HomeMy WebLinkAboutPOLESTAR VILLAGE - PDP220010 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORTi
PRELIMINARY DRAINAGE REPORT
FOR
POLESTAR VILLAGE
Prepared For:
POLESTAR GARDEN, INC
PO BOX 211582
FORT COLLINS, COLORADO 80521
Michael Gornik
(808) 443-9956
OCTOBER, 26TH 2022
Project No. 39797.01
Prepared By:
JR Engineering, LLC
2900 South College Avenue, Suite 3D
Fort Collins, CO 80525
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TABLE OF CONTENTS
TABLE OF CONTENTS ......................................................................................................................... ii
APPENDIX ..................................................................................................................................... iii
Engineer’s Certification Block ........................................................................................................... iv
GENERAL DESCRIPTION AND LOCATION ............................................................................................ 1
LOCATION ..................................................................................................................................... 1
DESCRIPTION OF PROPERTY .......................................................................................................... 1
MASTER DRAINAGE BASIN DESCRIPTION ....................................................................................... 1
FLOODPLAIN SUBMITTAL REQUIREMENTS ..................................................................................... 2
DRAINAGE BASINS AND SUB-BASINS ................................................................................................. 2
MAJOR BASINS AND SUB-BASINS ................................................................................................... 2
EXISTING SUB-BASIN DESCRIPTION ................................................................................................ 2
EXISTING OFFSITE DRAINAGE BASINS ............................................................................................ 2
EXISTING OFFSITE DRAINAGE DESCRIPTIONS ................................................................................. 3
PROPOSED SUB-BASINS DESCRIPTIONS ......................................................................................... 3
OFFSITE SUB-BASINS DESCRIPTIONS .............................................................................................. 6
PROJECT DESCRIPTION ...................................................................................................................... 6
PROJECT DESCRIPTION .................................................................................................................. 7
PROPOSED DRAINAGE FACILITIES ...................................................................................................... 8
GENERAL CONCEPT ....................................................................................................................... 8
WATER QUALITY/ DETENTION FACILITIES ...................................................................................... 8
LOW IMPACT DEVELOPMENT ........................................................................................................ 8
DRAINAGE DESIGN CRITERIA ............................................................................................................. 9
REGULATIONS ............................................................................................................................... 9
FOUR STEP PROCESS TO PROTECT RECEIVING WATERS ................................................................. 9
DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS ........................................................... 10
HYDROLOGIC CRITERIA ................................................................................................................ 11
HYDRAULIC CRITERIA ................................................................................................................... 12
FLOODPLAIN REGULATIONS COMPLIANCE ................................................................................... 12
MODIFICATIONS OF CRITERIA ...................................................................................................... 13
EROSION CONTROL ..................................................................................................................... 13
CONCLUSIONS ................................................................................................................................. 13
COMPLIANCE WITH STANDARDS ................................................................................................. 13
DRAINAGE CONCEPT ................................................................................................................... 14
REFERENCES .................................................................................................................................... 15
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APPENDIX
Appendix A – Figures
Appendix B – Hydrologic Calculations
Appendix C – Hydraulic Calculations
Appendix D – Water Quality Calculations
Appendix E – Reference
Appendix F – Maps
Appendix G – LID Exhibit
Appendix H – Variance Application
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Engineer’s Certification Block
I hereby attest that this report for the final drainage design for the Polestar Village 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.
Timothy J Halopoff , PE
Registered Professional Engineer
State of Colorado No. 37953
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GENERAL DESCRIPTION AND LOCATION
LOCATION
The site is located in The Northwest Quarter of Section 16, Township 7 North, Range 69 West of the
6th P.M. in the City of Fort Collins, Larimer County, Colorado. More specifically, the site is a 20.55-acre
property that is currently undeveloped. The site borders Mountaire Subdivision to the east, and to the
south, the site borders the back of single-family residential lots facing west Elizabeth Ave. To the west,
the site borders the Scenic Views retention pond and the Scenic Views Subdivision. To the north, the site
borders a single-family residential subdivision, Locust Grove Filing No. 3, the street Orchard Place and
Locust Grove Filing No. 2. For additional information, refer to the site vicinity map within Appendix A of
this report.
DESCRIPTION OF PROPERTY
The site generally drains west to east at a 2.5% to 1% slope. The site is located in the Canal Importation
Basin, specifically north of West Elizabeth Street, east of South Overland Trail, and directly East of the
Scenic Views Subdivision. The existing streets Orchard Place and West Plum Street dead end within the
site. The Natural Resources Conservation Service (NRCS) soil survey shows that the majority are type C
soils, which are characterized by a lower infiltration rate and corresponding higher runoff rates. The
remaining soil on site are made up of Type B soils, which are characterized by a moderate infiltration rate
and lower runoff rates. For additional information, refer to the NRCS soil map within Appendix A of this
report. The existing site is currently used for Agricultural purposes and has an existing house, greenhouse,
and field purposed of crops and native grass. The existing irrigation ditch; i.e. the Pleasant Valley and Lake
Canal is within the site and borders the western boundary. The existing groundwater depths and boring
locations are shown within Appendix E of this report. The depth from the bottom of the proposed pond
to ground water is approximately 6 to 9 feet deep, as shown in the Polestar Groundwater measurements
spreadsheet in appendix E of this report. An under-drain system will be designed at final design to lower
the site’s groundwater elevations, and the proposed buildings on the site will not have basements.
MASTER DRAINAGE BASIN DESCRIPTION
The site is located in the Canal Importation basin. The 2022 Canal Importation Basin – Selected Plan
Update plan by Jacobs Engineering preliminary report specifies that the site is to have a regional detention
facility. For additional information on the drainage patterns and characteristics of the site, refer to the
Drainage Basins and Sub-Basins section of this report.
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FLOODPLAIN SUBMITTAL REQUIREMENTS
The site is on FEMA FIRM panel 08069C0960F, dated 12/19/2006, as shown in Appendix A. The site lies
within FEMA Zone X, areas which are determined to be outside the 0.2% annual chance floodplain. The
site is not located within a FEMA regulated floodplain, as shown in Appendix A in the FEMA attachments.
The site is located in the City of Fort Collins Canal Importation floodway and floodplain, as shown in
Appendix A in the City of Fort Collins Flood map. A CLOMR will be prepared after first round PDP
comments and a LOMR will be prepared after the construction survey is performed.
At time of FP a description will be provided describing how the development is within the applicable
floodplain regulation (Chapter 10 of City Code); i.e elevations of the lowest floor above the regulatory
flood protection elevation flood proofing, floodway regulation, erosion buffer zone regulation, no-rise,
etc. The floodplain use permit will not be submitted until overlot grading.
DRAINAGE BASINS AND SUB-BASINS
MAJOR BASINS AND SUB-BASINS
The Polestar Village site is 20.55 Acres; the site will be developed into a single-family, multi-family
residential community with a community center and other amenities. The site will include future regional
onsite and offsite detention. The site is located in the Canal Importation basin.
EXISTING SUB-BASIN DESCRIPTION
There are offsite areas that flow across the proposed development site. The existing drainage basins within
the site flow from west to east. The existing basin map is shown in Appendix F of this report.
Basin EX1 20.54, acres and 3.1% impervious. This basin is composed of native grassland, an existing shed,
and drains to a swale towards West Plum Street.
EXISTING OFFSITE DRAINAGE BASINS
Currently, the site collects offsite runoff at two different locations. The site is currently in the
overflow path of the Scenic Views retention pond and receives direct runoff from Locust Grove
Filing No. 3; which enters the site via curb and gutter from Locust Grove Drive. The Scenic Views
retention facility, receives overflow runoff from the Pleasant Valley and Lake Canal, runoff from
the Scenic Views Multi-family Subdivision, the Colorado State Equine Horse center, and the
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Center of Disease Control facility. For additional information, refer to the existing drainage basin
map in Appendix F of this report.
EXISTING OFFSITE DRAINAGE DESCRIPTIONS
The offsite flows are currently routed through the site. The existing offsite basins have been
modeled in the Canal Importation - Basin Selected Plan Updates Alternatives Analysis Report, by
Jacobs, dated February 2022. The basin map for the offsite areas is shown within the Existing
Drainage Map in Appendix F.
Basin 13, 2.9 acres and 10% impervious. This basin is directly tributary to the privately owned
Scenic Views retention facility. The Scenic Views Pond was designed by JR Engineering, LTD. to
be a temporary retention facility in 1998 as shown in Appendix E of this report. The temporary
retention facility has not yet been converted into a detention facility. The retention pond is
pumped into the Pleasant Valley and Lake Canal via existing submersible sumps pump, as shown
in Appendix E of this report. The main pump has to be manually started, so the pond was modeled
as a complete retention pond with no outflow, just an overflow path within the existing SWMM
model. From the 1998 Scenic Views report, the manually operated pump system is designed to
evacuate the pond within 24 hours after a large rainstorm event.
Basin 10, 64.4 Acres and 20% impervious. This basin is tributary to the Colorado State University
Equine Reproduction Laboratory, located west of the site directly west of South Overland Trail.
Runoff from this basin is released from the Equine Center pond and is then piped to the Scenic
Views pond.
PROPOSED SUB-BASINS DESCRIPTIONS
To model the proposed runoff going into the on-site detention facility the pond was modeled as
a composite 20.5-acre basin in SWMM a with 47.1% impervious value. The following is a
description of the individual sub-basins for the composite basin. At time of Final, the drainage
basins will be broken up and delineated in more detail, and runoff will be routed at corresponding
design points with the rational method. The proposed site and pond drainage will be modeled in
a composite basin within SWMM.
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Basin A1, 1.00 acres and 17% impervious this basin is composed of open space a proposed walk
and a sand filter and an overflow structure that treats runoff and water quality from the Polestar
Village site.
Basin A2, 0.60 acres and 51% impervious this basin is composed of multi-family residential units,
an alley, and onsite parking. The runoff from this basin will be conveyed via a paned alley to the
curb and gutter on West Plum Street.
Basin A3, 0.59 acres and 28% impervious this basin is composed of multi-family residential units,
and a swale. The runoff from this basin will be conveyed via a swale and chase to West Plum
Street.
Basin A4, 2.13 acres and 52% impervious this basin is composed of multi-family residential units,
paved walk and paved driveways paved parking spaces. The runoff from this basin goes to design
point 4a at an on-grade inlet and drains on West Plum Street.
Basin A5, 1.85 acres and 61% impervious this basin is composed of a local residential street, paved
walk, and paved driveways. The runoff from this basin goes to design point 5a and drains onto
the West Plum Street.
Basin A6, 0.97 acres and 66% impervious this basin is composed of a local street West Plum
Street, paved walk and front-facing multi-family units. The runoff from this basin goes to a sump
inlet at design point 6a.
Basin A7, 0.88 acres and 59% impervious this basin is composed of a local Street West Plum,
paved walk. The runoff from this basin goes to a sump inlet at design point 7a.
Basin B1, 0.98 acres and 57% impervious this basin is composed of a residential alley, multi-family
residential units, paved driveways and paved walk ways. The runoff from this basin drains to
design point 1b and is treated for water quality within a rain garden, and then overflows into the
detention facility.
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Basin B2, 0.56 acres and 66% impervious this basin is composed of open space and a side swale
that runs adjacent to the property line. The runoff from this basin drains into a rain garden where
it is treated for water quality and then the runoff outfalls into the on-site detention facility.
Basin C1, 0.28 acres and 57% impervious this basin is composed of residential duplex units, paved
walk, and a rain-garden. The runoff from this basin drains into a rain garden, where it is then
released into the detention facility.
Basin C2, 0.34 acres, and 29% impervious this basin is composed of paved walk, grass and multi-
family units. The runoff from this basin drains into a type C inlet a design point 2C.
Basin D1, 3.05 acres and 49% impervious this basin is composed a paved alley, and paved walk.
The runoff from this basin drains into rain garden on the eastern border of this basin.
Basin D2, 0.2 acres and 76% impervious this basin is comprised of a local residential street and
paved walk. The runoff from this basin drains via chase curb and gutter and it is then treated for
water quality within a rain garden within basin D1.
Basin D3, 0.19 acres and 76% impervious this basin is comprised of a local residential street and
paved walk. The runoff from this basin drains via chase curb and gutter and it is then treated for
water quality within a rain garden within Basin D4.
Basin D4, 0.38 acres and 68% impervious this basin is comprised of alleys, multi-family residential
units and paved walk. The runoff from this basin drains to a sump inlet at design point 4d.
Basin E1, 2.20 acres and 41% impervious this basin consists of West Orchard Place and single
family residential units. The runoff from this basin will drain to an on-grade inlet a design point
1e.
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Basin E2, 0.45 acres and 56% impervious this basin consists of a local residential road West
Orchard Place, single family units and drains via curb and gutter to an on grade inlet a design
point 2e
Basin F1, 3.86 acres and 32% impervious this basin is composed of the onsite detention facility.
O-1, 0.48 acres and 58% impervious this basin drains onto existing West Orchard Place and is
left untreated. The total area of the site left untreated is under one acre. The area that is single
family to be developed is 0.22 acres. Water quality for this basin is left untreated since this basin
borders this existing West Orchard Place and drains directly on the existing roadway. JR
engineering wants to avoid adding an inlet where the access road is currently, and this will be the
approximate location for the future pond outfall once the site is entirely developed as shown in
the ultimate pond configuration in is shown within Appendix F of this report. Due to the small
size of this basin it is not anticipated to negatively effect the downstream drainage infrastructure.
O-2, 0.08 acres and 55% impervious this basin drains onto West Orchard Place and is left
untreated. This basin is a portion of a proposed a single-family lot, proposed curb and gutter and
asphalt for Orchard Place the runoff from this basin drains offsite onto the existing street Orchard
Place. Due to the small size of this basin it is not anticipated to negatively effect the down stream
drainage infrastructure.
OFFSITE SUB-BASINS DESCRIPTIONS
The offsite basins for the site are shown and described below.
OSI, 8.33 acres and 58% impervious. This basin is composed of an existing residential subdivision
Locust Grove Filling No. 3. The runoff from this basin drains on to the site via curb and gutter.
For additional information, see the proposed drainage map in Appendix F of this report.
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OS2, 2.20 acres and 66% impervious. This basin is composed of an existing residential subdivision
Locust Grove Filling No. 3. The runoff from this basin drains on to the site via curb and gutter.
For additional information, see the proposed drainage map in Appendix F of this report.
The existing offsite basins modeled in the Canal Importation - Basin Selected Plan Updates
Alternatives Analysis Report, by Jacobs, dated February 2022, is shown within the existing
drainage map in Appendix F.
Basin 13, 2.9 acres and 10% impervious. This basin is directly tributary to the Scenic Views
retention facility.
Basin 10, 64.4 Acres and 20% impervious. This basin is tributary to the equine center pond,
Located west of the site directly west of South Overland Trail. Runoff from this basin is released
from the Equine Center pond and is then piped to the Scenic Views pond.
Basin 11, 23.1 Acres and 70% impervious. This basin is tributary to the Scenic View’s subdivision
runoff from this basin is detained in the Scenic Views pond.
PROJECT DESCRIPTION
PROJECT DESCRIPTION
Polestar Village is a residential multi-family development that will consist of a community center,
wellness center, alleys, local and collector roadways. The Polestar Village site will hold regional
detention and water quality for the site. In the future after the site is fully developed the Canal
Importation basin offsite improvements will be built with additional volume from the Jacobs Canal
Importation basin Selected Plan updated February 2022. The Canal Importation Basin
improvements are still being worked out with by the City. JR Engineering has designated
approximately 3 acres of the site for regional detention. The detention facility volume
requirements were done by modeling the site in EPA SWMM. The future onsite regional
detention facility is shown in Appendix F of this report.
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PROPOSED DRAINAGE FACILITIES
GENERAL CONCEPT
The proposed improvements to the Polestar Village site will result in the developed condition being
treated and detained for water quality. Low-impact development best management practices are proposed
to improve the quality of runoff and aid in reducing peak flows. Specifically, rain gardens are proposed
near the central portion of the site to treat and provide water quality for the majority of the development.
Runoff from the site is captured in inlets located in the alleys and grate inlet along the curb and gutter.
Runoff is conveyed in storm sewers, along curb and gutter, and via surface flow to rain gardens. Secondly,
surface overflow paths will be provided, such that the 100-year storm flows remain at least one foot below
the finished floor elevation at the time of the final drainage report.
WATER QUALITY/ DETENTION FACILITIES
The majority of the water quality is treated within the onsite rain gardens. The remaining water quality
within the site will be treated in the water quality and detention facility. A small portion of the site 0.45
acres will be left untreated due to type B lots draining onto the West Orchard R.O.W adjacent to the lot
frontage. The LID water quality treatment exhibit is shown within Appendix G of this report. Water
quality is being treated for the existing subdivision Locust Grove which drains directly onto the site.
LOW IMPACT DEVELOPMENT
A minimum of 75 percent of new impervious surface area is treated by a Low-Impact Development (LID)
best management practice (BMP) in accordance with City criteria. An illustrative LID/ Surface Map is
provided in Appendix G, and the sizing of the LID methods is provided in Appendix D.
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DRAINAGE DESIGN CRITERIA
REGULATIONS
This report was prepared to meet or exceed the City of Fort Collins stormwater criteria. The City of
Fort Collins Stormwater Criteria Manual (dated 2018)(FCSCM) and the Urban Drainage Flood Control
District’s (UDFCD) Drainage Criteria Manual (USDCM) Volumes 1, 2 and 3 were referenced as guidelines
for this design.
FOUR STEP PROCESS TO PROTECT RECEIVING WATERS
The City of Fort Collins requires the Four Step Process to protect receiving waters. The four step process
incorporates reducing runoff volume, treating water quality capture volume, stabilizing streams, and
implementing long-term source controls. Volume reduction is an important part of the Four Step Process
and is fundamental to effective stormwater management. Per City criteria, a minimum of 75 percent of
new impervious surface area must be treated by a Low-Impact Development (LID) best management
practice (BMP). The site incorporates rain gardens to provide water quality. The rain gardens and sand
filter will need to be cleaned and maintained to allow for long-term protection of the receiving waters.
The proposed LID BMPs will have the effect of slowing runoff through the site lot and increasing infiltration
and rainfall interception by encouraging infiltration and careful selection of vegetative cover. The
improvements will decrease the runoff coefficient from the site and are expected to have no adverse
impact on the timing, quantity, or quality of stormwater runoff. Overall water quality will be improved by
the development. The site will treat existing untreated water quality for the Locust Gove subdivision as
shown in the drainage maps in Appendix E; thus, eliminate existing sources of potential pollution from
existing sheet flow erosion. The majority of new impervious area is treated by the proposed raingarden
in the northwestern portion of the site as illustrated in the LID/Surface Map is provided in Appendix G.
