HomeMy WebLinkAboutTHE RETREAT AT FORT COLLINS (FORMERLY REDWOOD STREET MULTI-FAMILY) - PDP - PDP180002 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTPRELIMINARY DRAINAGE REPORT
The Retreat at Fort Collins
Fort Collins, Colorado
March 21, 2016
Prepared for:
Landmark Properties
4455 Epps Bridge Parkway, Suite 20
Athens, GA 30606
Prepared by:
301 North Howes Street, Suite 100
Fort Collins, Colorado 80521
Phone: 970.221.4158 Fax: 970.221.4159
www.northernengineering.com
Project Number: 1290-002
This Drainage Report is consciously provided as a PDF.
Please consider the environment before printing this document in its entirety.
When a hard copy is absolutely necessary, we recommend double-sided printing.
March 21, 2016
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
RE: Final Drainage Report for
The Retreat @ Fort Collins
Dear Staff:
Northern Engineering is pleased to submit this Preliminary Drainage and Erosion Control Report for
your review. This report accompanies the Preliminary Development Review submittal for the
proposed The Retreat @ Fort Collins. Comments from the Preliminary Development Review Letter
dated July 28, 2017 have been addressed. Written responses thereto can be found in the
comprehensive response to comments letter on file with Current Planning.
This report has been prepared in accordance to the Fort Collins Stormwater Criteria Manual
(FCSCM), and serves to document the stormwater impacts associated with the proposed The
Retreat @ Fort Collins project. We understand that review by the City is to assure general
compliance with standardized criteria contained in the FCSCM.
If you should have any questions as you review this report, please feel free to contact us.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
Stephanie Thomas, PE
Project Engineer
The Retreat @ Fort Collins
Preliminary Drainage Report
TABLE OF CONTENTS
I. GENERAL LOCATION AND DESCRIPTION ................................................................... 1
A. Location ....................................................................................................................................... 1
B. Description of Property ................................................................................................................ 2
C. Floodplain .................................................................................................................................... 3
II. DRAINAGE BASINS AND SUB-BASINS ....................................................................... 5
A. Major Basin Description ............................................................................................................... 5
B. Sub-Basin Description .................................................................................................................. 5
III. DRAINAGE DESIGN CRITERIA ................................................................................... 5
A. Regulations .................................................................................................................................. 5
B. Four Step Process ........................................................................................................................ 5
C. Development Criteria Reference and Constraints ......................................................................... 6
D. Hydrological Criteria .................................................................................................................... 6
E. Hydraulic Criteria ......................................................................................................................... 6
F. Floodplain Regulations Compliance .............................................................................................. 7
G. Modifications of Criteria .............................................................................................................. 7
IV. DRAINAGE FACILITY DESIGN .................................................................................... 7
A. General Concept .......................................................................................................................... 7
B. Detention Ponds ........................................................................................................................ 10
C. Release Rate Compliance ........................................................................................................... 12
D. Low Impact Development (LID) Compliance ............................................................................... 13
V. CONCLUSIONS ...................................................................................................... 13
A. Compliance with Standards ........................................................................................................ 13
B. Drainage Concept ...................................................................................................................... 13
References ....................................................................................................................... 14
APPENDICES:
APPENDIX A – Hydrologic Computations
APPENDIX B – Hydraulic Computations
B.1 – Storm Sewers (For Future Use)
B.2 – Inlets (For Future Use)
B.3 – Detention Facilities (For Future Use)
APPENDIX C – Water Quality Design Computations
APPENDIX D – SWMM Analysis / Model
APPENDIX E – FEMA Firmette
APPENDIX F – Erosion Control Report
The Retreat @ Fort Collins
Preliminary Drainage Report
LIST OF TABLES AND FIGURES:
Figure 1 – Aerial Photograph ................................................................................................ 2
Figure 2– Proposed Site Plan ................................................................................................ 3
Figure 3 – Existing FEMA Floodplains .................................................................................... 4
Figure 4 – Existing City Floodplains ....................................................................................... 4
MAP POCKET:
C6.00 - Drainage Exhibit
The Retreat @ Fort Collins
Preliminary Drainage Report 1
I. GENERAL LOCATION AND DESCRIPTION
A. Location
1. Vicinity Map
2. The Retreat @ Fort Collins project is located in the southeast quarter of Section 1,
Township 7 North, Range 69 West of the 6th Principal Meridian, City of Fort Collins,
County of Larimer, State of Colorado.
3. The project site is located east of Redwood Village PUD I and Redwood Street and
south of Evergreen Parkway, Third Filing. The project site encompasses Redwood
Village PUD Phase II.
4. The project is currently bordered to the south by Dry Creek, west by Redwood Village
PUD, Phase II and Redwood Street, north by Evergreen and Park, Third Filing and to
the east by Lake Canal Irrigation Ditch.
