
700000.0
800000.0
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 Discharge (cfs)Volume (ac-ft)Depth (ft)
Pond 427 Stage-Storage-Discharge
Volume [ac ft]Total
Outflow [cfs]
PROJECT INFORMATION
PROJECT NAME:
PROJECT #:
POND NAME:
DATE:
Emergency Overflow Weir Type:
100-Year Weir
C = 3.00
Q1
Z = 4
H = 0.50 (ft)
Q = 0.8 (cfs)
Q2
Z = 12 (ft)
L = 203.93 (ft)
Where: H = 0.50 (ft)
Q = Discharge (cfs) Q = 216.3 (cfs)
L = Horizontal Weir Length (ft)Q3
H = Head Above Weir Crest Excluding Velocity Head (ft) Z = 4.0 (ft)
C = Broad-Crested Weir Coefficient (2.38-3.32)
H1 =0.50 (ft)
Z = Slope of the Weir Subsection (1 foot vertical: Z feet horizontal) Q = 0.8 (cfs)
QTotal
QTotal =218.0 (cfs)
Undetained 100-Year Inflow = 218.0 (cfs)
100-Year Depth (H2) =0.50 (ft)
Crest Elevation = 5001.55
Top of Pond Elevation = 5002.05
Sloping Broad-Crest Weir
Montava - Phase E
19.1354
Pond F
11/22/22
11/28/2022 8:06 AM
Emergency Overflow
G:\LOVATO\19.1354-Montava Phase 1a\ENG\DRAINAGE\PHASE E\EXCEL\PONDS\POND F\Pond F Emergency_Spillway.xls
PROJECT INFORMATION
PROJECT NAME:
PROJECT #:
POND NAME:
DATE:
Emergency Overflow Weir Type:
100-Year Weir
C = 3.00
Q1
Z = 4
H = 0.50 (ft)
Q = 0.8 (cfs)
Q2
Z = 12 (ft)
L = 152.08 (ft)
Where: H = 0.50 (ft)
Q = Discharge (cfs) Q = 161.3 (cfs)
L = Horizontal Weir Length (ft)Q3
H = Head Above Weir Crest Excluding Velocity Head (ft) Z = 4.0 (ft)
C = Broad-Crested Weir Coefficient (2.38-3.32)
H1 =0.50 (ft)
Z = Slope of the Weir Subsection (1 foot vertical: Z feet horizontal) Q = 0.8 (cfs)
QTotal
QTotal =163.0 (cfs)
Undetained 100-Year Inflow = 163.0 (cfs)
100-Year Depth (H2) =0.50 (ft)
Crest Elevation = 4995.59
Top of Pond Elevation = 4996.09
Sloping Broad-Crest Weir
Montava - Phase E
19.1354
Pond 427
11/22/22
11/28/2022 8:06 AM
Emergency Overflow
G:\LOVATO\19.1354-Montava Phase 1a\ENG\DRAINAGE\PHASE E\EXCEL\PONDS\POND 427\Pond 427 Emergency_Spillway.xls
Montava – Phase E Outfall & Detention System
April 26, 2023
D-Drainage Plans
907904438POND A2426424430436435437POND D425432427MAPLE HILLSUBDIVISIONSTORYBOOKSUBDIVISIONSODFARMANHEUSERBUSCHWATERGLENSUBDIVISIONTRAIL HEADSUBDIVISIONL&W CANALNO. 8 DITCH
L&W CANALN. GIDDINGS RD.
C&S RAILROAD
I-25 RICHARDS LAKE RD. (CR 52)MOUNTAIN VISTA DR. (CR 50)24274.274.1 7773.2
36
3523529
229
25
7572.2
2632.1941234
231 3423722723226.126.232730
303132833.17435729743172584189137822.19419428349407438726826833.2842829730831828822.272.1 73.1 POND EPOND F15.0MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
MONTAVA
PHASE E
STORMWATER
INFRASTRUCTURE PLANS
COOPER SLOUGH INTERIM DRAINAGE PLAN
16.0MARTIN/MARTIN
C O N S U L T I N G E N G I N E E R S
12499 WEST COLFAX AVENUE, LAKEWOOD, COLORADO 80215
303.431.6100 MARTINMARTIN.COM
NOT FOR CONSTRUCTION
MONTAVA
PHASE E
STORMWATER
INFRASTRUCTURE PLANS
COOPER SLOUGH INTERIM DRAINAGE PLANBASIN SUMMARYBASIN IDAREA (AC)% IMPQ100 (CFS)17525140243445280251295140261555226288210108292692910003034492313118573093212061003412992133735231483829154692003454620115561A1155966A2146983D4460174E157171F_E216076F_D3560141G13480130G1_EX40531G288052CONVEYANCE SUMMARYSWMMELEMENTEX. Q100(CFS)INT. Q100(CFS)2410N/A24of13N/A256976972631832926.1N/A1326.2N/A528N/A4229662662303123123131931932.125613132.22561623417181717371361363845645672.144824572.244824573.140024573.240024074.140325074.24034097540140376391391771001992227324122811N/A229688688231131813172320023413341334235414414236154715472372112102426506382443173177303232828D12N/A828L448N/A842D650638842L391391940D315314940L13351335941316316DESIGN POINT SUMMARYSWMMELEMENTEX. Q100(CFS)INT. Q100(CFS)3130930932300162371481483846946972352N/A725696696726237238727139N/A72910001000730322322822.1415285822.24152458264948828448244829705704831460244833.1389263833.2416409834178817888394034058414064078421047103884365063884439139190468168190747947994017181717941315314942133513357430292974311377137774354154157436154715477437256255POND SUMMARYSWMMELEMENTEX. Q100 IN(CFS)INT. Q100 IN(CFS)EX. Q100OUT (CFS)INT. Q100OUT (CFS)EX. VOL.(AC-FT)INT. VOL.(AC-FT)424128028026266642516976974794796262426113841383681678242242427113716188718.74281236N/A60N/A17N/A4301231231292966432125615833245343713693692562557743819048831111139139A22N/A84N/A23N/A1.4D2N/A174N/A5N/A9E2N/A210N/A3N/A17.5F2N/A218N/A13N/A10.7