Refer to Appendix G for additional information on water quality treatment methods throughout the site.
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DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS
The site is part of the Canal Importation - Basin Selected Plan Updates Alternatives Analysis Report, by
Jacobs Engineering Group and is currently in the process of preliminary design. The site was previously
analyzed in the Canal Importation Basin Hydrologic Conversion from MODSWMM to EPA SWMM 5.1;
Anderson Consulting Engineers, Inc, December 6, 2013, (Revised July 3rd 2014). Jacobs Engineering group
is currently modifying the Anderson model for the City of Fort Collins Capital Improvement plan for the
Canal Importation basin. JR Engineering will evaluate the floodplain for the site, and JR Engineering is in
the process of preforming a CLOMR to show that the improvements to the site are not within the
floodplain. The CLOMR will show changes to the existing floodway via an approved CLOMR. The
improvements for the planned regional Happy Hearts detention facility will take place in the future after
the site is developed into Polestar Village. The Polestar Community will not impact the downstream
development, and onsite detention will be provided within the site, but the homes downstream of the site
will remain within the floodplain until the improvements to the offsite and onsite facilities are put in place
as recommended in the Canal Importation - Basin Selected Plan Updates, by Jacobs. The following items
are a list of the subject improvements.
Conversion of Scenic Views retention pond to a detention pond.
Addition of a pipe outfall from the Scenic views detention pond to the Happy Heart Farms i.e
Polestar detention pond.
Increasing the volume of the onsite detention pond per the proposed outfall.
Construction of the planned outfall from the regional detention facility
The Canal Importation - Basin Selected Plan Updates, by Jacobs is currently in a preliminary stage is subject
to change. Currently in the 100-year event the Pleasant Valley and Lake Canal overflows and spills into
the Scenic Views pond. The Scenic Views pond has a manually operated pumped outfall to the Pleasant
Valley and Lake Canal. In the 100-year event, water overtops the Scenic views pond and goes on the
Polestar site, creating a floodplain as shown in the existing drainage map within Appendix F. In the
proposed condition, the floodplain will go onto the onsite sand filter, overtop W. Plum Street and then
the floodplain will be contained within the proposed detention facility, however due to the shallow gravity
outfall and limited volume the ultimate detention facility as shown in Appendix E cannot be built due to
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the lack of a deep gravity outfall. The interim condition provides a drainage easement, an energy dissipation
structure, a concrete pan and will convey runoff as shown in the exhibit in Appendix E.
The onsite detention for the site i.e the required runoff difference between the 100 year developed inflow
rate and the 2-year historic runoff is 4.63 Acre-ft as shown in Appendix B. The detention provided onsite
within the interim condition is 6.95 Acre-ft. In the future when the regional outfall is constructed, the
pond will be able to be deeper and detain the offsite runoff in the available footprint, as shown in the
Drainage Plan with Future Regional Detention in Appendix F.
HYDROLOGIC CRITERIA
Weighted percent imperviousness were calculated for each basin using the Fort Collins Stormwater
Criteria Manual Table 3.2-2 for each basin. EPA SWMM was used to model the runoff for the site since
the corresponding tributary area of the site is over 20 acres, and there are multiple detention basins
upstream of the site that are in series with one another. The City of Fort Collins area has rainfall depths
associated with the table below as shown in Chapter 5 of the Fort Collins Stormwater Criteria Manual.
The corresponding site and tributary area were modeled in SWMM for the 2-year storm and the 100-
year storm.
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HYDRAULIC CRITERIA
At time of the Final Plan (FP) StormCAD will be utilized to determine the hydraulic capacity of the storm
sewer system on site. Additionally, hydraulic calculations for items such as; street capacity, inlet capacity,
swales, channels and the emergency spillway will be provided within the Final Drainage Report.
FLOODPLAIN REGULATIONS COMPLIANCE
As previously stated, the site lies within FEMA Zone X, areas which are determined to be outside the
0.2% annual chance floodplain. The site is not located within a FEMA-regulated floodplain, as shown in
Appendix A in the FEMA attachments. The site is located in the City of Fort Collins Floodplain and there
is a floodway within the site, as shown in Appendix A in the City of Fort Collins Flood map. All
development will be in compliance with Chapter 10 of the City of Fort Collins Code.
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MODIFICATIONS OF CRITERIA
JR is proposing that the spillway depth for the Scenic View and the onsite detention and future regional
detention pond be one foot deep with one foot of freeboard. JR Engineering wants to minimize overall
breath of the overflow path to protect downstream infrastructure. The current City Stormwater Criteria
Manual specifies that the maximum spill depth be 6 inches. Exhibits of the spillway and the overflow path
have been provided in Appendix C. The variance request forms are attached in Appendix H.
EROSION CONTROL
A statement of compliance with Erosion Control Criteria and all Erosion Control Materials will be
provided with the Final Drainage Report.
CONCLUSIONS
COMPLIANCE WITH STANDARDS
The hydrologic and water quality calculations were performed using the required methods as outlined in
the City of Fort Collins Stormwater Criteria Manual.
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DRAINAGE CONCEPT
The proposed concept for the Polestar Village Development involves surface flows and piping of developed
conditions and offsite flow through the interim detention facility. The site includes LID water quality
facilities with a sand filter and raingardens. Runoff for the site will be treated in a regional interim detention
facility onsite. The Polestar Detention Summary table below shows how the site exceeds the requirements
for onsite detention in the interim condition and in the ultimate condition. Jacobs calculated the ultimate
volume within the recommended in the Canal Importation - Basin Selected Plan Updates dated January
2022. The total ultimate detention volume was calculated by adding the recommended volume 8.3 Acre-
ft with the required interim detention volume 4.63 Acre-ft for the Polestar site for a total Volume of 12.38
Acre-ft. The provided detention volumes are from the proposed and ultimate SWMM models. The
ultimate condition has no defined timeline and could take place in a time period of 10 to 30 year years.
POLESTAR DETENTION SUMMARY TABLE
CONDITION
REQUIRED VOLUME
(ACRE-FT)
PROVIDED VOLUME
(ACRE-FT)
ADDIONAL VOLME
PROVIDED ( ACRE-FT)
INTERIM 4.63 6.95 2.32
ULTIMATE 12.93 14.87 1.94
The interim detention pond provides additional detention for offsite runoff to avoid overtopping of the
spillway onto the Mounaire subdivision directly east of the site. In the interim condition, the site has an
overflow structure with and a 42-inch RCP pipe with a forebay / energy dissipation structure. In the
interim condition runoff will release through a proposed drainage channel within a 20 ft easement to the
existing Plum Channel drainage conveyance system.
The site also provides offsite water quality for the Locust Grove subdivision within the interim detention
pond, which in the current condition is left untreated. The proposed improvements will have no additional
adverse impacts on the flow rate, character, or quality of runoff leaving the site. The proposed
improvements will have no adverse impacts on adjacent properties, and the existing floodplain
downstream of the site will not have any additional adverse impacts.
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REFERENCES
Fort Collins Stormwater Criteria Manual; City of Fort Collins, Colorado, December 2018.
Urban Storm Drainage Criteria Manual (Volumes 1, 2, and 3); Urban Drainage and Flood Control District,
June 2001.
Canal Importation Basin Hydrologic Conversion from MODSWMM to EPA SWMM 5.1; Anderson
Consulting Engineers, Inc, December 6, 20213, (Revised July 3rd 2014)
Canal Importation basin Selected Plan Update, Jacobs Engineering Group,Dated February 2022*pending
Preliminary Geotechnical Investigation Polestar Village; CTL Thompson, Dated November 2021
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APPENDIX A – FIGURES
A Westrian Company
Hydrologic Soil Group—Larimer County Area, Colorado
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/17/2022
Page 1 of 44491400449150044916004491700449180044919004492000449210044922004492300449240044914004491500449160044917004491800449190044920004492100449220044923004492400488700488800488900489000489100489200489300489400
488700 488800 488900 489000 489100 489200 489300 489400
40° 34' 59'' N 105° 8' 2'' W40° 34' 59'' N105° 7' 27'' W40° 34' 23'' N
105° 8' 2'' W40° 34' 23'' N
105° 7' 27'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 250 500 1000 1500
Feet
0 50 100 200 300
Meters
Map Scale: 1:5,390 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
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: Aug 11, 2018—Aug
12, 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.
Hydrologic Soil Group—Larimer County Area, Colorado
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/17/2022
Page 2 of 4
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
3 Altvan-Satanta loams, 0
to 3 percent slopes
B 68.4 43.1%
4 Altvan-Satanta loams, 3
to 9 percent slopes
B 38.2 24.1%
37 Fort Collins loam, 5 to 9
percent slopes
C 0.0 0.0%
48 Heldt clay loam, 0 to 3
percent slopes
C 9.2 5.8%
64 Loveland clay loam, 0 to
1 percent slopes
C 15.9 10.0%
74 Nunn clay loam, 1 to 3
percent slopes
C 2.2 1.4%
76 Nunn clay loam, wet, 1
to 3 percent slopes
C 11.8 7.5%
95 Satanta loam, 1 to 3
percent slopes
C 12.9 8.1%
Totals for Area of Interest 158.5 100.0%
Hydrologic Soil Group—Larimer County Area, Colorado
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/17/2022
Page 3 of 4
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Larimer County Area, Colorado
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/17/2022
Page 4 of 4
ROCKY RDW ELIZABETH ST
KIMBALL RD
ORCHARD PL
W PL U M ST
ARANCIA DRLOUISE LNTIERRA LNCUERTO LNRADCLIFF CIR
Printed: 07/14/2021.
All floodplain boundaries are approximate.
This information is based on the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) and the City of Fort Collins Master Drainageway Plans. This letter does not imply that the referenced property will or will not be free from flooding or damage. A property not in the Special Flood Hazard Area or in a City Designated Floodplain may be damaged by a flood greater than that predicted on the map or from a local drainage problem not shown on the map. This map does not create liability on the part of the City, or any officer or employee thereof, for any damage that results from reliance on this information.
City Flood Risk Map
Moderate Risk
May include:- Areas of FEMA 500-year floodplain (FEMA Zone X-shaded).- Areas of FEMA or City 100-year floodplain (sheet flow) with average depths of less than 1 foot.- Areas protected by levees from the 100-year flood.Low Risk
Areas outside of FEMA and City mapped 100-year and 500-year floodplains. Local drainage problems may still exist.
City Flood Fringe - May Include:- Areas of FEMA 100-year floodplain (FEMA Zones A, AE, AO, and AH)- Areas of City 100-year floodplain including ponding areas and sheet flow areas with average depths of 1-3 feet.There is a 1% annual chance that these areas will be flooded.
High Risk
City Floodway - Area of 100-year floodplain with greatest depths and fastest velocities.
0 140 280 420 56070Feet
Fort Collins Utilities
Floodplain Administration
(970) 416-2632
Page 1 of 7
City of Fort Collins Floodplain Review Checklist
Development Review Submittals
Instructions: Complete this checklist by marking all boxes that have been adequately
completed. Put an “NA” next to any items that are not applicable to this particular
submittal. Any boxes that are left blank and do not have an “NA” marked next to them
are considered incomplete.
Date of Review: Reviewer’s Name:
Plat Map
The following required items are on the plat:
☐ 100-year floodplain boundary
☐ City
☐ FEMA
☐ Floodway boundary
☐ City
☐ FEMA
☐ These items match the FIRM. (FEMA Basin)
☐ These items match the Master Plan. (City Basin)
Site Plan
The following required items are on the site plan:
☐ 100-year floodplain boundary- FEMA and City
☐ 500-year floodplain boundary (if proposed structure is a “critical
facility” and a 500-year floodplain is mapped)
☐ Floodway boundary
☐ Erosion buffer zones
☐ Restrictions related to use (ie. critical facility or no residential use of lower
floor if floodproofed mixed use structure)
Drainage and/or Grading Plan (or a separate Floodplain Sheet if it is too cluttered on
Drainage and Grading Plan)
The following required items are on the drainage and/or grading plan:
☐ 100-year floodplain boundary- FEMA and City
☐ 500-year floodplain boundary (if proposed structure is a “critical
facility” and a 500-year floodplain is mapped)
☐ Floodway boundary
Fort Collins Utilities
Floodplain Administration
(970) 416-2632
Page 2 of 7
☐ Erosion buffer zones
☐ Cross-section locations
☐ BFE lines
☐ Lowest floor elevation of structures (bottom of basement or crawl space is
considered the lowest floor)
☐ The floodplain and floodway boundaries are in the correct location and
labeled properly.
☐ The cross-section and BFE lines are in the correct location and labeled properly.
☐ Elevations are referenced to the 1988 datum:
☐ Floodway regulations have been met.
☐ No fill in the floodway unless a hydraulic analysis shows “no-rise”.
☐ No manufactured homes, except in an existing park, can be placed in the
floodway.
☐ No changing a nonconforming non-residential or mixed use structure to
a residential structure.
☐ Landscaping meets requirements for no encroachment in the
floodway without a hydraulic analysis to show “no-rise”.
☐ No storage of materials or equipment.
☐ A note is on the plans about the above floodway restrictions.
☐ Critical facilities regulations have been met:
☐ 100-year –no at-risk population, essential service, government
service or hazardous material critical facilities
☐ 500-year Poudre –no at-risk population or essential service,
critical facilities
☐ Any pedestrian bridges in the floodway that are not able to pass the 100-year flow are
designed to be “break-away”.
☐ Fences in the floodway will not block conveyance. Example: split-rail fence cabled
together to not float, flap at bottom of privacy fence to allow water through (flap at
BFE or above).
☐ Any items in the floodway that can float (Example: picnic tables, bike racks, etc.) are
noted as being anchored.
☐ Erosion Buffer Zone requirements have been met:
☐ Design of any allowed development minimizes disturbance to channel
bed and banks.
Fort Collins Utilities
Floodplain Administration
(970) 416-2632
Page 3 of 7
☐ No structures allowed.
☐ No additions to existing structures allowed.
☐ Any fencing is split-rail design and break-away, but cabled. Must
be oriented parallel to general flow direction.
☐ No detention or water quality ponds.
☐ No bike or pedestrian paths or trails except as required to cross streams or
waterways.
☐ Road, bicycle and pedestrian bridges must span erosion buffer zone.
☐ No fill.
☐ No outdoor storage of non-residential materials or equipment.
☐ No driveways or parking areas.
☐ No irrigated vegetation and non-native trees, grasses, or shrubs.
☐ No utilities except as necessary to cross streams or waterways.
☐ No grading or excavation except as required for permitted activities in
erosion buffer zone.
☐ No construction traffic except as required for permitted activities
in erosion buffer zone.
☐ Any construction in the erosion buffer zone shows that it will not
impact the channel stability.
☐ A note is on the plans about the above erosion buffer zone restrictions.
☐ Any necessary floodplain modeling has been submitted and approved. All modeling
must follow the City’s floodplain modeling guidelines.
Special Poudre River Regulations
☐ Poudre River Floodway Regulations have been met.
☐ No construction of new residential, non-residential or mixed-
use structures.
☐ No redevelopment of residential, non-residential or mixed-use
structures.
☐ No additions to residential, non-residential or mixed-use structures.
☐ No fill unless hydraulic analysis shows “no-rise”.
☐ Poudre River floodplain regulations have been met
☐ No construction of new residential or mixed-use structures
☐ No additions to residential structures
☐ No additions to mixed-use structures if there is an expansion in
the residential-use area of the structure.
☐ No floatable materials on non-residential sites
☐ Emergency Response and Preparedness Plan (ERPP) draft has been prepared.
Fort Collins Utilities
Floodplain Administration
(970) 416-2632
Page 4 of 7
Information Related to Structures in the Floodplain
☐ For structures in the floodplain, a table is shown that lists the following:
☐ City BFE at upstream end of structure
☐ FEMA BFE at upstream end of structure (if different than City BFE)
☐ Regulatory flood protection elevation
☐ Lowest floor elevation (bottom of basement or crawl space is considered
lowest floor)
☐ Floodproofing elevation for non-residential structures (if applicable)
☐ Garage slab elevation
☐ HVAC elevation
☐ The BFE at upstream end of structures are correct based on interpolation between
the cross-sections.
☐ The regulatory flood protection elevation is correct.
☐ The lowest floor and HVAC are at or above the regulatory flood protection elevation.
☐ Elevations are referenced to the 1988 datum.
☐ A typical drawing detail is included for each foundation type proposed (slab-on-
grade, basement, crawl space) showing the elevation of the HVAC and lowest floor
elevation (which includes bottom of the basement or crawl space) relative to the BFE.
☐ If garage is not elevated to the regulatory flood protection elevation, then a drawing
detail is included showing vent placement, size, and number.
☐ There is 1 square inch of venting for every 1 square foot of enclosed area.
☐ The bottom of the venting is not higher than 1 foot above grade.
☐ The venting is on at least two sides, preferably on upstream and
downstream sides. (Does not have to be divided equally).
☐ If a non-residential structure is to be floodproofed, one of these conditions is met:
☐ All requirements on separate sheet titled “Floodproofing Guidelines”
have been met.
☐ If floodproofing information is not submitted as part of the plans, then a
note is on the plans stating that floodproofing information will be
submitted at the time of the building permit application.
☐ For manufactured homes, all submittal requirements on separate sheet titled
“Installation of a Mobile Home Located in a Floodplain: Submittal Requirements”
have been met.
Fort Collins Utilities
Floodplain Administration
(970) 416-2632
Page 5 of 7
☐ If the floodplain use permit is not going to be submitted until the building permit is
applied for, then a note is on the plans stating that the floodplain use permit will be
submitted at the time of building permit application.
☐ A note is on the plans stating that a FEMA elevation or floodproofing certificate will
be completed and approved before the CO is issued. This is required even if property
is only in a City floodplain.
Drainage Report
☐ The site is described as being in the floodplain. Floodplain name and if the floodplain
is a FEMA or City-designated is described. Any floodway or erosion buffer zones on
the site are described.
☐ The FEMA FIRM panel # and date and/or the Master Plan information is cited.
☐ A copy of the FIRM panel with the site location marked is included in the report.
☐ If a floodplain modeling report has been submitted, that report is referenced. The
reason for the floodplain modeling report is described.
☐ If a FEMA CLOMR or LOMR has been approved for the site, the case number is
referenced. The reason for the CLOMR or LOMR is described.
☐ If a FEMA LOMR is required after construction, this is stated in the report.
☐ The location of the structures relative to the floodplain is described. If there is both a
FEMA and a City floodplain on the site, the location of the structures relative to both
is described.