The Retreat @ Fort Collins
Preliminary Drainage Report 2
B. Description of Property
1. The Retreat @ Fort Collins is approximately 31.33 net acres. Approximately 1.17
acres of the site consists of the proposed extension of Suniga Road and 2.32 acres of
the site consists of area proposed to remain undeveloped with this project.
Figure 1 – Aerial Photograph
2. The Retreat @ Fort Collins consists of a mix of fee-simple townhomes, multi-family
apartments, duplexes, clubhouse, parking garage, parking lots, private and public
roadways, sidewalks and trails.
3. The existing site consists of undeveloped grasslands.
4. Historically, off-site drainage entering from the Redwood Village neighbor enters the
site along the western boundary. All runoff generated from the project historically
drains to the southeast and is collected in the Lake Canal Irrigation Ditch.
5. In the northwestern corner of the site is an existing detention pond. This detention
pond detains a portion of the Redwood Village and the upstream developments.
6. According to the United States Department of Agriculture (USDA) Natural Resources
Conservation Service (NRCS) Soil Survey, the vast majority of the site consists of
variations of clay loam, which falls into Hydrologic Soil Groups C. This soil type has a
slow rate of infiltration.
7. The proposed development will include a mix of above ground extended detention
basins and underground detention and water quality chambers. The underground
detention and water quality chambers will provide LID treatment for the site in
accordance with the City of Fort Collins guidance for LID treatment.
The Retreat @ Fort Collins
Preliminary Drainage Report 3
Figure 2– Proposed Site Plan
8. No existing irrigation facilities or major drainageways are located within the property
limits. A regional conveyance, associated with the NECCO project, has been planned
on the property and will be included as a part of this project.
9. The project site is within the Low Density Mixed-Use Neighborhood District (L-M-N)
Zoning District. The proposed use is permitted within the zone district.
C. Floodplain
1. The subject property is located in a FEMA or City regulatory floodplain. A FEMA high-
risk floodway and floodplain is located on the very southern tip of the property. This
area is not proposed to be developed at this time.
2. The FEMA Panel 08069C0977G illustrates the proximity of the project site to the
nearest FEMA delineated regulatory floodplain.
The Retreat @ Fort Collins
Preliminary Drainage Report 4
Figure 3 – Existing FEMA Floodplains
Figure 4 – Existing City Floodplains
The Retreat @ Fort Collins
Preliminary Drainage Report 5
II. DRAINAGE BASINS AND SUB-BASINS
A. Major Basin Description
1. The Retreat @ Fort Collins is located within the Dry Creek Basin, which is generally
located in north Fort Collins. This area is also subject to the restrictions as delineated
in the North East College Corridor Outfall (NECCO) Design Report.
B. Sub-Basin Description
1. The property historically drains to the southeast and is collected in the Lake Canal
Irrigation Ditch.
2. Off-site drainage from the Redwood Village neighborhood is routed onto the property
and entering from the western boundary.
A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of
this report.
III. DRAINAGE DESIGN CRITERIA
A. Regulations
The Retreat @ Fort Collins will be subject to the regulations set forth in the FCSCM, as
well as regulations associated with the Dry Creek Drainage Basin and the NECCO project.
B. Four Step Process
The overall stormwater management strategy employed with The Retreat @ Fort Collins
project utilizes the “Four Step Process” to minimize adverse impacts of urbanization on
receiving waters. The following is a description of how the proposed development has
incorporated each step.
Step 1 – Employ Runoff Reduction Practices
Several techniques have been utilized with the proposed development to facilitate the
reduction of runoff peaks, volumes, and pollutant loads as the site is developed from the
current use by implementing multiple Low-Impact Development (LID) strategies including:
Providing vegetated open areas throughout the site to reduce the overall impervious
area and to minimize directly connected impervious areas (MDCIA).
Routing flows, to the extent feasible, through drain rock both within the underground
detention section to increase time of concentration, promote infiltration and provide
initial water quality.
Step 2 – Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with
Slow Release
The efforts taken in Step 1 will facilitate the reduction of runoff; however, this
development will still generate stormwater runoff that will require additional BMPs and
water quality. The majority of stormwater runoff from the site will ultimately be
intercepted and treated in proposed underground Stormtech water quality chambers.
Water quality for areas not routed through the Stormtech chambers will be provided within
the detention pond volume.
Step 3 – Stabilize Drainageways
The Retreat @ Fort Collins
Preliminary Drainage Report 6
As stated in Section I.B.5, above, there are no major drainageways in or near the subject
site. While this step may not seem applicable to The Retreat @ Fort Collins, the proposed
project indirectly helps achieve stabilized drainageways nonetheless. Furthermore, this
project will pay one-time stormwater development fees, as well as ongoing monthly
stormwater utility fees, both of which help achieve Citywide drainageway stability.