☐ The use of the structures is described. This is to determine if the structure is
residential, non-residential, or mixed-use. Also, structures in all 100-year and Poudre
River 500-year floodplains cannot be used as a critical facility. (See Chapter 10 of
City Code for definitions.)
☐ If in the Poudre River 100-year floodplain, the requirement to complete an
Emergency Response and Preparedness Plan (ERPP) is discussed and the
requirement for annual training drills and an annual update in the first quarter of
every year is discussed.
☐ The report describes how the development is in compliance with the applicable
floodplain regulation (Chapter 10 of City Code). (Examples: elevation of lowest floor
above regulatory flood protection elevation, floodproofing, floodway regulation,
erosion buffer zone regulation, no-rise, etc.)
Fort Collins Utilities
Floodplain Administration
(970) 416-2632
Page 6 of 7
☐ The type of foundation construction for the structures (i.e. slab-on-grade, crawl space,
basement, etc.) is discussed in the report.
☐ The type of foundation matches with the lowest floor elevations and grading plan.
☐ If any of the garages are not going to be elevated above the regulatory flood
protection elevation, the hydraulic venting requirements are discussed.
☐ For structures in the floodplain, a table is included (same table as on the
Drainage/Grading Plan) that lists the following:
☐ City BFE at upstream end of structure
☐ FEMA BFE at upstream end of structure (if different than City BFE)
☐ Regulatory flood protection elevation
☐ Lowest floor elevation (bottom of basement or crawl space is considered
lowest floor)
☐ Floodproofing elevation for non-residential structures (if applicable)
☐ Garage slab elevation
☐ HVAC elevation
☐ Elevations are referenced to the NAVD 1988 datum.
☐ If the floodplain use permit is not going to be submitted until the building permit
is applied for, then a note must be included in the report that states the permit will
be submitted at the time of building permit application.
☐ If floodproofing information is not submitted as part of the plans, then a note must be
in the report stating that floodproofing information will be submitted at the time of
the building permit application.
☐ A note is in the report stating that a FEMA elevation or floodproofing certificate will
be completed and approved before the CO is issued.
☐ In the compliance section, Chapter 10 of City Code is listed.
Floodplain Use Permit
☐ Floodplain Use Permit has been submitted for each structure.
☐ Permit fee has been submitted.
☐ All information on permit matches the plans.
☐ All information on permit meets floodplain regulations.
Fort Collins Utilities
Floodplain Administration
(970) 416-2632
Page 7 of 7
FEMA CLOMR Approval
☐ FEMA has approved any necessary CLOMRs.
☐ The City has received copies of all updates to the FEMA submittal.
Additional Comments:
Floodplain terminology is defined in Chapter 10 of City Code.
NOTE: Issues specific to individual sites may arise that result in additional
requirements. These will be discussed during initial meetings with the applicant.
Please refer to Chapter 10 of City Code
for specific floodplain regulations.
17
APPENDIX B – HYDROLOGIC CALCULATIONS
Subdivision:POLESTAR Polestar Village
Location:Fort Collins
0
ARJ
10/11/22
EOS1 10.74 100%2.94 27.4%45%7.78 32.6%40%0.00 0.0%2%0.02 0.0%60.0%
EX1 20.54 100%0.00 0.0%45%0.00 0.0%40%0.60 1.2%2%19.94 1.9%3.1%
TOTAL 31.28 22.6%
Weighted
% Imp.
Gravel Roads
% Imp.Area (ac)Weighted
% Imp.
39797.01
COMPOSITE % IMPERVIOUS CALCULATIONS
Basins Total
Weighted %
Imp.Basin ID Total Area (ac) % Imp. Area (ac)
Lawns
% Imp. Area (ac)Weighted
% Imp.
Paved Roads
Weighted
% Imp.
Single Family Residential
% Imp.Area (ac)
X:\3970000.all\3979701\Excel\Drainage\3979701 Existing Drainage_Calcs.xlsm Page 1 of 1 10/13/2022
Subdivision:Polestar Project Name:Polestar
Location:Fort Collins Project No.:
Calculated By:ARJ
Checked By:0
Date:10/11/22
A1 1.00 100%0.06 5.8%45%0.12 5.5%90%0.04 3.9%2%0.77 1.6%16.7%
A2 0.60 100%0.17 29.0%45%0.00 0.0%90%0.14 21.4%2%0.28 0.9%51.4%
A3 0.59 100%0.08 13.6%45%0.00 0.0%90%0.09 13.0%2%0.42 1.4%28.1%
A4 2.13 100%0.70 32.7%45%0.00 0.0%90%0.43 18.4%2%1.00 0.9%52.1%
A5 1.85 100%0.64 34.3%45%0.00 0.0%90%0.53 25.9%2%0.69 0.7%60.9%
A6 0.97 100%0.60 61.7%45%0.09 4.3%90%0.04 3.9%2%0.23 0.5%70.5%
A7 0.88 100%0.47 53.2%45%0.04 2.2%90%0.04 4.4%2%0.32 0.7%60.5%
B1 0.98 100%0.28 28.1%45%0.00 0.0%90%0.24 22.2%2%0.46 0.9%51.3%
B2 0.56 100%0.23 41.3%45%0.00 0.0%90%0.15 24.5%2%0.18 0.6%66.4%
C1 0.28 100%0.03 10.3%45%0.00 0.0%90%0.14 45.7%2%0.11 0.8%56.8%
C2 0.34 100%0.02 6.5%45%0.00 0.0%90%0.08 21.4%2%0.24 1.4%29.3%
D1 3.05 100%1.08 35.3%45%0.00 0.0%90%0.44 12.9%2%1.54 1.0%49.3%
D2 0.20 100%0.15 75.4%45%0.00 0.0%90%0.00 0.0%2%0.05 0.5%75.9%
D3 0.19 100%0.15 75.7%45%0.00 0.0%90%0.00 0.0%2%0.05 0.5%76.2%
D4 0.38 100%0.23 61.6%45%0.00 0.0%90%0.02 5.7%2%0.12 0.6%67.9%
E1 2.20 100%0.40 18.3%45%1.10 22.6%90%0.00 0.0%2%0.70 0.6%41.4%
E2 0.45 100%0.17 37.4%45%0.18 17.8%90%0.00 0.0%2%0.10 0.5%55.7%
F1 3.86 100%0.04 1.0%45%0.53 6.1%90%1.00 23.3%2%2.30 1.2%31.6%
Onsite Basins 20.50 47.1%
OS1 8.33 100%2.02 24.3%45%6.31 34.1%90%0.00 0.0%2%0.00 0.0%58.3%
OS2 2.40 100%0.92 38.4%45%1.47 27.5%90%0.00 0.0%2%0.01 0.0%65.9%
Locust Grove Filing No. 3 - Tributary to Pond 10.74 60.0%
O-1 0.48 100%0.17 36.3%45%0.22 20.3%90%0.00 0.0%2%0.09 0.4%57.0%
O-2 0.08 100%0.02 23.2%45%0.05 31.5%190%0.00 0.0%2%0.01 0.1%54.8%
O-1 and O-2 Drains onto W. Orchard Place
39797.01
Weighted
% Imp.
Basins Total
Weighted %
Imp.Basin ID Total Area (ac)% Imp.Area (ac)
Lawns
% Imp. Area (ac)Weighted
% Imp.
Paved Roads and Walks Roofs
Weighted
% Imp.
COMPOSITE % IMPERVIOUS CALCULATIONS
% Imp. Area (ac)
Single Family Lots
% Imp.Area (ac)Weighted
% Imp.
X:\3970000.all\3979701\Excel\Drainage\3979701 Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 10/13/2022
Subdivision:Polestar Project Name:Polestar
Location:Fort Collins Project No.:39797.01
By:ARJ
Volume=1/3 x Depth x (A+B+(A*B)^0.5)Checked By:0
A - Upper Surface Date:10/11/22
B - Lower Surface
JR Engineering took Survey shots of the pond. Therefore the current data is more accurate than LIDAR or the City's contours
Stage Stage Elevation Stage Surface Area Stage Volume Cumulative Volume Cumulative Volume
(square feet)(cubic feet)(cubic feet)(acre feet)
0.00 5103.00 6927 0 0 0.00
1.00 5104.00 9586 8,220 8,220 0.19
2.00 5105.00 12299 10,915 19,135 0.44
3.00 5106.00 20974 16,445 35,580 0.82
4.00 5107.00 33686 27,080 62,660 1.44
5.00 5108.00 39386 36,499 99,159 2.28
6.00 5109.00 44121 41,731 140,890 3.23
7.00 5110.00 48393 46,241 187,131 4.30
8.00 5111.00 52614 50,489 237,620 5.46
9.00 5112.00 56915 54,750 292,370 6.71
10.00 5113.00 61334 59,111 351,481 8.07
11.00 5114.00 65877 63,592 415,073 9.53
12.00 5115.00 70587 68,218 483,291 11.09
13.00 5116.00 75853 73,204 556,495 12.78
14.00 5117.00 80977 78,401 634,896 14.58
* Spillway at Elv 5115
Volume (acre feet)Volume Water Surface Elevation Stage
Water Quality 0.50 5105.17 2.17
100-Year Detention 11.09 5115.00 12.00
POND VOLUME CALCULATIONS
Scenic Views - AB EX Pond
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Subdivision:Polestar Project Name:Polestar
Location:Fort Collins Project No.39797.01
By:ARJ
Checked By:0
Date:10/11/22
POND VOLUME CALCULATIONS
5102.00
5104.00
5106.00
5108.00
5110.00
5112.00
5114.00
5116.00
5118.00
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00Elevation (ft)Pond Volume (ac-ft)
Pond Stage-Storage
X:\3970000.all\3979701\Excel\Drainage\3979701 Drainage_Calcs_Template_v2.07.xlsm Page 2 of 2 10/14/2022
Subdivision:Polestar Project Name:Polestar
Location:Fort Collins Project No.:39797.01
By:ARJ
Volume=1/3 x Depth x (A+B+(A*B)^0.5)Checked By:0
A - Upper Surface Date:10/11/22
B - Lower Surface
Stage Stage Elevation Stage Surface Area Stage Volume Cumulative Volume Cumulative Volume
(square feet)(cubic feet)(cubic feet)(acre feet)
0.00 5102.85 0 0 0 0.00
0.15 5103.00 80 4 4 0.00
1.15 5104.00 17385 6,215 6,219 0.14
2.15 5105.00 58640 35,985 42,204 0.97
3.15 5106.00 88382 73,004 115,208 2.64
4.15 5107.00 99489 93,880 209,088 4.80
5.15 5108.00 105753 102,605 311,693 7.16
6.15 5109.00 112128 108,925 420,618 9.66
7.15 5110.00 120071 116,077 536,695 12.32
Volume (acre feet)Volume Water Surface Elevation Stage
Water Quality 0.28 5104.17 1.32
100-Year Detention 6.95 5107.92 5.07
POND VOLUME CALCULATIONS
Polestar Interim Detention Pond
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X:\3970000.all\3979701\Excel\Drainage\3979701 Drainage_Calcs_Template_v2.07.xlsm Page 2 of 4 10/14/2022
Subdivision:Polestar Project Name:Polestar
Location:Fort Collins Project No.39797.01
By:ARJ
Checked By:0
Date:10/11/22
POND VOLUME CALCULATIONS
5102.00
5103.00
5104.00
5105.00
5106.00
5107.00
5108.00
5109.00
5110.00
5111.00
-2.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00Elevation (ft)Pond Volume (ac-ft)
Pond Stage-Storage
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Subdivision:Polestar Project Name:Polestar
Location:Fort Collins Project No.:39797.01
By:ARJ
Volume=1/3 x Depth x (A+B+(A*B)^0.5)Checked By:0
A - Upper Surface Date:10/11/22
B - Lower Surface
Stage Stage Elevation Stage Surface Area Stage Volume Cumulative Volume Cumulative Volume
(square feet)(cubic feet)(cubic feet)(acre feet)
0.00 5098.00 0.00 0 0 0.00
1.00 5099.00 12,275.57 4,092 4,092 0.09
2.00 5100.00 42,525.87 25,883 29,975 0.69
3.00 5101.00 62,048.39 51,981 81,956 1.88
4.00 5102.00 69,404.82 65,692 147,648 3.39
5.00 5103.00 75,066.79 72,217 219,865 5.05
6.00 5104.00 80,847.28 77,939 297,804 6.84
7.00 5105.00 86,760.69 83,787 381,591 8.76
8.00 5106.00 93,012.41 89,868 471,459 10.82
9.00 5107.00 99,264.56 96,122 567,581 13.03
10.00 5108.00 105637.61 102,435 670,016 15.38
11.00 5109.00 112,094.97 108,850 778,866 17.88
12.00 5110.00 118,778.91 115,421 894,287 20.53
Volume (acre feet)Volume Water Surface Elevation Stage
Water Quality 0.28 5099.32 1.32
100-Year Detention 14.87 5107.79 9.79
*Same Invert 5098 as the Canal Importation - Basin Selected Plan Updates, by Jacobs
POND VOLUME CALCULATIONS
Polestar Ultimate Detention Pond
X:\3970000.all\3979701\Excel\Drainage\3979701 Drainage_Calcs_Template_v2.07.xlsm Page 1 of 2 10/14/2022
Subdivision:Polestar Project Name:Polestar
Location:Fort Collins Project No.39797.01
By:ARJ
Checked By:0
Date:10/11/22
POND VOLUME CALCULATIONS
5096.00
5098.00
5100.00
5102.00
5104.00
5106.00
5108.00
5110.00
5112.00
0.00 5.00 10.00 15.00 20.00 25.00Elevation (ft)Pond Volume (ac-ft)
Pond Stage-Storage
X:\3970000.all\3979701\Excel\Drainage\3979701 Drainage_Calcs_Template_v2.07.xlsm Page 2 of 2 10/14/2022
Subdivision:Polestar Project Name:Polestar
Location:Fort Collins Project No.:
Calculated By:ARJ
Checked By:0
Date:10/11/22
Tributary Area Width Slope % Imperv N-Imperv N-Perv Store Imperv.Dstore perv.Zero % imperv. Storage (max) Storage (min)Decay Rate
Sub-basin
*EX_Polestar Site 20.54 976.77 1.40%3.1%0.016 0.25 0.1 0.3 1 0.51 0.5 6.48
*Locust Grove Filing No. 3 10.74 407.10 0.60%60.0%0.016 0.25 0.1 0.3 1 0.51 0.5 6.48
*Modified sub-catchment 15 in Jacobs model
Tributary Area Width Slope % Imperv N-Imperv N-Perv Store Imperv.Dstore perv.Zero % imperv. Storage (max) Storage (min)Decay Rate
Sub-basin
*Polestar Site 20.50 777.46 1.10%47.1%0.016 0.25 0.1 0.3 1 0.51 0.5 6.48
*Locust Grove Filing No. 3 10.74 407.10 0.60%60.0%0.016 0.25 0.1 0.3 1 0.51 0.5 6.48
*Modified sub-catchment 15 in Jacobs model
SWMM INPUTS
39797.01
Basin inputs City of Fort Collins Default Inputs City of Fort Collins Horton inputs
Existing SWMM INPUTS
Basin inputs City of Fort Collins Default Inputs City of Fort Collins Horton inputs
Proposed SWMM INPUTS
X:\3970000.all\3979701\Excel\Drainage\3979701 Drainage_Calcs_Template_v2.07.xlsm Page 1 of 1 10/17/2022
A Westrian Company
A Westrian Company
A Westrian Company
2 Year Existing
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.1)
------------------------------------------------------------
*************
Element Count
*************
Number of rain gages ...... 1
Number of subcatchments ... 5
Number of nodes ........... 6
Number of links ........... 6
Number of pollutants ...... 0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data Recording
Name Data Source Type Interval
------------------------------------------------------------------------
1 2_Year INTENSITY 5 min.
********************
Subcatchment Summary
********************
Name Area Width %Imperv %Slope Rain Gage
Outlet
-------------------------------------------------------------------------------------
----------------------
10 64.40 3028.00 20.00 2.0000 1
J10
11 23.10 3300.00 70.00 1.0000 1
313
13 2.90 2525.00 10.00 1.0000 1
313
Ex_Polestar_Site 20.54 916.00 3.10 1.4000 1 23
Locust_Grove_Filing_No_3 10.74 407.10 60.00 0.6300 1
23
************
Node Summary
************
Invert Max. Ponded External
2 Year Existing
Name Type Elev. Depth Area Inflow
-------------------------------------------------------------------------------
J10 JUNCTION 5148.00 5.00 0.0
J110 JUNCTION 5117.80 7.20 0.0
23 JUNCTION 5102.27 8.00 0.0
J11 OUTFALL 5101.83 8.00 0.0
310 STORAGE 5120.40 7.60 0.0
313 STORAGE 5103.00 14.00 0.0 Yes
************
Link Summary
************
Name From Node To Node Type Length %Slope
Roughness
-------------------------------------------------------------------------------------
--------
10 J10 310 CONDUIT 1500.0 1.8403
0.0400
110_overflow J110 313 CONDUIT 530.0 2.4536
0.0400
110_pipe J110 313 CONDUIT 530.0 2.0382
0.0130
15 23 J11 CONDUIT 600.0 0.0733
0.0400
W2 313 23 WEIR
310out 310 J110 OUTLET
*********************
Cross Section Summary
*********************
Full Full Hyd. Max. No. of
Full
Conduit Shape Depth Area Rad. Width Barrels
Flow
-------------------------------------------------------------------------------------
--
10 TRAPEZOIDAL 5.00 1300.00 2.55 510.00 1
12223.81
110_overflow 110_overflow 5.00 190.00 2.83 66.00 1
2211.69
110_pipe CIRCULAR 2.00 3.14 0.50 2.00 1
32.30
15 113+15 8.00 2696.00 1.64 1029.00 1
3771.42
2 Year Existing
****************
Transect Summary
****************
Transect 110_overflow
Area:
0.0056 0.0117 0.0184 0.0258 0.0337
0.0422 0.0513 0.0610 0.0712 0.0821
0.0936 0.1056 0.1182 0.1315 0.1453
0.1597 0.1747 0.1902 0.2064 0.2232
0.2405 0.2584 0.2770 0.2961 0.3158
0.3361 0.3570 0.3784 0.4005 0.4232
0.4464 0.4702 0.4947 0.5197 0.5453
0.5715 0.5982 0.6256 0.6536 0.6821
0.7112 0.7410 0.7713 0.8022 0.8337
0.8658 0.8984 0.9317 0.9656 1.0000
Hrad:
0.0334 0.0638 0.0920 0.1184 0.1436
0.1677 0.1909 0.2135 0.2354 0.2569
0.2779 0.2986 0.3190 0.3391 0.3590
0.3786 0.3981 0.4175 0.4366 0.4557
0.4746 0.4935 0.5122 0.5309 0.5494
0.5679 0.5864 0.6047 0.6231 0.6413
0.6596 0.6777 0.6959 0.7140 0.7320
0.7501 0.7681 0.7860 0.8040 0.8219
0.8398 0.8577 0.8755 0.8934 0.9112
0.9290 0.9468 0.9645 0.9823 1.0000
Width:
0.1685 0.1855 0.2024 0.2194 0.2364
0.2533 0.2703 0.2873 0.3042 0.3212
0.3382 0.3552 0.3721 0.3891 0.4061
0.4230 0.4400 0.4570 0.4739 0.4909
0.5079 0.5248 0.5418 0.5588 0.5758
0.5927 0.6097 0.6267 0.6436 0.6606
0.6776 0.6945 0.7115 0.7285 0.7455
0.7624 0.7794 0.7964 0.8133 0.8303
0.8473 0.8642 0.8812 0.8982 0.9152
0.9321 0.9491 0.9661 0.9830 1.0000
Transect 113+15
Area:
0.0003 0.0007 0.0012 0.0018 0.0024
0.0031 0.0039 0.0048 0.0057 0.0068
0.0079 0.0090 0.0103 0.0116 0.0130
0.0145 0.0160 0.0176 0.0194 0.0226
0.0276 0.0345 0.0434 0.0541 0.0668
2 Year Existing
0.0813 0.0977 0.1161 0.1363 0.1585
0.1825 0.2084 0.2363 0.2660 0.2976
0.3312 0.3666 0.4039 0.4431 0.4843
0.5273 0.5722 0.6191 0.6678 0.7184
0.7709 0.8253 0.8817 0.9399 1.0000
Hrad:
0.0867 0.1598 0.2252 0.2860 0.3436
0.3991 0.4530 0.5058 0.5577 0.6090
0.6596 0.7098 0.7597 0.8092 0.8585
0.9076 0.9565 1.0052 1.0607 1.0579
0.9811 0.8871 0.8041 0.7400 0.6941
0.6630 0.6435 0.6328 0.6290 0.6304
0.6358 0.6445 0.6557 0.6690 0.6839
0.7003 0.7179 0.7364 0.7557 0.7758
0.7965 0.8177 0.8393 0.8614 0.8838
0.9065 0.9296 0.9528 0.9763 1.0000
Width:
0.0061 0.0073 0.0086 0.0098 0.0111
0.0123 0.0136 0.0148 0.0161 0.0173
0.0185 0.0198 0.0210 0.0223 0.0235
0.0248 0.0260 0.0272 0.0360 0.0671
0.0982 0.1293 0.1603 0.1914 0.2225
0.2536 0.2847 0.3158 0.3469 0.3780
0.4091 0.4402 0.4713 0.5024 0.5335
0.5646 0.5957 0.6268 0.6579 0.6890
0.7201 0.7512 0.7823 0.8134 0.8445
0.8756 0.9067 0.9378 0.9689 1.0000
****************
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 ...... DYNWAVE
Surcharge Method ......... EXTRAN
Starting Date ............ 01/01/2013 00:00:00
Ending Date .............. 01/02/2013 00:00:00
Antecedent Dry Days ...... 0.0
2 Year Existing
Report Time Step ......... 00:01:00
Wet Time Step ............ 00:00:10
Dry Time Step ............ 01:00:00
Routing Time Step ........ 5.00 sec
Variable Time Step ....... YES
Maximum Trials ........... 8
Number of Threads ........ 1
Head Tolerance ........... 0.005000 ft
*********************
Control Actions Taken
*********************
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 9.920 0.978
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 6.854 0.676
Surface Runoff ........... 2.823 0.278
Final Storage ............ 0.242 0.024
Continuity Error (%) ..... -0.000
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 2.823 0.920
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 30.699 10.004
External Outflow ......... 20.420 6.654
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 ...... 12.313 4.012
Continuity Error (%) ..... 2.356
*************************
Highest Continuity Errors
*************************
Node 310 (9.54%)
2 Year Existing
Node 313 (5.95%)
***************************
Time-Step Critical Elements
***************************
None
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*********************************
Most Frequent Nonconverging Nodes
*********************************
Convergence obtained at all time steps.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 4.50 sec
Average Time Step : 5.00 sec
Maximum Time Step : 5.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 2.00
% of Steps Not Converging : 0.00
Time Step Frequencies :
5.000 - 3.155 sec : 100.00 %
3.155 - 1.991 sec : 0.00 %
1.991 - 1.256 sec : 0.00 %
1.256 - 0.792 sec : 0.00 %
0.792 - 0.500 sec : 0.00 %
***************************
Subcatchment Runoff Summary
***************************
-------------------------------------------------------------------------------------
-----------------------------------------
Total Total Total Total Imperv
Perv Total Total Peak Runoff
2 Year Existing
Precip Runon Evap Infil Runoff
Runoff Runoff Runoff Runoff Coeff
Subcatchment in in in in in
in in 10^6 gal CFS
-------------------------------------------------------------------------------------
-----------------------------------------
10 0.98 0.00 0.00 0.77 0.18
0.01 0.19 0.33 34.37 0.194
11 0.98 0.00 0.00 0.28 0.63
0.01 0.64 0.40 39.70 0.658
13 0.98 0.00 0.00 0.83 0.09
0.05 0.14 0.01 1.00 0.143
Ex_Polestar_Site 0.98 0.00 0.00 0.94 0.03
0.01 0.03 0.02 1.87 0.035
Locust_Grove_Filing_No_3 0.98 0.00 0.00 0.39 0.53
0.00 0.53 0.15 8.75 0.541
******************
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
---------------------------------------------------------------------------------
J10 JUNCTION 0.02 0.44 5148.44 0 00:41 0.44
J110 JUNCTION 0.09 0.45 5118.25 0 01:26 0.45
23 JUNCTION 1.02 2.13 5104.40 0 05:07 2.13
J11 OUTFALL 0.34 0.82 5102.65 0 05:07 0.82
310 STORAGE 0.12 0.81 5121.21 0 01:26 0.81
313 STORAGE 11.85 13.04 5116.04 0 05:05 13.04
*******************
Node Inflow Summary
*******************
-------------------------------------------------------------------------------------
------------
Maximum Maximum Lateral Total
Flow
Lateral Total Time of Max Inflow Inflow
Balance
Inflow Inflow Occurrence Volume Volume
Error
2 Year Existing
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal
Percent
-------------------------------------------------------------------------------------
------------
J10 JUNCTION 34.37 34.37 0 00:40 0.331 0.331
-9.531
J110 JUNCTION 0.00 3.55 0 01:26 0 0.331
0.080
23 JUNCTION 10.63 29.66 0 05:05 0.174 6.66
0.023
J11 OUTFALL 0.00 29.66 0 05:07 0 6.65
0.000
310 STORAGE 0.00 27.48 0 00:43 0 0.366
10.551
313 STORAGE 158.10 159.86 0 00:44 10.4 10.7
6.331
**********************
Node Surcharge Summary
**********************
No nodes were surcharged.
*********************
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 ft ｳ Full Loss Loss 1000 ft ｳ Full days
hr:min CFS
-------------------------------------------------------------------------------------
-------------
2 Year Existing
310 0.022 0 0 0 0.285 0 0
01:26 3.55
313 485.689 77 0 0 558.652 88 0
05:05 29.63
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
J11 98.35 10.47 29.66 6.654
-----------------------------------------------------------
System 98.35 10.47 29.66 6.654
********************
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
-----------------------------------------------------------------------------
10 CONDUIT 27.48 0 00:43 2.14 0.00 0.10
110_overflow CHANNEL 0.00 0 00:00 0.00 0.00 0.50
110_pipe CONDUIT 3.55 0 01:26 5.19 0.11 0.61
15 CHANNEL 29.66 0 05:07 1.84 0.01 0.18
W2 WEIR 29.63 0 05:05 0.52
310out DUMMY 3.55 0 01:26
***************************
Flow Classification Summary
***************************
-------------------------------------------------------------------------------------
Adjusted ---------- Fraction of Time in Flow Class ----------
/Actual Up Down Sub Sup Up Down Norm Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl
-------------------------------------------------------------------------------------
10 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.31 0.00
2 Year Existing
110_overflow 1.00 0.03 0.97 0.00 0.00 0.00 0.00 0.00 0.00 0.00
110_pipe 1.00 0.01 0.00 0.00 0.97 0.00 0.00 0.02 0.97 0.00
15 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00
*************************
Conduit Surcharge Summary
*************************
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
110_pipe 0.01 0.01 23.14 0.01 0.01
Analysis begun on: Mon Oct 17 10:43:37 2022
Analysis ended on: Mon Oct 17 10:43:38 2022
Total elapsed time: 00:00:01
100 Year Existing
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.1)
------------------------------------------------------------
*************
Element Count
*************
Number of rain gages ...... 1
Number of subcatchments ... 5
Number of nodes ........... 6
Number of links ........... 6
Number of pollutants ...... 0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data Recording
Name Data Source Type Interval
------------------------------------------------------------------------
1 100_Year INTENSITY 5 min.
********************
Subcatchment Summary
********************
Name Area Width %Imperv %Slope Rain Gage
Outlet
-------------------------------------------------------------------------------------
----------------------
10 64.40 3028.00 20.00 2.0000 1
J10
11 23.10 3300.00 70.00 1.0000 1
313
13 2.90 2525.00 10.00 1.0000 1
313
Ex_Polestar_Site 20.54 916.00 3.10 1.4000 1 23
Locust_Grove_Filing_No_3 10.74 407.10 60.00 0.6300 1
23
************
Node Summary
************
Invert Max. Ponded External
100 Year Existing
Name Type Elev. Depth Area Inflow
-------------------------------------------------------------------------------
J10 JUNCTION 5148.00 5.00 0.0
J110 JUNCTION 5117.80 7.20 0.0
23 JUNCTION 5102.27 8.00 0.0
J11 OUTFALL 5101.83 8.00 0.0
310 STORAGE 5120.40 7.60 0.0
313 STORAGE 5103.00 14.00 0.0 Yes
************
Link Summary
************
Name From Node To Node Type Length %Slope
Roughness
-------------------------------------------------------------------------------------
--------
10 J10 310 CONDUIT 1500.0 1.8403
0.0400
110_overflow J110 313 CONDUIT 530.0 2.4536
0.0400
110_pipe J110 313 CONDUIT 530.0 2.0382
0.0130
15 23 J11 CONDUIT 600.0 0.0733
0.0400
W2 313 23 WEIR
310out 310 J110 OUTLET
*********************
Cross Section Summary
*********************
Full Full Hyd. Max. No. of
Full
Conduit Shape Depth Area Rad. Width Barrels
Flow
-------------------------------------------------------------------------------------
--
10 TRAPEZOIDAL 5.00 1300.00 2.55 510.00 1
12223.81
110_overflow 110_overflow 5.00 190.00 2.83 66.00 1
2211.69
110_pipe CIRCULAR 2.00 3.14 0.50 2.00 1
32.30
15 113+15 8.00 2696.00 1.64 1029.00 1
3771.42
100 Year Existing
****************
Transect Summary
****************
Transect 110_overflow
Area:
0.0056 0.0117 0.0184 0.0258 0.0337
0.0422 0.0513 0.0610 0.0712 0.0821
0.0936 0.1056 0.1182 0.1315 0.1453
0.1597 0.1747 0.1902 0.2064 0.2232
0.2405 0.2584 0.2770 0.2961 0.3158
0.3361 0.3570 0.3784 0.4005 0.4232
0.4464 0.4702 0.4947 0.5197 0.5453
0.5715 0.5982 0.6256 0.6536 0.6821
0.7112 0.7410 0.7713 0.8022 0.8337
0.8658 0.8984 0.9317 0.9656 1.0000
Hrad:
0.0334 0.0638 0.0920 0.1184 0.1436
0.1677 0.1909 0.2135 0.2354 0.2569
0.2779 0.2986 0.3190 0.3391 0.3590
0.3786 0.3981 0.4175 0.4366 0.4557
0.4746 0.4935 0.5122 0.5309 0.5494
0.5679 0.5864 0.6047 0.6231 0.6413
0.6596 0.6777 0.6959 0.7140 0.7320
0.7501 0.7681 0.7860 0.8040 0.8219
0.8398 0.8577 0.8755 0.8934 0.9112
0.9290 0.9468 0.9645 0.9823 1.0000
Width:
0.1685 0.1855 0.2024 0.2194 0.2364
0.2533 0.2703 0.2873 0.3042 0.3212
0.3382 0.3552 0.3721 0.3891 0.4061
0.4230 0.4400 0.4570 0.4739 0.4909
0.5079 0.5248 0.5418 0.5588 0.5758
0.5927 0.6097 0.6267 0.6436 0.6606
0.6776 0.6945 0.7115 0.7285 0.7455
0.7624 0.7794 0.7964 0.8133 0.8303
0.8473 0.8642 0.8812 0.8982 0.9152
0.9321 0.9491 0.9661 0.9830 1.0000
Transect 113+15
Area:
0.0003 0.0007 0.0012 0.0018 0.0024
0.0031 0.0039 0.0048 0.0057 0.0068
0.0079 0.0090 0.0103 0.0116 0.0130
0.0145 0.0160 0.0176 0.0194 0.0226
0.0276 0.0345 0.0434 0.0541 0.0668
100 Year Existing
0.0813 0.0977 0.1161 0.1363 0.1585
0.1825 0.2084 0.2363 0.2660 0.2976
0.3312 0.3666 0.4039 0.4431 0.4843
0.5273 0.5722 0.6191 0.6678 0.7184
0.7709 0.8253 0.8817 0.9399 1.0000
Hrad:
0.0867 0.1598 0.2252 0.2860 0.3436
0.3991 0.4530 0.5058 0.5577 0.6090
0.6596 0.7098 0.7597 0.8092 0.8585
0.9076 0.9565 1.0052 1.0607 1.0579
0.9811 0.8871 0.8041 0.7400 0.6941
0.6630 0.6435 0.6328 0.6290 0.6304
0.6358 0.6445 0.6557 0.6690 0.6839
0.7003 0.7179 0.7364 0.7557 0.7758
0.7965 0.8177 0.8393 0.8614 0.8838
0.9065 0.9296 0.9528 0.9763 1.0000
Width:
0.0061 0.0073 0.0086 0.0098 0.0111
0.0123 0.0136 0.0148 0.0161 0.0173
0.0185 0.0198 0.0210 0.0223 0.0235
0.0248 0.0260 0.0272 0.0360 0.0671
0.0982 0.1293 0.1603 0.1914 0.2225
0.2536 0.2847 0.3158 0.3469 0.3780
0.4091 0.4402 0.4713 0.5024 0.5335
0.5646 0.5957 0.6268 0.6579 0.6890
0.7201 0.7512 0.7823 0.8134 0.8445
0.8756 0.9067 0.9378 0.9689 1.0000
****************
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 ...... DYNWAVE
Surcharge Method ......... EXTRAN
Starting Date ............ 01/01/2013 00:00:00
Ending Date .............. 01/02/2013 00:00:00
Antecedent Dry Days ...... 0.0
100 Year Existing
Report Time Step ......... 00:01:00
Wet Time Step ............ 00:00:10
Dry Time Step ............ 01:00:00
Routing Time Step ........ 5.00 sec
Variable Time Step ....... YES
Maximum Trials ........... 8
Number of Threads ........ 1
Head Tolerance ........... 0.005000 ft
*********************
Control Actions Taken
*********************
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 37.205 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 11.570 1.141
Surface Runoff ........... 25.394 2.504
Final Storage ............ 0.242 0.024
Continuity Error (%) ..... -0.001
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 25.394 8.275
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 30.699 10.004
External Outflow ......... 42.952 13.997
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 ...... 12.349 4.024
Continuity Error (%) ..... 1.412
*************************
Highest Continuity Errors
*************************
Node 310 (8.32%)
100 Year Existing
Node 313 (3.92%)
***************************
Time-Step Critical Elements
***************************
None
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*********************************
Most Frequent Nonconverging Nodes
*********************************
Convergence obtained at all time steps.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 4.50 sec
Average Time Step : 5.00 sec
Maximum Time Step : 5.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 2.00
% of Steps Not Converging : 0.00
Time Step Frequencies :
5.000 - 3.155 sec : 100.00 %
3.155 - 1.991 sec : 0.00 %
1.991 - 1.256 sec : 0.00 %
1.256 - 0.792 sec : 0.00 %
0.792 - 0.500 sec : 0.00 %
***************************
Subcatchment Runoff Summary
***************************
-------------------------------------------------------------------------------------
-----------------------------------------
Total Total Total Total Imperv
Perv Total Total Peak Runoff
100 Year Existing
Precip Runon Evap Infil Runoff
Runoff Runoff Runoff Runoff Coeff
Subcatchment in in in in in
in in 10^6 gal CFS
-------------------------------------------------------------------------------------
-----------------------------------------
10 3.67 0.00 0.00 1.29 0.72
1.65 2.37 4.14 268.82 0.645
11 3.67 0.00 0.00 0.42 2.52
0.69 3.20 2.01 206.98 0.872
13 3.67 0.00 0.00 1.22 0.36
2.08 2.44 0.19 25.73 0.666
Ex_Polestar_Site 3.67 0.00 0.00 1.67 0.11
1.88 1.99 1.11 47.95 0.543
Locust_Grove_Filing_No_3 3.67 0.00 0.00 0.78 2.14
0.69 2.83 0.83 53.11 0.771
******************
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
---------------------------------------------------------------------------------
J10 JUNCTION 0.08 1.03 5149.03 0 00:43 1.03
J110 JUNCTION 0.59 1.36 5119.16 0 02:21 1.36
23 JUNCTION 1.54 3.22 5105.49 0 00:45 3.22
J11 OUTFALL 0.57 1.46 5103.29 0 00:45 1.46
310 STORAGE 1.54 3.58 5123.98 0 02:27 3.58
313 STORAGE 12.29 13.59 5116.59 0 02:16 13.59
*******************
Node Inflow Summary
*******************
-------------------------------------------------------------------------------------
------------
Maximum Maximum Lateral Total
Flow
Lateral Total Time of Max Inflow Inflow
Balance
Inflow Inflow Occurrence Volume Volume
Error
100 Year Existing
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal
Percent
-------------------------------------------------------------------------------------
------------
J10 JUNCTION 268.82 268.82 0 00:40 4.14 4.14
-8.320
J110 JUNCTION 0.00 14.44 0 02:27 0 4.14
0.016
23 JUNCTION 98.19 98.19 0 00:40 1.94 14
0.021
J11 OUTFALL 0.00 87.42 0 00:45 0 14
0.000
310 STORAGE 0.00 214.89 0 00:43 0 4.51
9.075
313 STORAGE 343.73 348.60 0 00:40 12.2 16.3
4.080
**********************
Node Surcharge Summary
**********************
No nodes were surcharged.