Step 4 – Implement Site Specific and Other Source Control BMPs.
This step typically applies to industrial and commercial developments and is not
applicable for this project.
C. Development Criteria Reference and Constraints
1. The Retreat @ Fort Collins will be subject to the regulations set forth in the FCSCM,
as well as regulations associated with the Dry Creek Drainage Basin and the NECCO
project.
2. This property was included in the NECCO Design Report. As this project is expected
to release into the NECCO drainage system, this project will be subject to the
requirements set forth with the NECCO Design Report.
3. Though this site was not included in the Redwood Village PUD Drainage design. The
Redwood Village neighborhood does discharge to the project site. As such, the
Redwood Village report was referenced for this project.
4. Several constraints have been identified during the course of this analysis that will
impact the proposed drainage system including:
Tie in elevation into the NECCO Drainage system.
NECCO storm drainage planned to traverse this property. This storm drain will be
designed with this project.
The NECCO design requires a 0.2 cfs/acres release from the developed site. This
minimal release rate does not provide substantial leeway for any undetained flows.
D. Hydrological Criteria
1. The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in
Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations
associated with this development. Tabulated data contained in Table RA-7 has been
utilized for Rational Method runoff calculations.
2. The Rational Method has been employed to compute stormwater runoff utilizing
coefficients contained in Tables RO-11 and RO-12 of the FCSCM.
3. The EPA Storm Water Management Model (SWMM) software has been utilized for
detention storage calculations.
4. Three separate design storms have been utilized to address distinct drainage
scenarios. The first event analyzed is the “Minor,” or “Initial” Storm, which has a 2-
year recurrence interval. The second event considered is the “Major Storm,” which
has a 100-year recurrence interval. The third storm computed, for comparison
purposes only, is the 10-year event.
5. No other assumptions or calculation methods have been used with this development
that are not referenced by current City of Fort Collins criteria.
E. Hydraulic Criteria
1. As previously noted, the subject property historically drains into the Lake Canal
The Retreat @ Fort Collins
Preliminary Drainage Report 7
Irrigation Ditch. This site will be rerouted to drain to the existing NECCO storm
improvements.
2. All drainage facilities proposed with The Retreat @ Fort Collins project are designed in
accordance with criteria outlined in the FCSCM and/or the Urban Drainage and Flood
Control District’s (UDFCD) Urban Storm Drainage Criteria Manual.
3. As stated in Section I.C.1, above, the subject property is located within a regulatory
floodplain. As such, this project is subject to the development restrictions as provided
by FEMA and the City of Fort Collins.
4. No structures are proposed within the floodplain or floodway.
5. The Retreat @ Fort Collins project does not propose to modify any natural
drainageways.
F. Floodplain Regulations Compliance
1. As previously mentioned, all structures are located outside of any FEMA 100-year or
City floodplain, and thus are not subject to any floodplain regulations.
G. Modifications of Criteria
1. The proposed The Retreat @ Fort Collins development is not requesting any
modification at this time.
IV. DRAINAGE FACILITY DESIGN
A. General Concept
1. The main objectives of The Retreat @ Fort Collins drainage design collect and treat all
developed runoff from the site, direct all stormwater release from the site to the
NECCO stormwater improvements adjacent to the site and minimize the amount of
undetained drainage and/or provide additional detention and treatment of off-site
areas to balance any undetained basins.
2. As previously mentioned, off-site flows from the Redwood Village neighborhood drain
onto the existing property.
3. A list of tables and figures used within this report can be found in the Table of
Contents at the front of the document. The tables and figures are located within the
sections to which the content best applies.
4. The Retreat @ Fort Collins project is composed of eight major drainage basins,
designated as Basins A, B, C, D, E, F, UD, and RW. The drainage patterns for each
major basin are further described below.
Basin A1
Basin A1 is a small basin located in the southern corner of the site. This basin
consists of buildings, parking lots, roadways and landscaping. Runoff from this basin
drains via curb and gutter to a curb inlet. This basin is detained and treated for water
quality/LID in Underground Detention Pond 5. This pond releases directly to a
proposed outfall pipe that connects to the NECCO stormwater improvements.
Basin B
The Retreat @ Fort Collins
Preliminary Drainage Report 8
Basin B located in the southern corner of the site. This basin is subdivided into 2 sub-
basins. These basins consist of buildings, parking lots, roadways and landscaping.
Runoff from these basins drains via curb and gutter to curb inlets. These basins are
detained and treated for water quality in Detention Pond 1. This pond releases
directly to a proposed outfall pipe that connects to the NECCO stormwater
improvements.