*********************
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 ft ｳ Full Loss Loss 1000 ft ｳ Full days
hr:min CFS
-------------------------------------------------------------------------------------
-------------
100 Year Existing
310 12.717 3 0 0 53.469 12 0
02:27 14.44
313 513.505 81 0 0 599.874 95 0
02:16 56.10
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
J11 99.13 21.84 87.42 13.996
-----------------------------------------------------------
System 99.13 21.84 87.42 13.996
********************
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
-----------------------------------------------------------------------------
10 CONDUIT 214.89 0 00:43 2.79 0.02 0.40
110_overflow CHANNEL 0.00 0 00:00 0.00 0.00 0.50
110_pipe CONDUIT 14.45 0 02:28 6.46 0.45 0.84
15 CHANNEL 87.42 0 00:45 2.60 0.02 0.29
W2 WEIR 56.10 0 02:16 0.79
310out DUMMY 14.44 0 02:27
***************************
Flow Classification Summary
***************************
-------------------------------------------------------------------------------------
Adjusted ---------- Fraction of Time in Flow Class ----------
/Actual Up Down Sub Sup Up Down Norm Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl
-------------------------------------------------------------------------------------
10 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.88 0.00
100 Year Existing
110_overflow 1.00 0.02 0.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00
110_pipe 1.00 0.01 0.00 0.00 0.97 0.00 0.00 0.02 0.68 0.00
15 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00
*************************
Conduit Surcharge Summary
*************************
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
110_pipe 0.01 0.01 23.32 0.01 0.01
Analysis begun on: Mon Oct 17 10:42:06 2022
Analysis ended on: Mon Oct 17 10:42:06 2022
Total elapsed time: < 1 sec
2 Year Proposed
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.1)
------------------------------------------------------------
*************
Element Count
*************
Number of rain gages ...... 1
Number of subcatchments ... 5
Number of nodes ........... 7
Number of links ........... 7
Number of pollutants ...... 0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data
Recording
Name Data Source Type Interval
-----------------------------------------------------------------------
-
1 2_Year INTENSITY 5 min.
********************
Subcatchment Summary
********************
Name Area Width %Imperv %Slope Rain Gage
Outlet
-----------------------------------------------------------------------
------------------------------------
10 64.40 3028.00 20.00 2.0000 1
J10
11 23.10 3300.00 70.00 1.0000 1
313
13 2.90 2525.00 10.00 1.0000 1
313
Polestar_Site 20.50 777.46 47.10 1.1000 1
23
Locust_Grove_Filing_No_3 10.74 407.10 60.00 0.6000 1
23
************
Node Summary
************
Invert Max. Ponded
External
Name Type Elev. Depth Area
Inflow
2 Year Proposed
-----------------------------------------------------------------------
--------
J10 JUNCTION 5148.00 5.00 0.0
J110 JUNCTION 5117.80 7.20 0.0
J14 OUTFALL 5101.49 0.00 0.0
J11 OUTFALL 5101.83 0.00 0.0
23 STORAGE 5102.85 7.15 0.0
310 STORAGE 5120.40 7.60 0.0
313 STORAGE 5103.00 14.00 0.0
Yes
************
Link Summary
************
Name From Node To Node Type
Length %Slope Roughness
-----------------------------------------------------------------------
----------------------
10 J10 310 CONDUIT
1500.0 1.8403 0.0400
110_overflow J110 313 CONDUIT
530.0 2.4536 0.0400
110_pipe J110 313 CONDUIT
530.0 2.0382 0.0130
W1 23 J11 WEIR
W2 313 23 WEIR
310out 310 J110 OUTLET
Interim_outflow 23 J14 OUTLET
*********************
Cross Section Summary
*********************
Full Full Hyd. Max.
No. of Full
Conduit Shape Depth Area Rad. Width
Barrels Flow
-----------------------------------------------------------------------
----------------
10 TRAPEZOIDAL 5.00 1300.00 2.55 510.00
1 12223.81
110_overflow 110_overflow 5.00 190.00 2.83 66.00
1 2211.69
110_pipe CIRCULAR 2.00 3.14 0.50 2.00
1 32.30
****************
Transect Summary
****************
Transect 110_overflow
Area:
2 Year Proposed
0.0056 0.0117 0.0184 0.0258 0.0337
0.0422 0.0513 0.0610 0.0712 0.0821
0.0936 0.1056 0.1182 0.1315 0.1453
0.1597 0.1747 0.1902 0.2064 0.2232
0.2405 0.2584 0.2770 0.2961 0.3158
0.3361 0.3570 0.3784 0.4005 0.4232
0.4464 0.4702 0.4947 0.5197 0.5453
0.5715 0.5982 0.6256 0.6536 0.6821
0.7112 0.7410 0.7713 0.8022 0.8337
0.8658 0.8984 0.9317 0.9656 1.0000
Hrad:
0.0334 0.0638 0.0920 0.1184 0.1436
0.1677 0.1909 0.2135 0.2354 0.2569
0.2779 0.2986 0.3190 0.3391 0.3590
0.3786 0.3981 0.4175 0.4366 0.4557
0.4746 0.4935 0.5122 0.5309 0.5494
0.5679 0.5864 0.6047 0.6231 0.6413
0.6596 0.6777 0.6959 0.7140 0.7320
0.7501 0.7681 0.7860 0.8040 0.8219
0.8398 0.8577 0.8755 0.8934 0.9112
0.9290 0.9468 0.9645 0.9823 1.0000
Width:
0.1685 0.1855 0.2024 0.2194 0.2364
0.2533 0.2703 0.2873 0.3042 0.3212
0.3382 0.3552 0.3721 0.3891 0.4061
0.4230 0.4400 0.4570 0.4739 0.4909
0.5079 0.5248 0.5418 0.5588 0.5758
0.5927 0.6097 0.6267 0.6436 0.6606
0.6776 0.6945 0.7115 0.7285 0.7455
0.7624 0.7794 0.7964 0.8133 0.8303
0.8473 0.8642 0.8812 0.8982 0.9152
0.9321 0.9491 0.9661 0.9830 1.0000
****************
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 ...... DYNWAVE
Surcharge Method ......... EXTRAN
Starting Date ............ 01/01/2013 00:00:00
Ending Date .............. 01/06/2013 00:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:01:00
Wet Time Step ............ 00:00:10
2 Year Proposed
Dry Time Step ............ 01:00:00
Routing Time Step ........ 5.00 sec
Variable Time Step ....... YES
Maximum Trials ........... 8
Number of Threads ........ 1
Head Tolerance ........... 0.005000 ft
*********************
Control Actions Taken
*********************
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 9.917 0.978
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 6.119 0.604
Surface Runoff ........... 3.481 0.343
Final Storage ............ 0.316 0.031
Continuity Error (%) ..... -0.001
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 3.481 1.134
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 30.699 10.004
External Outflow ......... 21.411 6.977
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 ...... 11.984 3.905
Continuity Error (%) ..... 2.297
*************************
Highest Continuity Errors
*************************
Node 310 (9.44%)
Node 313 (5.94%)
***************************
Time-Step Critical Elements
***************************
None
2 Year Proposed
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*********************************
Most Frequent Nonconverging Nodes
*********************************
Convergence obtained at all time steps.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 4.50 sec
Average Time Step : 5.00 sec
Maximum Time Step : 5.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 2.00
% of Steps Not Converging : 0.00
Time Step Frequencies :
5.000 - 3.155 sec : 100.00 %
3.155 - 1.991 sec : 0.00 %
1.991 - 1.256 sec : 0.00 %
1.256 - 0.792 sec : 0.00 %
0.792 - 0.500 sec : 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
-----------------------------------------------------------------------
-------------------------------------------------------
10 0.98 0.00 0.00 0.77
0.18 0.01 0.19 0.33 34.37 0.194
11 0.98 0.00 0.00 0.28
0.63 0.01 0.64 0.40 39.70 0.658
13 0.98 0.00 0.00 0.83
0.09 0.05 0.14 0.01 1.00 0.143
Polestar_Site 0.98 0.00 0.00 0.51
0.41 0.01 0.42 0.23 17.45 0.429
Locust_Grove_Filing_No_3 0.98 0.00 0.00 0.39
0.53 0.00 0.53 0.15 8.62 0.541
2 Year Proposed
******************
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
-----------------------------------------------------------------------
----------
J10 JUNCTION 0.00 0.44 5148.44 0 00:41
0.44
J110 JUNCTION 0.02 0.45 5118.25 0 01:26
0.45
J14 OUTFALL 0.00 0.00 5101.49 0 00:00
0.00
J11 OUTFALL 0.00 0.00 5101.83 0 00:00
0.00
23 STORAGE 1.68 4.32 5107.17 0 05:41
4.32
310 STORAGE 0.02 0.81 5121.21 0 01:26
0.81
313 STORAGE 11.91 12.19 5115.19 0 02:58
12.19
*******************
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
-----------------------------------------------------------------------
--------------------------
J10 JUNCTION 34.37 34.37 0 00:40
0.331 0.331 -9.543
J110 JUNCTION 0.00 3.55 0 01:26
0 0.332 0.065
J14 OUTFALL 0.00 29.17 0 05:41
0 6.98 0.000
2 Year Proposed
J11 OUTFALL 0.00 0.00 0 00:00
0 0 0.000 gal
23 STORAGE 26.07 34.32 0 02:58
0.388 6.98 0.000
310 STORAGE 0.00 27.48 0 00:43
0 0.366 10.424
313 STORAGE 158.10 159.86 0 00:44
10.4 10.7 6.318
**********************
Node Surcharge Summary
**********************
No nodes were surcharged.
*********************
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
-----------------------------------------------------------------------
---------------------------
23 42.314 8 0 0 231.762
42 0 05:41 29.17
310 0.004 0 0 0 0.285
0 0 01:26 3.55
313 466.642 75 0 0 484.149
78 0 02:58 33.93
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
2 Year Proposed
-----------------------------------------------------------
J14 95.73 2.26 29.17 6.977
J11 0.00 0.00 0.00 0.000
-----------------------------------------------------------
System 47.86 2.26 29.17 6.977
********************
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
-----------------------------------------------------------------------
------
10 CONDUIT 27.48 0 00:43 2.14 0.00
0.10
110_overflow CHANNEL 0.00 0 00:00 0.00 0.00
0.50
110_pipe CONDUIT 3.55 0 01:26 4.90 0.11
0.61
W1 WEIR 0.00 0 00:00
0.00
W2 WEIR 33.93 0 02:58
0.09
310out DUMMY 3.55 0 01:26
Interim_outflow DUMMY 29.17 0 05:41
***************************
Flow Classification Summary
***************************
-----------------------------------------------------------------------
--------------
Adjusted ---------- Fraction of Time in Flow
Class ----------
/Actual Up Down Sub Sup Up Down
Norm Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit
Ltd Ctrl
-----------------------------------------------------------------------
--------------
10 1.00 0.17 0.21 0.00 0.61 0.00 0.00 0.00
0.06 0.00
110_overflow 1.00 0.01 0.99 0.00 0.00 0.00 0.00 0.00
0.00 0.00
2 Year Proposed
110_pipe 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00
0.99 0.00
*************************
Conduit Surcharge Summary
*************************
-----------------------------------------------------------------------
-----
Hours
Hours
--------- Hours Full -------- Above Full
Capacity
Conduit Both Ends Upstream Dnstream Normal Flow
Limited
-----------------------------------------------------------------------
-----
110_pipe 0.01 0.01 119.17 0.01
0.01
Analysis begun on: Fri Oct 14 11:20:51 2022
Analysis ended on: Fri Oct 14 11:20:52 2022
Total elapsed time: 00:00:01
100 Year Proposed
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.1)
------------------------------------------------------------
*************
Element Count
*************
Number of rain gages ...... 1
Number of subcatchments ... 5
Number of nodes ........... 7
Number of links ........... 7
Number of pollutants ...... 0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data
Recording
Name Data Source Type Interval
-----------------------------------------------------------------------
-
1 100_Year INTENSITY 5 min.
********************
Subcatchment Summary
********************
Name Area Width %Imperv %Slope Rain Gage
Outlet
-----------------------------------------------------------------------
------------------------------------
10 64.40 3028.00 20.00 2.0000 1
J10
11 23.10 3300.00 70.00 1.0000 1
313
13 2.90 2525.00 10.00 1.0000 1
313
Polestar_Site 20.50 777.46 47.10 1.1000 1
23
Locust_Grove_Filing_No_3 10.74 407.10 60.00 0.6000 1
23
************
Node Summary
************
Invert Max. Ponded
External
Name Type Elev. Depth Area
Inflow
100 Year Proposed
-----------------------------------------------------------------------
--------
J10 JUNCTION 5148.00 5.00 0.0
J110 JUNCTION 5117.80 7.20 0.0
J14 OUTFALL 5101.49 0.00 0.0
J11 OUTFALL 5101.83 0.00 0.0
23 STORAGE 5102.85 7.15 0.0
310 STORAGE 5120.40 7.60 0.0
313 STORAGE 5103.00 14.00 0.0
Yes
************
Link Summary
************
Name From Node To Node Type
Length %Slope Roughness
-----------------------------------------------------------------------
----------------------
10 J10 310 CONDUIT
1500.0 1.8403 0.0400
110_overflow J110 313 CONDUIT
530.0 2.4536 0.0400
110_pipe J110 313 CONDUIT
530.0 2.0382 0.0130
W1 23 J11 WEIR
W2 313 23 WEIR
310out 310 J110 OUTLET
Interim_outflow 23 J14 OUTLET
*********************
Cross Section Summary
*********************
Full Full Hyd. Max.
No. of Full
Conduit Shape Depth Area Rad. Width
Barrels Flow
-----------------------------------------------------------------------
----------------
10 TRAPEZOIDAL 5.00 1300.00 2.55 510.00
1 12223.81
110_overflow 110_overflow 5.00 190.00 2.83 66.00
1 2211.69
110_pipe CIRCULAR 2.00 3.14 0.50 2.00
1 32.30
****************
Transect Summary
****************
Transect 110_overflow
Area:
100 Year Proposed
0.0056 0.0117 0.0184 0.0258 0.0337
0.0422 0.0513 0.0610 0.0712 0.0821
0.0936 0.1056 0.1182 0.1315 0.1453
0.1597 0.1747 0.1902 0.2064 0.2232
0.2405 0.2584 0.2770 0.2961 0.3158
0.3361 0.3570 0.3784 0.4005 0.4232
0.4464 0.4702 0.4947 0.5197 0.5453
0.5715 0.5982 0.6256 0.6536 0.6821
0.7112 0.7410 0.7713 0.8022 0.8337
0.8658 0.8984 0.9317 0.9656 1.0000
Hrad:
0.0334 0.0638 0.0920 0.1184 0.1436
0.1677 0.1909 0.2135 0.2354 0.2569
0.2779 0.2986 0.3190 0.3391 0.3590
0.3786 0.3981 0.4175 0.4366 0.4557
0.4746 0.4935 0.5122 0.5309 0.5494
0.5679 0.5864 0.6047 0.6231 0.6413
0.6596 0.6777 0.6959 0.7140 0.7320
0.7501 0.7681 0.7860 0.8040 0.8219
0.8398 0.8577 0.8755 0.8934 0.9112
0.9290 0.9468 0.9645 0.9823 1.0000
Width:
0.1685 0.1855 0.2024 0.2194 0.2364
0.2533 0.2703 0.2873 0.3042 0.3212
0.3382 0.3552 0.3721 0.3891 0.4061
0.4230 0.4400 0.4570 0.4739 0.4909
0.5079 0.5248 0.5418 0.5588 0.5758
0.5927 0.6097 0.6267 0.6436 0.6606
0.6776 0.6945 0.7115 0.7285 0.7455
0.7624 0.7794 0.7964 0.8133 0.8303
0.8473 0.8642 0.8812 0.8982 0.9152
0.9321 0.9491 0.9661 0.9830 1.0000
****************
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 ...... DYNWAVE
Surcharge Method ......... EXTRAN
Starting Date ............ 01/01/2013 00:00:00
Ending Date .............. 01/06/2013 00:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:01:00
Wet Time Step ............ 00:00:10
100 Year Proposed
Dry Time Step ............ 01:00:00
Routing Time Step ........ 5.00 sec
Variable Time Step ....... YES
Maximum Trials ........... 8
Number of Threads ........ 1
Head Tolerance ........... 0.005000 ft
*********************
Control Actions Taken
*********************
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 37.193 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 10.185 1.005
Surface Runoff ........... 26.692 2.633
Final Storage ............ 0.316 0.031
Continuity Error (%) ..... -0.001
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 26.692 8.698
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 30.699 10.004
External Outflow ......... 44.625 14.542
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 ...... 11.984 3.905
Continuity Error (%) ..... 1.363
*************************
Highest Continuity Errors
*************************
Node 310 (8.31%)
Node 313 (3.90%)
***************************
Time-Step Critical Elements
***************************
None
100 Year Proposed
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*********************************
Most Frequent Nonconverging Nodes
*********************************
Convergence obtained at all time steps.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 4.50 sec
Average Time Step : 5.00 sec
Maximum Time Step : 5.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 2.00
% of Steps Not Converging : 0.00
Time Step Frequencies :
5.000 - 3.155 sec : 100.00 %
3.155 - 1.991 sec : 0.00 %
1.991 - 1.256 sec : 0.00 %
1.256 - 0.792 sec : 0.00 %
0.792 - 0.500 sec : 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
-----------------------------------------------------------------------
-------------------------------------------------------
10 3.67 0.00 0.00 1.29
0.72 1.65 2.37 4.14 268.82 0.645
11 3.67 0.00 0.00 0.42
2.52 0.69 3.20 2.01 206.98 0.872
13 3.67 0.00 0.00 1.22
0.36 2.08 2.44 0.19 25.73 0.666
Polestar_Site 3.67 0.00 0.00 0.86
1.68 1.08 2.76 1.53 110.02 0.752
Locust_Grove_Filing_No_3 3.67 0.00 0.00 0.78
2.14 0.68 2.83 0.82 52.63 0.770
100 Year Proposed
******************
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
-----------------------------------------------------------------------
----------
J10 JUNCTION 0.02 1.03 5149.03 0 00:43
1.03
J110 JUNCTION 0.11 1.11 5118.91 0 02:22
1.11
J14 OUTFALL 0.00 0.00 5101.49 0 00:00
0.00
J11 OUTFALL 0.00 0.00 5101.83 0 00:00
0.00
23 STORAGE 1.85 5.00 5107.85 0 02:10
5.00
310 STORAGE 0.31 3.58 5123.98 0 02:27
3.58
313 STORAGE 11.95 12.35 5115.35 0 01:40
12.35
*******************
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
-----------------------------------------------------------------------
--------------------------
J10 JUNCTION 268.82 268.82 0 00:40
4.14 4.14 -8.321
J110 JUNCTION 0.00 14.44 0 02:27
0 4.14 0.014
J14 OUTFALL 0.00 83.49 0 02:10
0 14.5 0.000
100 Year Proposed
J11 OUTFALL 0.00 0.00 0 00:00
0 0 0.000 gal
23 STORAGE 162.65 162.65 0 00:40
2.36 14.5 -0.000
310 STORAGE 0.00 214.89 0 00:43
0 4.51 9.065
313 STORAGE 343.73 348.61 0 00:40
12.2 16.3 4.060
**********************
Node Surcharge Summary
**********************
No nodes were surcharged.
*********************
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
-----------------------------------------------------------------------
---------------------------
23 52.691 10 0 0 302.552
55 0 02:10 83.49
310 2.543 0 0 0 53.469
12 0 02:27 14.44
313 469.017 75 0 0 495.913
80 0 01:40 87.06
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
100 Year Proposed
-----------------------------------------------------------
J14 98.46 4.57 83.49 14.541
J11 0.00 0.00 0.00 0.000
-----------------------------------------------------------
System 49.23 4.57 83.49 14.541
********************
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
-----------------------------------------------------------------------
------
10 CONDUIT 214.89 0 00:43 2.79 0.02
0.40
110_overflow CHANNEL 0.00 0 00:00 0.00 0.00
0.50
110_pipe CONDUIT 14.44 0 02:27 6.26 0.45
0.78
W1 WEIR 0.00 0 00:00
0.00
W2 WEIR 87.06 0 01:40
0.18
310out DUMMY 14.44 0 02:27
Interim_outflow DUMMY 83.49 0 02:10
***************************
Flow Classification Summary
***************************
-----------------------------------------------------------------------
--------------
Adjusted ---------- Fraction of Time in Flow
Class ----------
/Actual Up Down Sub Sup Up Down
Norm Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit
Ltd Ctrl
-----------------------------------------------------------------------
--------------
10 1.00 0.17 0.22 0.00 0.61 0.00 0.00 0.00
0.18 0.00
110_overflow 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00
100 Year Proposed
110_pipe 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00
0.95 0.00
*************************
Conduit Surcharge Summary
*************************
-----------------------------------------------------------------------
-----
Hours
Hours
--------- Hours Full -------- Above Full
Capacity
Conduit Both Ends Upstream Dnstream Normal Flow
Limited
-----------------------------------------------------------------------
-----
110_pipe 0.01 0.01 119.33 0.01
0.01
Analysis begun on: Fri Oct 14 11:22:20 2022
Analysis ended on: Fri Oct 14 11:22:21 2022
Total elapsed time: 00:00:01
2 Year Ultimate
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.1)
------------------------------------------------------------
*************
Element Count
*************
Number of rain gages ...... 1
Number of subcatchments ... 5
Number of nodes ........... 7
Number of links ........... 8
Number of pollutants ...... 0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data
Recording
Name Data Source Type Interval
-----------------------------------------------------------------------
-
1 2_Year INTENSITY 5 min.
********************
Subcatchment Summary
********************
Name Area Width %Imperv %Slope Rain Gage
Outlet
-----------------------------------------------------------------------
------------------------------------
10 64.40 3028.00 20.00 2.0000 1
J10
11 23.10 3300.00 70.00 1.0000 1
313
13 2.90 2525.00 10.00 1.0000 1
313
Polestar_Site 20.50 777.46 47.10 1.1000 1
23
Locust_Grove_Filing_No_3 10.74 407.10 60.00 0.6000 1
23
************
Node Summary
************
Invert Max. Ponded
External
Name Type Elev. Depth Area
Inflow
2 Year Ultimate
-----------------------------------------------------------------------
--------
J10 JUNCTION 5148.00 5.00 0.0
J110 JUNCTION 5117.80 7.20 0.0
J14 OUTFALL 5096.00 0.00 0.0
J11 OUTFALL 5101.83 0.00 0.0
23 STORAGE 5098.00 12.00 0.0
310 STORAGE 5120.40 7.60 0.0
313 STORAGE 5098.83 12.50 0.0
Yes
************
Link Summary
************
Name From Node To Node Type
Length %Slope Roughness
-----------------------------------------------------------------------
----------------------
10 J10 310 CONDUIT
1500.0 1.8403 0.0400
110_overflow J110 313 CONDUIT
530.0 3.2413 0.0400
110_pipe J110 313 CONDUIT
530.0 2.8257 0.0130
313_Out 313 23 ORIFICE
W1 23 J11 WEIR
W2 313 23 WEIR
310out 310 J110 OUTLET
Ultimate_outflow 23 J14 OUTLET
*********************
Cross Section Summary
*********************
Full Full Hyd. Max.
No. of Full
Conduit Shape Depth Area Rad. Width
Barrels Flow
-----------------------------------------------------------------------
----------------
10 TRAPEZOIDAL 5.00 1300.00 2.55 510.00
1 12223.81
110_overflow 110_overflow 5.00 190.00 2.83 66.00
1 2542.06
110_pipe CIRCULAR 2.00 3.14 0.50 2.00
1 38.03
****************
Transect Summary
****************
Transect 110_overflow
2 Year Ultimate
Area:
0.0056 0.0117 0.0184 0.0258 0.0337
0.0422 0.0513 0.0610 0.0712 0.0821
0.0936 0.1056 0.1182 0.1315 0.1453
0.1597 0.1747 0.1902 0.2064 0.2232
0.2405 0.2584 0.2770 0.2961 0.3158
0.3361 0.3570 0.3784 0.4005 0.4232
0.4464 0.4702 0.4947 0.5197 0.5453
0.5715 0.5982 0.6256 0.6536 0.6821
0.7112 0.7410 0.7713 0.8022 0.8337
0.8658 0.8984 0.9317 0.9656 1.0000
Hrad:
0.0334 0.0638 0.0920 0.1184 0.1436
0.1677 0.1909 0.2135 0.2354 0.2569
0.2779 0.2986 0.3190 0.3391 0.3590
0.3786 0.3981 0.4175 0.4366 0.4557
0.4746 0.4935 0.5122 0.5309 0.5494
0.5679 0.5864 0.6047 0.6231 0.6413
0.6596 0.6777 0.6959 0.7140 0.7320
0.7501 0.7681 0.7860 0.8040 0.8219
0.8398 0.8577 0.8755 0.8934 0.9112
0.9290 0.9468 0.9645 0.9823 1.0000
Width:
0.1685 0.1855 0.2024 0.2194 0.2364
0.2533 0.2703 0.2873 0.3042 0.3212
0.3382 0.3552 0.3721 0.3891 0.4061
0.4230 0.4400 0.4570 0.4739 0.4909
0.5079 0.5248 0.5418 0.5588 0.5758
0.5927 0.6097 0.6267 0.6436 0.6606
0.6776 0.6945 0.7115 0.7285 0.7455
0.7624 0.7794 0.7964 0.8133 0.8303
0.8473 0.8642 0.8812 0.8982 0.9152
0.9321 0.9491 0.9661 0.9830 1.0000
****************
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 ...... DYNWAVE
Surcharge Method ......... EXTRAN
Starting Date ............ 01/01/2013 00:00:00
Ending Date .............. 01/06/2013 00:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:01:00
2 Year Ultimate
Wet Time Step ............ 00:00:10
Dry Time Step ............ 01:00:00
Routing Time Step ........ 5.00 sec
Variable Time Step ....... YES
Maximum Trials ........... 8
Number of Threads ........ 1
Head Tolerance ........... 0.005000 ft
*********************
Control Actions Taken
*********************
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 9.917 0.978
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 6.119 0.604
Surface Runoff ........... 3.481 0.343
Final Storage ............ 0.316 0.031
Continuity Error (%) ..... -0.001
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 3.481 1.134
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 30.699 10.004
External Outflow ......... 34.184 11.139
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 ...... 0.000 0.000
Continuity Error (%) ..... -0.008
*************************
Highest Continuity Errors
*************************
Node 310 (9.44%)
***************************
Time-Step Critical Elements
***************************
None
2 Year Ultimate
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*********************************
Most Frequent Nonconverging Nodes
*********************************
Convergence obtained at all time steps.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 4.50 sec
Average Time Step : 5.00 sec
Maximum Time Step : 5.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 2.00
% of Steps Not Converging : 0.00
Time Step Frequencies :
5.000 - 3.155 sec : 100.00 %
3.155 - 1.991 sec : 0.00 %
1.991 - 1.256 sec : 0.00 %
1.256 - 0.792 sec : 0.00 %
0.792 - 0.500 sec : 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
-----------------------------------------------------------------------
-------------------------------------------------------
10 0.98 0.00 0.00 0.77
0.18 0.01 0.19 0.33 34.37 0.194
11 0.98 0.00 0.00 0.28
0.63 0.01 0.64 0.40 39.70 0.658
13 0.98 0.00 0.00 0.83
0.09 0.05 0.14 0.01 1.00 0.143
Polestar_Site 0.98 0.00 0.00 0.51
0.41 0.01 0.42 0.23 17.45 0.429
Locust_Grove_Filing_No_3 0.98 0.00 0.00 0.39
0.53 0.00 0.53 0.15 8.62 0.541
2 Year Ultimate
******************
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
-----------------------------------------------------------------------
----------
J10 JUNCTION 0.00 0.44 5148.44 0 00:41
0.44
J110 JUNCTION 0.02 0.41 5118.21 0 01:26
0.41
J14 OUTFALL 0.00 0.00 5096.00 0 00:00
0.00
J11 OUTFALL 0.00 0.00 5101.83 0 00:00
0.00
23 STORAGE 0.72 6.32 5104.32 0 08:17
6.32
310 STORAGE 0.02 0.81 5121.21 0 01:26
0.81
313 STORAGE 0.76 7.38 5106.21 0 02:12
7.38
*******************
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
-----------------------------------------------------------------------
--------------------------
J10 JUNCTION 34.37 34.37 0 00:40
0.331 0.331 -9.543
J110 JUNCTION 0.00 3.55 0 01:26
0 0.332 0.115
J14 OUTFALL 0.00 27.96 0 08:18
0 11.1 0.000
2 Year Ultimate
J11 OUTFALL 0.00 0.00 0 00:00
0 0 0.000 gal
23 STORAGE 26.07 64.84 0 00:48
0.388 11.1 0.000
310 STORAGE 0.00 27.48 0 00:43
0 0.366 10.424
313 STORAGE 158.10 159.78 0 00:44
10.4 10.7 -0.008
**********************
Node Surcharge Summary
**********************
No nodes were surcharged.
*********************
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
-----------------------------------------------------------------------
---------------------------
23 33.066 4 0 0 327.652
36 0 08:17 27.96
310 0.004 0 0 0 0.285
0 0 01:26 3.55
313 18.766 4 0 0 206.540
41 0 02:12 51.07
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
2 Year Ultimate
-----------------------------------------------------------
J14 20.07 17.18 27.96 11.138
J11 0.00 0.00 0.00 0.000
-----------------------------------------------------------
System 10.03 17.18 27.96 11.138
********************
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
-----------------------------------------------------------------------
------
10 CONDUIT 27.48 0 00:43 2.14 0.00
0.10
110_overflow CHANNEL 0.00 0 00:00 0.00 0.00
0.34
110_pipe CONDUIT 3.55 0 01:26 6.56 0.09
0.60
313_Out ORIFICE 51.07 0 01:13
1.00
W1 WEIR 0.00 0 00:00
0.00
W2 WEIR 0.00 0 00:00
0.00
310out DUMMY 3.55 0 01:26
Ultimate_outflow DUMMY 27.96 0 08:18
***************************
Flow Classification Summary
***************************
-----------------------------------------------------------------------
--------------
Adjusted ---------- Fraction of Time in Flow
Class ----------
/Actual Up Down Sub Sup Up Down
Norm Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit
Ltd Ctrl
-----------------------------------------------------------------------
--------------
10 1.00 0.17 0.21 0.00 0.61 0.00 0.00 0.00
0.06 0.00
2 Year Ultimate
110_overflow 1.00 0.89 0.11 0.00 0.00 0.00 0.00 0.00
0.00 0.00
110_pipe 1.00 0.00 0.00 0.00 0.10 0.00 0.00 0.89
0.11 0.00
*************************
Conduit Surcharge Summary
*************************
-----------------------------------------------------------------------
-----
Hours
Hours
--------- Hours Full -------- Above Full
Capacity
Conduit Both Ends Upstream Dnstream Normal Flow
Limited
-----------------------------------------------------------------------
-----
110_pipe 0.01 0.01 9.62 0.01
0.01
Analysis begun on: Fri Oct 14 11:23:52 2022
Analysis ended on: Fri Oct 14 11:23:54 2022
Total elapsed time: 00:00:02
100 Year Ultimate
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.1)
------------------------------------------------------------
*************
Element Count
*************
Number of rain gages ...... 1
Number of subcatchments ... 5
Number of nodes ........... 7
Number of links ........... 8
Number of pollutants ...... 0
Number of land uses ....... 0
****************
Raingage Summary
****************
Data
Recording
Name Data Source Type Interval
-----------------------------------------------------------------------
-
1 100_Year INTENSITY 5 min.
********************
Subcatchment Summary
********************
Name Area Width %Imperv %Slope Rain Gage
Outlet
-----------------------------------------------------------------------
------------------------------------
10 64.40 3028.00 20.00 2.0000 1
J10
11 23.10 3300.00 70.00 1.0000 1
313
13 2.90 2525.00 10.00 1.0000 1
313
Polestar_Site 20.50 777.46 47.10 1.1000 1
23
Locust_Grove_Filing_No_3 10.74 407.10 60.00 0.6000 1
23
************
Node Summary
************
Invert Max. Ponded
External
Name Type Elev. Depth Area
Inflow
100 Year Ultimate
-----------------------------------------------------------------------
--------
J10 JUNCTION 5148.00 5.00 0.0
J110 JUNCTION 5117.80 7.20 0.0
J14 OUTFALL 5096.00 0.00 0.0
J11 OUTFALL 5101.83 0.00 0.0
23 STORAGE 5098.00 12.00 0.0
310 STORAGE 5120.40 7.60 0.0
313 STORAGE 5098.83 12.50 0.0
Yes
************
Link Summary
************
Name From Node To Node Type
Length %Slope Roughness
-----------------------------------------------------------------------
----------------------
10 J10 310 CONDUIT
1500.0 1.8403 0.0400
110_overflow J110 313 CONDUIT
530.0 3.2413 0.0400
110_pipe J110 313 CONDUIT
530.0 2.8257 0.0130
313_Out 313 23 ORIFICE
W1 23 J11 WEIR
W2 313 23 WEIR
310out 310 J110 OUTLET
Ultimate_outflow 23 J14 OUTLET
*********************
Cross Section Summary
*********************
Full Full Hyd. Max.
No. of Full
Conduit Shape Depth Area Rad. Width
Barrels Flow
-----------------------------------------------------------------------
----------------
10 TRAPEZOIDAL 5.00 1300.00 2.55 510.00
1 12223.81
110_overflow 110_overflow 5.00 190.00 2.83 66.00
1 2542.06
110_pipe CIRCULAR 2.00 3.14 0.50 2.00
1 38.03
****************
Transect Summary
****************
Transect 110_overflow
100 Year Ultimate
Area:
0.0056 0.0117 0.0184 0.0258 0.0337
0.0422 0.0513 0.0610 0.0712 0.0821
0.0936 0.1056 0.1182 0.1315 0.1453
0.1597 0.1747 0.1902 0.2064 0.2232
0.2405 0.2584 0.2770 0.2961 0.3158
0.3361 0.3570 0.3784 0.4005 0.4232
0.4464 0.4702 0.4947 0.5197 0.5453
0.5715 0.5982 0.6256 0.6536 0.6821
0.7112 0.7410 0.7713 0.8022 0.8337
0.8658 0.8984 0.9317 0.9656 1.0000
Hrad:
0.0334 0.0638 0.0920 0.1184 0.1436
0.1677 0.1909 0.2135 0.2354 0.2569
0.2779 0.2986 0.3190 0.3391 0.3590
0.3786 0.3981 0.4175 0.4366 0.4557
0.4746 0.4935 0.5122 0.5309 0.5494
0.5679 0.5864 0.6047 0.6231 0.6413
0.6596 0.6777 0.6959 0.7140 0.7320
0.7501 0.7681 0.7860 0.8040 0.8219
0.8398 0.8577 0.8755 0.8934 0.9112
0.9290 0.9468 0.9645 0.9823 1.0000
Width:
0.1685 0.1855 0.2024 0.2194 0.2364
0.2533 0.2703 0.2873 0.3042 0.3212
0.3382 0.3552 0.3721 0.3891 0.4061
0.4230 0.4400 0.4570 0.4739 0.4909
0.5079 0.5248 0.5418 0.5588 0.5758
0.5927 0.6097 0.6267 0.6436 0.6606
0.6776 0.6945 0.7115 0.7285 0.7455
0.7624 0.7794 0.7964 0.8133 0.8303
0.8473 0.8642 0.8812 0.8982 0.9152
0.9321 0.9491 0.9661 0.9830 1.0000
****************
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 ...... DYNWAVE
Surcharge Method ......... EXTRAN
Starting Date ............ 01/01/2013 00:00:00
Ending Date .............. 01/06/2013 00:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:01:00
100 Year Ultimate
Wet Time Step ............ 00:00:10
Dry Time Step ............ 01:00:00
Routing Time Step ........ 5.00 sec
Variable Time Step ....... YES
Maximum Trials ........... 8
Number of Threads ........ 1
Head Tolerance ........... 0.005000 ft
*********************
Control Actions Taken
*********************
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 37.193 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 10.185 1.005
Surface Runoff ........... 26.692 2.633
Final Storage ............ 0.316 0.031
Continuity Error (%) ..... -0.001
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 26.692 8.698
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 30.699 10.004
External Outflow ......... 57.395 18.703
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 ...... 0.000 0.000
Continuity Error (%) ..... -0.006
*************************
Highest Continuity Errors
*************************
Node 310 (8.31%)
***************************
Time-Step Critical Elements
***************************
None
100 Year Ultimate
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*********************************
Most Frequent Nonconverging Nodes
*********************************
Convergence obtained at all time steps.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 4.50 sec
Average Time Step : 5.00 sec
Maximum Time Step : 5.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 2.00
% of Steps Not Converging : 0.00
Time Step Frequencies :
5.000 - 3.155 sec : 100.00 %
3.155 - 1.991 sec : 0.00 %
1.991 - 1.256 sec : 0.00 %
1.256 - 0.792 sec : 0.00 %
0.792 - 0.500 sec : 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
-----------------------------------------------------------------------
-------------------------------------------------------
10 3.67 0.00 0.00 1.29
0.72 1.65 2.37 4.14 268.82 0.645
11 3.67 0.00 0.00 0.42
2.52 0.69 3.20 2.01 206.98 0.872
13 3.67 0.00 0.00 1.22
0.36 2.08 2.44 0.19 25.73 0.666
Polestar_Site 3.67 0.00 0.00 0.86
1.68 1.08 2.76 1.53 110.02 0.752
Locust_Grove_Filing_No_3 3.67 0.00 0.00 0.78
2.14 0.68 2.83 0.82 52.63 0.770
100 Year Ultimate
******************
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
-----------------------------------------------------------------------
----------
J10 JUNCTION 0.02 1.03 5149.03 0 00:43
1.03
J110 JUNCTION 0.10 0.85 5118.65 0 02:27
0.85
J14 OUTFALL 0.00 0.00 5096.00 0 00:00
0.00
J11 OUTFALL 0.00 0.00 5101.83 0 00:00
0.00
23 STORAGE 1.43 9.75 5107.75 0 09:32
9.75
310 STORAGE 0.31 3.58 5123.98 0 02:27
3.58
313 STORAGE 1.54 11.08 5109.91 0 02:26
11.08
*******************
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
-----------------------------------------------------------------------
--------------------------
J10 JUNCTION 268.82 268.82 0 00:40
4.14 4.14 -8.321
J110 JUNCTION 0.00 14.44 0 02:27
0 4.14 0.019
J14 OUTFALL 0.00 35.51 0 09:32
0 18.7 0.000
100 Year Ultimate
J11 OUTFALL 0.00 0.00 0 00:00
0 0 0.000 gal
23 STORAGE 162.65 205.98 0 00:40
2.36 18.7 -0.000
310 STORAGE 0.00 214.89 0 00:43
0 4.51 9.065
313 STORAGE 343.73 348.64 0 00:40
12.2 16.3 -0.009
**********************
Node Surcharge Summary
**********************
No nodes were surcharged.
*********************
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
-----------------------------------------------------------------------
---------------------------
23 83.979 9 0 0 647.865
72 0 09:32 35.51
310 2.543 0 0 0 53.469
12 0 02:27 14.44
313 50.029 10 0 0 408.323
81 0 02:26 54.04
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
100 Year Ultimate
-----------------------------------------------------------
J14 23.50 24.62 35.51 18.702
J11 0.00 0.00 0.00 0.000
-----------------------------------------------------------
System 11.75 24.62 35.51 18.702
********************
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
-----------------------------------------------------------------------
------
10 CONDUIT 214.89 0 00:43 2.79 0.02
0.40
110_overflow CHANNEL 0.00 0 00:00 0.00 0.00
0.50
110_pipe CONDUIT 14.44 0 02:27 7.79 0.38
0.71
313_Out ORIFICE 54.04 0 01:08
1.00
W1 WEIR 0.00 0 00:00
0.00
W2 WEIR 0.00 0 00:00
0.00
310out DUMMY 14.44 0 02:27
Ultimate_outflow DUMMY 35.51 0 09:32
***************************
Flow Classification Summary
***************************
-----------------------------------------------------------------------
--------------
Adjusted ---------- Fraction of Time in Flow
Class ----------
/Actual Up Down Sub Sup Up Down
Norm Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit
Ltd Ctrl
-----------------------------------------------------------------------
--------------
10 1.00 0.17 0.22 0.00 0.61 0.00 0.00 0.00
0.18 0.00
100 Year Ultimate
110_overflow 1.00 0.84 0.16 0.00 0.00 0.00 0.00 0.00
0.00 0.00
110_pipe 1.00 0.00 0.00 0.00 0.15 0.00 0.00 0.84
0.16 0.00
*************************
Conduit Surcharge Summary
*************************
-----------------------------------------------------------------------
-----
Hours
Hours
--------- Hours Full -------- Above Full
Capacity
Conduit Both Ends Upstream Dnstream Normal Flow
Limited
-----------------------------------------------------------------------
-----
110_pipe 0.01 0.01 16.37 0.01
0.01
Analysis begun on: Fri Oct 14 11:24:15 2022
Analysis ended on: Fri Oct 14 11:24:16 2022
Total elapsed time: 00:00:01
INTERIM - 100 Year Polestar Pond Drain Time
REQUIRED POLESTAR DETENTION POND VOLUME
The onsite detention for the site i.e the required runoff difference between the 100 year
developed inflow rate and the 2-year historic runoff is 4.08 Acre-ft. In the SWMM model.
Polestar_Site - 100 year developed inflow 1.53*106 Gallons of total runoff
EX_Polestar_Site - 100 year developed inflow 0.02*106 Gallons of total runoff
(1.53*106 - 0.2*106) gallons (𝟎𝒆𝒓𝟑
𝟑.𝟑𝟑𝟎𝟑𝒆𝒂𝒍𝒍𝒏𝒏𝒓)* (𝟎𝒂𝒄𝒓𝒆
𝟑𝟑,𝟑𝟑𝟎𝒆𝒓𝟑) = 4.63 Acre-ft
18
APPENDIX C – HYDRAULIC CALCULATIONS
Scenic Views - Spillway
Project Description
Crest LengthSolve For
Input Data
cfs348.61Discharge
ft5,116.00Headwater Elevation
ft5,115.00Crest Elevation
ft0.00Tailwater Elevation
GravelCrest Surface Type
ft20.00Crest Breadth
Results
ft123.3Crest Length
ft1.00Headwater Height Above
Crest
ft-5,115.00Tailwater Height Above Crest
ft^(1/2)/s2.83Weir Coefficient
1.000Submergence Factor
ft^(1/2)/s2.83Adjusted Weir Coefficient
ft²123.3Flow Area
ft/s2.83Velocity
ft125.3Wetted Perimeter
ft123.27Top Width
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
10/11/2022
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterScenic Views Pond.fm8
A Westrian CompanySCENIC VIEWS - SPILLWAY IMPROVEMENT
Polestar Emergency Overflow - Spillway
Project Description
Crest LengthSolve For
Input Data
cfs160.81Discharge
ft5,109.00Headwater Elevation
ft5,108.00Crest Elevation
ft0.00Tailwater Elevation
GravelCrest Surface Type
ft25.00Crest Breadth
Results
ft56.9Crest Length
ft1.00Headwater Height Above
Crest
ft-5,108.00Tailwater Height Above Crest
ft^(1/2)/s2.83Weir Coefficient
1.000Submergence Factor
ft^(1/2)/s2.83Adjusted Weir Coefficient
ft²56.9Flow Area
ft/s2.83Velocity
ft58.9Wetted Perimeter
ft56.86Top Width
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
10/11/2022
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
CenterScenic Views Pond.fm8
POLESTAR REGIONAL DETENTION FACILITY - SPILLWAYA Westrian Company
19
APPENDIX D – WATER QUALITY CALCULATIONS
Subdivision:Polestar Project Name:Polestar
Location:Fort Collins Project No.:39797.01
Calculated By:ARJ
Checked By:0
Date:10/11/22
Basin
Area
(ac)% Imp.
A1 1.00 16.7%
A2 0.60 51.4%
A3 0.59 28.1%
A4 2.13 52.1%
A5 1.85 60.9%
A6 0.97 70.5%
A7 0.88 60.5%
Total 8.01 50.0%
WQCV Drain Time (hr):40
Coefficient, a (Figure 3.2):1.0
WQCV (in):0.21
WQCV (ac-ft):0.17
WQ Pond Tributary Areas
#1 - Sand Filter
X:\3970000.all\3979701\Excel\Drainage\3979701 Drainage_Calcs_Template_v2.07.xlsm Page 1 of 8 10/14/2022
Subdivision:Polestar Project Name:Polestar
Location:Fort Collins Project No.:39797.01
Calculated By:ARJ
Checked By:0
Date:10/11/22
Basin
Area
(ac)% Imp.
B1 0.98 16.7%
B2 0.56 51.4%
Total 1.54 30.0%
23.95
WQCV Drain Time (hr):12
Coefficient, a (Figure 3.2):0.8
WQCV (in):0.12
WQCV (ac-ft):0.02
WQ Pond Tributary Areas
# 2- Rain Garden
X:\3970000.all\3979701\Excel\Drainage\3979701 Drainage_Calcs_Template_v2.07.xlsm Page 2 of 8 10/14/2022
Subdivision:Polestar Project Name:Polestar
Location:Fort Collins Project No.:39797.01
Calculated By:ARJ
Checked By:0
Date:10/11/22
Basin
Area
(ac)% Imp.
C1 0.28 56.8%
C2 0.34 29.3%
Total 0.62 40.0%
WQCV Drain Time (hr):12
Coefficient, a (Figure 3.2):0.8
WQCV (in):0.14
WQCV (ac-ft):0.01
WQ Pond Tributary Areas
# 3 - Rain Garden
X:\3970000.all\3979701\Excel\Drainage\3979701 Drainage_Calcs_Template_v2.07.xlsm Page 3 of 8 10/14/2022
Subdivision:Polestar Project Name:Polestar
Location:Fort Collins Project No.:39797.01
Calculated By:ARJ
Checked By:0
Date:10/11/22
Basin
Area
(ac)% Imp.
D1 3.05 49.3%
D2 0.20 75.9%
Total 3.25 50.0%
WQCV Drain Time (hr):12
Coefficient, a (Figure 3.2):0.8
WQCV (in):0.17
WQCV (ac-ft):0.05
WQ Pond Tributary Areas
# 4 - Rain Garden
X:\3970000.all\3979701\Excel\Drainage\3979701 Drainage_Calcs_Template_v2.07.xlsm Page 4 of 8 10/14/2022
Subdivision:Polestar Project Name:Polestar
Location:Fort Collins Project No.:39797.01
Calculated By:ARJ
Checked By:0
Date:10/11/22
Basin
Area
(ac)% Imp.
D3 0.19 76.2%
D4 0.38 67.9%
Total 0.57 70.0%
WQCV Drain Time (hr):12
Coefficient, a (Figure 3.2):0.8
WQCV (in):0.22
WQCV (ac-ft):0.01
WQ Pond Tributary Areas
# 5 - Rain Garden
X:\3970000.all\3979701\Excel\Drainage\3979701 Drainage_Calcs_Template_v2.07.xlsm Page 5 of 8 10/14/2022
Subdivision:Polestar Project Name:Polestar
Location:Fort Collins Project No.:39797.01
Calculated By:ARJ
Checked By:0
Date:10/11/22
Basin
Area
(ac)% Imp.
F1 3.86 31.6%
E1 2.20 41.4%
E2 0.45 55.7%
OS1 8.33 58.3%
OS2 2.40 65.9%
Total 17.25 50.0%
WQCV Drain Time (hr):40
Coefficient, a (Figure 3.2):0.8
WQCV (in):0.17
WQCV (ac-ft):0.28
WQ Pond Tributary Areas
WATER QUALITY IN DETENTION POND
X:\3970000.all\3979701\Excel\Drainage\3979701 Drainage_Calcs_Template_v2.07.xlsm Page 7 of 8 10/14/2022
X:\3970000.all\3979701\Excel\Drainage\3979701 Drainage_Calcs_Template_v2.07.xlsm Page 6 of 8 10/14/2022
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =50.0 %
(100% if all paved and roofed areas upstream of sand filter)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.500
C) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV =0.17 watershed inches
WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including sand filter area)Area = 348,916 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft
VWQCV = WQCV / 12 * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 =0.43 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,VWQCV OTHER =4,798 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth DWQCV =12.0 ft
B) Sand Filter Side Slopes (Horizontal distance per unit vertical,Z =4.00 ft / ft
4:1 or flatter preferred). Use "0" if sand filter has vertical walls.
C) Minimum Filter Area (Flat Surface Area)AMin =2181 sq ft
D) Actual Filter Area AActual =3580 sq ft
E) Volume Provided VT =21222 cu ft
3. Filter Material
4. Underdrain System
A) Are underdrains provided?1
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =1.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =4,798 cu ft
iii) Orifice Diameter, 3/8" Minimum DO =1 13/16 in
Polestar
#1 - Sand Filter; Basins A1-A7
Design Procedure Form: Sand Filter (SF)
ARJ
JR Engineering
October 17, 2022
UD-BMP (Version 3.07, March 2018)
Choose One
Choose One
18" CDOT Class B or C Filter Material
Other (Explain):
YES
NO
No. 1 UD BMP _v3.07.xlsm, SF 10/17/2022, 11:22 AM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
PROVIDE A 30 MIL (MIN) PVC GEOMEMBRANE PER TABLE
SF-4 WITH SEPARATOR FABRIC (PER TABLE SF-3) ABOVE IT.
PROVIDE SEPARATOR FABRIC BELOW THE GEOMEMBRANE
AS WELL IF SUBGRADE IS ANGULAR OR COULD OTHERWISE
PUNCTURE THE GEOMEMBRANE.
6. Inlet / Outlet Works
A) Describe the type of energy dissipation at inlet points and means of
conveying flows in excess of the WQCV through the outlet
Notes:
Design Procedure Form: Sand Filter (SF)
ARJ
JR Engineering
October 17, 2022
Polestar
#1 - Sand Filter; Basins A1-A7
The Sand Filter will have a typce C outlet structure to provide water quality
w/ an orifice plate. In the condition of larger events runoff will overtop the
structure and drain into the regional detention pond.
Choose One
YES NO
No. 1 UD BMP _v3.07.xlsm, SF 10/17/2022, 11:22 AM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =30.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.300
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.12 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area)Area =67,082 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 =0.43 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,VWQCV OTHER =677 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =402 sq ft
D) Actual Flat Surface Area AActual =3542 sq ft
E) Area at Design Depth (Top Surface Area)ATop =5651 sq ft
F) Rain Garden Total Volume VT=4,597 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?2
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =N/A ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO =N/A in
Design Procedure Form: Rain Garden (RG)
ARJ
JR Engineering
October 17, 2022
Polestar
#2 - Rain Garden; B1-B2
UD-BMP (Version 3.07, March 2018)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
No. 2 UD BMP _v3.07.xlsm, RG 10/17/2022, 11:32 AM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
ARJ
JR Engineering
October 17, 2022
Polestar
#2 - Rain Garden; B1-B2
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
No. 2 UD BMP _v3.07.xlsm, RG 10/17/2022, 11:32 AM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =40.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.400
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.14 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area)Area =27,007 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 =0.43 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,VWQCV OTHER =324 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =216 sq ft
D) Actual Flat Surface Area AActual =760 sq ft
E) Area at Design Depth (Top Surface Area)ATop =1937 sq ft
F) Rain Garden Total Volume VT=1,348 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?2
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =N/A ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO =N/A in
Design Procedure Form: Rain Garden (RG)
ARJ
JR Engineering
October 17, 2022
Polestar Village
Rain Garden No. 3; Basins C1-C2
UD-BMP (Version 3.07, March 2018)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
No. 3 UD BMP _v3.07.xlsm, RG 10/17/2022, 11:35 AM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
ARJ
JR Engineering
October 17, 2022
Polestar Village
Rain Garden No. 3; Basins C1-C2
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
No. 3 UD BMP _v3.07.xlsm, RG 10/17/2022, 11:35 AM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =50.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.500
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.17 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area)Area = 141,570 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 =0.43 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,VWQCV OTHER =1,947 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =1416 sq ft
D) Actual Flat Surface Area AActual =2720 sq ft
E) Area at Design Depth (Top Surface Area)ATop =5487 sq ft
F) Rain Garden Total Volume VT=4,103 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?2
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =N/A ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO =N/A in
Design Procedure Form: Rain Garden (RG)
ARJ
JR Engineering
October 17, 2022
Polestar Village
Rain Garden No. 4; Basins D1-D2
UD-BMP (Version 3.07, March 2018)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
No. 4 UD BMP _v3.07.xlsm, RG 10/17/2022, 11:39 AM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
ARJ
JR Engineering
October 17, 2022
Polestar Village
Rain Garden No. 4; Basins D1-D2
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
No. 4 UD BMP _v3.07.xlsm, RG 10/17/2022, 11:39 AM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =70.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.700
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.22 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area)Area =24,829 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 =0.43 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,VWQCV OTHER =455 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =348 sq ft
D) Actual Flat Surface Area AActual =1323 sq ft
E) Area at Design Depth (Top Surface Area)ATop =2710 sq ft
F) Rain Garden Total Volume VT=2,016 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?2
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =N/A ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO =N/A in
Design Procedure Form: Rain Garden (RG)
ARJ
JR Engineering
October 17, 2022
Polestar Village
Rain Garden No. 5; Basins D3-D4
UD-BMP (Version 3.07, March 2018)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
No. 5 UD BMP _v3.07.xlsm, RG 10/17/2022, 11:40 AM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
ARJ
JR Engineering
October 17, 2022
Polestar Village
Rain Garden No. 5; Basins D3-D4
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
No. 5 UD BMP _v3.07.xlsm, RG 10/17/2022, 11:40 AM
20
APPENDIX E – REFERENCES
CONCEPTUAL DESIGN
PLAN & PROFILE
CANAL IMPORTATION BASIN N
SHEET 1SHEET 2SHEET 3Ä2þ245ac.Ä2þ982ac.Ä2þ903ac.Ä2þ507ac.Ä2þ17.7ac.Ä2þ66.9ac.Ä2þ1065ac.Ä2þ5538ac.Ä2þ1530ac.Ä2þ9912ac.Ä2þ9533ac.Ä2þ5832ac.Ä2þ5494ac.Ä2þ8918ac.Ä2þ6842ac.Ä2þ7230ac.Ä2þ8213ac.Ä2þ5777ac.Ä2þ9218ac.Ä2þ4115ac.Ä2þ4681ac.Ä2þ3424ac.Ä2þ422.2ac.Ä2þ718.4ac.Ä2þ339.1ac.Ä2þ521.3ac.Ä2þ230.4ac.Ä2þ812.9ac.Ä2þ229.7ac.Ä2þ132.9ac.Ä2þ199.6ac.Ä2þ143.3ac.Ä2þ912.8ac.Ä2þ677.9ac.Ä2þ947.9ac.Ä2þ937.6ac.Ä2þ875.6ac.Ä2þ980.8ac.Ä2þ367.2ac.Ä2þ397.3ac.Ä2þ336.7ac.Ä2þ373.1ac.Ä2þ382.3ac.Ä2þ408.8ac.Ä2þ52135ac.Ä2þ514.4ac.Ä2þ613.3ac.Ä2þ624.9ac.Ä2þ633.5ac.Ä2þ658.2ac.Ä2þ4414.5ac.Ä2þ1088.8ac.Ä2þ1217.8ac.Ä2þ2122.2ac.Ä2þ1725.5ac.Ä2þ5932.8ac.Ä2þ2028.6ac.Ä2þ5132.8ac.Ä2þ7204.6ac.Ä2þ4230.9ac.Ä2þ5030.6ac.Ä2þ2224.7ac.Ä2þ1613.7ac.Ä2þ1851.1ac.Ä2þ4331.2ac.Ä2þ5631.5ac.Ä2þ1123.1ac.Ä2þ8207.5ac.Ä2þ1167.7ac.Ä2þ5335.8ac.Ä2þ5730.9ac.Ä2þ5433.2ac.Ä2þ2246.4ac.Ä2þ5233.1ac.Ä2þ4955.4ac.Ä2þ1183.3ac.Ä2þ5191.6ac.Ä2þ5290.7ac.Ä2þ6611.8ac.Ä2þ5693.4ac.Ä2þ6926.2ac.Ä2þ7532.8ac.Ä2þ5792.8ac.Ä2þ5590.9ac.Ä2þ5090.9ac.Ä2þ5391.2ac.Ä2þ8110.3ac.Ä2þ9713.4ac.Ä2þ5981.7ac.Ä2þ5888.9ac.Ä2þ7130.4ac.Ä2þ5201.7ac.Ä2þ5505.7ac.Ä2þ5702.3ac.Ä2þ7026.5ac.Ä2þ8823.4ac.Ä2þ7313.5ac.Ä2þ5302.5ac.Ä2þ8319.6ac.Ä2þ9610.3ac.Ä2þ5604.3ac.Ä2þ7413.9ac.Ä2þ5873.9ac.Ä2þ8615.3ac.Ä2þ5807.2ac.Ä2þ5409.7ac.Ä2þ4732.9ac.Ä2þ7626.5ac.Ä2þ5082.1ac.Ä2þ5062.4ac.Ä2þ5073.7ac.Ä2þ3027.4ac.Ä2þ9112.6ac.Ä2þ1225.4ac.Ä2þ8518.5ac.Ä2þ1213.7ac.Ä2þ8458.4ac.Ä2þ2858.4ac.Ä2þ4245.1ac.Ä2þ4326.8ac.Ä2þ4912.8ac.Ä2þ1302.8ac.Ä2þ1311.5ac.Ä2þ3114.3ac.Ä2þ4849.8ac.Ä2þ1234.5ac.Ä2þ1246.2ac.Ä2þ1416.3ac.Ä2þ3511.7ac.Ä2þ2953.7ac.Ä2þ2621.8ac.Ä2þ4550.3ac.Ä2þ2797.1ac.Ä2þ3233.2ac.Ä2þ5433.7ac.Ä2þ2513.9ac.Ä2þ5510.9ac.Ä2þ5711.6ac.Ä2þ5613.1ac.Ä2þ1438.4ac.Ä2þ5955.2ac.Ä2þ5814.4ac.Ä2þ6058.4ac.Ä2þ6413.1ac.Ä2þ13951.2ac.Ä2þ14056.8ac.Ä2þ11124.6ac.Ä2þ11018.5ac.Ä2þ10914.7ac.Ä2þ11313.5ac.Ä2þ11211.1ac.Ä2þ11414.1ac.Ä2þ11520.1ac.Ä2þ11711.2ac.Ä2þ58915.6ac.Ä2þ19528.9ac.Ä2þ29510.6ac.Ä2þ11924.6ac.Ä2þ97810.8ac.Ä2þ21923.8ac.Ä2þ12034.4ac.Ä2þ57810.3ac.Ä2þ59711.1ac.Ä2þ13333.3ac.Ä2þ13214.5ac.Ä2þ13430.9ac.Ä2þ14211.5ac.Ä2þ13872.1ac.Ä2þ53155.4ac.Ä2þ135127.9ac.Overland TrailOverland TrailTaft Hill RoadLaporte AvenueElizabeth StreetMulberry StreetMulberry StreetProspect RoadDrake RoadTaft Hill RoadShields StreetProspect RoadShields StreetDrake RoadINDEXDATE:PROJECT NUMBER:CHECKED BY:DESIGNED BY:DRAWN BY:BNAMMCAMHCOFC2012.0107/01/2014³LegendSubbasinSheet BoundaryCITY OF FORT COLLINSCANAL IMPORTATION HYDROLOGIC CONVERSIONFROM MODSWMM TO EPA SWMM 5.0INDEX MAP0 800 1,600400Feet
Civil ƒ Water Resources ƒ Environmental
375 East Horsetooth Road, Building 5, Fort Collins, CO 80525
Phone (970) 226-0120 / Fax (970) 226-0121
www.acewater.com
Civil ƒ Water Resources ƒ Environmental
375 East Horsetooth Road, Building 5, Fort Collins, CO 80525
Phone (970) 226-0120 / Fax (970) 226-0121
www.acewater.com
COFC2012.01_CI Basin Hydrologic Conversion_Report.docx 12 Anderson Consulting Engineers, Inc.
Table 3.2 100-Year Peak Discharge Comparison Table.
SWMM
ID
Discharge
(cfs)
Percent Change
from Previous
Study
Location
Mulberry Flow Path
304 114.9 6.4 Golf Course Pond
205 641.3 28.3 Taft Hill Road
3 463.3 57.1 U/S of Briarwood Road
Plum Flow Path
850 50.6 -4.5 Skyline Drive
852 63.8 -17.1 Glenmoor Drive
220 434.6 -13.4 East edge of Taft Hill Road
853 407.0 -16.4 West edge of Taft Hill Road
118 352.2 -11.3 854 354.9 -25.9 Ponderosa Drive
855 192.6 10.1 Pear Street
315 193.3 49.8 Kimball Detention Pond
856 200.4 36.3 Kimball Road
113 154.5 51.5 Elizabeth Flow Path
445 10.5 101.9 Elizabeth/City Park Intersection
444 200.5 0.3 Elizabeth/City Park Intersection
Clearview Flow Path
861 226.5 6.3 272 257.8 -25.1 862 334.5 -10.1 Clearview Ave.
276 390.5 -42.9 Clearview Ave. and Taft Hill Road
863 405.8 -40.1 879 426.0 -41.6 871 396.8 13.0 Canal Importation Flow Path
242 526.1 -2.4 Confluence w/ Spring Creek
244 521.9 -2.6 Shield Street
241 481.4 0.7 864 436.4 -6.6 Heatheridge Road
40 429.1 -7.5 27 718.7 44.3 Fairbrooke Pond
860 196.3 -3.3 867 256.7 -9.9
COFC2012.01_CI Basin Hydrologic Conversion_Report.docx 13 Anderson Consulting Engineers, Inc.
FIGURE 3.1
COFC2012.01_CI Basin Hydrologic Conversion_Report.docx 2 Anderson Consulting Engineers, Inc.
P-1
P-2 P-3
P-4
P-5
P-6
TH-1
TH-2
W. Elizabeth Street
W. Plum Street
Orchard Place
Kimball RoadOVERLAND TRAILTAFT HILL RD.W. MULBERRY ST.
W. ELIZABETH ST.
SITE
LEGEND:
INDICATES APPROXIMATE
LOCATION OF TEMPORARY
PIEZOMETER
INDICATES APPROXIMATE
LOCATION OF EXPLORATORY
BORING
P-1
TH-1
J.R.ENGINEERING, LLC
POLESTAR VILLAGE PRELIM
CTL I T PROJECT NO. FC10101-115 FIGURE 1
Locations of
Exploratory Borings
VICINITY MAP
FORT COLLINS, COLORADO
NOT TO SCALE
300'
APPROXIMATE
SCALE: 1" = 300'
150'0'
P-1
P-2 P-3
P-4
P-5
P-6
TH-1
TH-2
W. Elizabeth Street
W. Plum Street
Orchard Place
Kimball Road(18.5)
(4.5)
(22)(10)
(21.5)
(3.5)
(20.5)
(22.5)
[5097.8]
[5106.7]
[5089.8][5096.0]
[5115.1]
[5091.0]
[5088.3]
[5095.0]
LEGEND:
INDICATES APPROXIMATE
LOCATION OF TEMPORARY
PIEZOMETER
INDICATES APPROXIMATE
LOCATION OF EXPLORATORY
BORING
INDICATES ESTIMATED DEPTH TO
GROUNDWATER IN FEET
INDICATES ESTIMATED GROUND
WATER SURFACE ELEVATION
P-1
(10)
TH-1
[5096]
J.R.ENGINEERING, LLC
POLESTAR VILLAGE PRELIM
CTL I T PROJECT NO. FC10101-115 FIGURE 2
Groundwater Depth
and Elevation
300'
APPROXIMATE
SCALE: 1" = 300'
150'0'
P-1
P-2 P-3
P-4
P-5
P-6
TH-1
TH-2
W. Elizabeth Street
W. Plum Street
Orchard Place
Kimball Road(7)
[5109.3]
(11)
[5100.8]
(5.5)
[5100.5]
(11)
[5099.8]
(12)
[5103.5]
(10.5)
[5108.1]
(8)
[5103.2]
(12)
[5100.5]
LEGEND:
INDICATES APPROXIMATE
LOCATION OF TEMPORARY
PIEZOMETER
INDICATES APPROXIMATE
LOCATION OF EXPLORATORY
BORING
INDICATES ESTIMATED DEPTH TO
BEDROCK IN FEET
INDICATES ESTIMATED GROUND
BEDROCK ELEVATION
P-1
TH-1
J.R.ENGINEERING, LLC
POLESTAR VILLAGE PRELIM
CTL I T PROJECT NO. FC10101-115 FIGURE 3
Bedrock Depth and
Elevation
300'
APPROXIMATE
SCALE: 1" = 300'
150'0'
[5103.2]
(8)
5,075
5,080
5,085
5,090
5,095
5,100
5,105
5,110
5,115
5,120
5,075
5,080
5,085
5,090
5,095
5,100
5,105
5,110
5,115
5,120
40/12
38/12
50/12
50/8
50/7
WC=14.1DD=121SW=4.4
WC=13.6DD=124SW=1.9
SS=0.170
P-1
El. 5116.3
39/12
42/12
50/10
50/9
50/9
WC=15.5DD=120SW=7.3
WC=13.1DD=124SW=2.8
WC=13.9DD=121-200=99UC=20,800
WC=14.3DD=124SW=2.1
P-2
El. 5111.8
14/12
44/12
39/12
32/12
50/9
WC=14.2DD=124SW=7.8
WC=15.3DD=118SW=4.5
P-3
El. 5106.0
50/10
20/12
50/8
50/11
50/7
WC=2.2-200=23SS=<0.01
WC=14.5DD=119SW=3.7
WC=13.3DD=126SW=3.9
WC=16.1DD=117SW=2.3
WC=14.8DD=125SW=3.3
P-4
El. 5110.8
25/12
35/12
50/9
50/9
50/8
WC=13.5DD=122SW=6.1
WC=13.9DD=121-200=100UC=17,250
WC=13.9DD=122SW=2.1
P-5
El. 5115.5
8/12
22/12
50/6
50/6
50/5
WC=17.0
-200=61
WC=13.1DD=120SW=0.0
LL=34 PI=18
P-6
El. 5118.6
11/12
50/12
50/12
50/9
50/7
WC=15.1
-200=44
WC=13.7DD=124SW=4.3SS=0.050
WC=15.3DD=120SW=2.0
LL=30 PI=14
TH-1
El. 5111.2
29/12
38/12
50/10
50/9
50/9
WC=14.8DD=122SW=3.1
WC=14.7DD=122
WC=14.6DD=124SW=3.3
WC=14.8DD=123SW=4.4
TH-2
El. 5112.5
ELEVATION - FEETFIGURE 4
DRIVE SAMPLE. THE SYMBOL 40/12 INDICATES 40 BLOWS OF A 140-POUND HAMMER FALLING
30 INCHES WERE REQUIRED TO DRIVE A 2.5-INCH O.D. SAMPLER 12 INCHES.ELEVATION - FEETWATER LEVEL MEASURED ON SEPTEMBER 24, 2021.
SAND, CLAYEY, MOIST, MEDIUM DENSE TO DENSE, RED-BROWN (SC)
2.
3.
FILL, GRAVEL, SAND, CLAY, SILT, MISC. DEBRIS, WHITE, PINK, GRAY, TAN
THE BORINGS WERE DRILLED ON SEPTEMBER 22, 2021, USING 4-INCH DIAMETER
CONTINUOUS-FLIGHT AUGERS AND A TRUCK-MOUNTED DRILL RIG.
1.
LEGEND:
NOTES:
CLAY, SANDY, MOIST, STIFF TO VERY STIFF, RED-BROWN, TAN (CL)
WEATHERED CLAYSTONE, SANDY, MOIST, FIRM TO MEDIUM HARD, RED-BROWN, TAN, GRAY
CLAYSTONE, SANDY, MOIST, MEDIUM HARD TO HARD, BROWN, GRAY, OLIVE
WATER LEVEL MEASURED AT TIME OF DRILLING.
BORING ELEVATIONS WERE SURVEYED BY A REPRESENTATIVE OF OUR FIRM REFERENCING
THE TEMPORARY BENCHMARK SHOWN ON FIGURE 1.
THESE LOGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS IN THIS
REPORT.
4.
Summary Logs of
Exploratory Borings
WC
DD
SW
-200
LL
PI
UC
SS
-
-
-
-
-
-
-
-
INDICATES MOISTURE CONTENT (%).
INDICATES DRY DENSITY (PCF).
INDICATES SWELL WHEN WETTED UNDER OVERBURDEN PRESSURE (%).
INDICATES PASSING NO. 200 SIEVE (%).
INDICATES LIQUID LIMIT.
INDICATES PLASTICITY INDEX.
INDICATES UNCONFINED COMPRESSIVE STRENGTH (PSF).
INDICATES SOLUBLE SULFATE CONTENT (%).
J.R. ENGINEERING, LLC
POLESTAR VILLAGE PRELIM
CTL | T PROJECT NO. FC10101-115
SW=3.8
J.R. ENGINEERING, LLC
POLESTAR VILLAGE PRELIM
CTL | T PROJECT NO. FC10101-115
Conceptual Underdrain
Detail
FIGURE 5
9/24/2021 10/18/2021 11/18/2021 12/15/2021 1/12/2022 2/15/2022 3/16/2022 4/12/2022 5/18/2022 6/14/2022
P-1 5116.3 5107.8 5107.8 5107.8 5107.3 5106.3 5106.8 5106.3 5106.8 5106.8 5106.8
P-2 5111.8 5089.8 5092.8 5095.3 5095.8 5095.8 5096.3 5096.8 5096.3 5096.3 5095.3
P-3 5106.0 5096.0 5097.0 5096.5 5096.5 5095.0 5095.5 5095.0 5095.5 5095.0 5093.5
P-4 5110.9 5088.4 5091.9 5096.9 5099.9 5100.9 5102.4 5102.4 5102.9 5102.9 5102.4
P-5 5115.5 5095.0 5104.0 5109.0 5109.5 5109.0 5109.0 5114.5 5109.3 5109.0 5109.0
P-6 5118.7 5115.2 5114.7 5112.7 5112.2 5111.2 5111.2 5112.2 5112.3 5113.7 5113.7
9/24/2021 10/18/2021 11/18/2021 12/15/2021 1/12/2022 2/15/2022 3/16/2022 4/12/2022 5/18/2022 6/14/2022
P-1 8.5 8.5 8.5 9 10 9.5 10 9.5 9.5 9.5
P-2 22 19 16.5 16 16 15.5 15 15.5 15.5 16.5
P-3 10 9 9.5 9.5 11 10.5 11 10.5 11 12.5
P-4 22.5 19 14 11 10 8.5 8.5 8 8 8.5
P-5 20.5 11.5 6.5 6 6.5 6.5 1 6.2 6.5 6.5
P-6 3.5 4 6 6.5 7.5 7.5 6.5 6.4 5 5
Ditch Running?Yes Covered in Snow No Yes Yes Yes Yes
P-5 (3/16/22): Water ponding on the surface nearby.
Piezometer #Groundwater Elevation (feet)Piezometer
Elevation (feet)
CTL Project No. FC10101-112
Polestar Village Groundwater Monitoring
Piezometer #Groundwater Depth (feet)
21
APPENDIX F – MAPS
A Westrian CompanyKnow what'sbelow.before you dig.CallR
A Westrian CompanyKnow what'sbelow.before you dig.CallR
A Westrian CompanyKnow what'sbelow.before you dig.CallR
ELIZABETH STPLUM STOVERLAND TR
ORCHARD PLA Westrian CompanyKnow what'sbelow.before you dig.CallR
A Westrian Company ELIZABETH STPLUM STOVERLAND TR
ORCHARD PLKnow what'sbelow.before you dig.CallRLOCUST
GROVE DRIVE
W PLUM ST
W. ORCHARD PLW PLUM ST
Know what'sbelow.before you dig.CallRELIZABETH STPLUM STOVERLAND TR
ORCHARD PLA Westrian CompanyPOLESTAR DEVELOPMENT - DRAINAGE OUTFALLDRAINAGE EASEMENT EXHIBITBBAACC
Know what'sbelow.before you dig.CallRELIZABETH STPLUM STOVERLAND TR
ORCHARD PLA Westrian CompanyW PLUM STW. ORCHARD PLLOCUST
GROVE DRIVE
W PLUM ST
LOCUST
GROVE DRIVE
W PLUM ST
W. ORCHARD PLW PLUM ST
22
APPENDIX G –LID EXHIBIT
A Westrian CompanyKnow what'sbelow.before you dig.CallRELIZABETH STPLUM STOVERLAND TR
ORCHARD PLLID TREATMENT
Know what'sbelow.before you dig.CallRELIZABETH STPLUM STOVERLAND TR
ORCHARD PLLID TREATMENTA Westrian Company W. ORCHARD PLLOCUST
GROVE DRIVE
W PLUM ST
W PLUM ST
23
APPENDIX H – VARIANCE APPLICATION