Basin C1
Basin C1 located along the western boundary of the site. This basin consists of
buildings, parking lots, roadways and landscaping. Runoff from this basin drains via
swales and curb and gutter to curb and area inlets. This basin is detained and treated
for water quality/LID in Underground Detention Pond 7. This pond releases to
Detention Pond 1.
Basin D
Basin D located in the center of the site. This basin is subdivided into 3 sub-basins.
These basins consist of buildings, clubhouse parking lots, roadways and landscaping.
Runoff from these basins drain via curb and gutter to curb inlets. These basins are
detained and treated for water quality/LID in Underground Detention Pond 3.1 and
3.2. These ponds release to Detention Pond 1.
Basin E
Basin E located along the southeastern boundary of the site. This basin is subdivided
into 2 sub-basins. These basins consist of buildings, parking lots, roadways and
landscaping. Runoff from these basins drain via curb and gutter to curb inlets. These
basins are detained and treated for water quality/LID in Underground Detention Pond
4.1 and 4.2. These ponds release directly to a proposed outfall pipe that connects to
the NECCO stormwater improvements.
Basin F
Basin F is located along the northern boundary of the site. This basin is subdivided
into 4 sub-basins. These basins consist of buildings, parking lots, roadways and
landscaping. Runoff from these basins drain via curb and gutter and swale to curb
and area inlets. Basins F1 and F2 are treated for water quality/LID in Underground
Detention Pond 6. Basin F3 and F4 are treated for water quality in Detention Pond 1.
The 100-yr runoff from Basin F is detained in Detention Pond 1. This pond releases
directly to a proposed outfall pipe that connects to the NECCO stormwater
improvements.
Basin UD1
Basin UD1 is located along the western boundary of the site, adjacent Redwood
Street. This basin consists of buildings, parking lots, roadways and landscaping. The
runoff from this basin drains undetained via curb and gutter to existing curb inlets on
Redwood Street. These inlets are connected to the NECCO stormwater improvements.
Basin UD2
The Retreat @ Fort Collins
Preliminary Drainage Report 9
Basin UD2 is located along the southern boundary of the site. This basin consists of
Suniga Street. The runoff from this basin drains undetained via curb and gutter to
inlets designed with the NECCO stormwater improvements. Per the NECCO plan, this
basin was not required to be detained by this project. This area is listed as Basin 950
and 951 in the NECCO plan.
Basin UD3
Basin UD3 is located south of Suniga Street. This basin is not planned for
development and will remain as its existing condition. Per the NECCO plan, this basin
was not required to be detained by this project. This area is listed as Basin 413 in
the NECCO plan.
Basin UD4
Basin UD4 is located in the northwest corner of the site. This basin consists of
buildings, parking lots, roadways and landscaping. Due to grading constraints this
area will drain undetained to proposed inlets designed to collect undetained flows from
the Redwood Village neighborhood. These inlets are proposed to connect to the
proposed storm sewer designed with the NECCO project to convey the stormwater
release from the Redwood Pond and the Redwood Village neighborhood.
Basin RW
Basin RW consists of the existing Redwood Village neighborhood. This basin was
further divided into 5 sub-basins. Basin RW1 drains via curb and gutter to the north
and will be collected in proposed inlets. Basin RW2 currently drains via a concrete
pan and discharges onto The Retreat site. This basin’s runoff will be detained and
treated for water quality in Underground Detention Pond 7. Basin RW3 currently
drains via overland flow onto The Retreat site. This basin’s runoff will be detained and
treated for water quality in Underground Detention Pond 7. Basin RW4 currently
drains via grass swale onto The Retreat site. This basin’s runoff will be collected in an
inlet and conveyed to the NECCO system by the planned NECCO extension. Basin
RW5 currently drains via overland flow onto The Retreat site. This basin’s runoff will
be detained and treated for water quality in Underground Detention Pond 7.
The Retreat @ Fort Collins
Preliminary Drainage Report 10
A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of
this report.
Table 1 – Proposed Site Plan
DRAINAGE SUMMARY TABLE
DESIGN
POINT
BASIN
ID
TOTAL
AREA
(acres)
C2
C100
2-yr
Tc
(min)
100-
yr
Tc
(min)
Q2
(cfs)
Q100
(cfs)
A1 A1 0.67 0.64 0.80 5.7 5.0 1.19 5.36
B1 B1 1.60 0.65 0.81 8.6 6.8 2.44 11.73
B2 B2 2.43 0.50 0.63 9.3 7.9 2.81 13.11
C1 C1 1.65 0.50 0.62 11.7 10.3 1.72 7.94
D1 D1 3.81 0.64 0.80 12.1 10.2 5.01 23.58
D2 D2 0.72 0.56 0.70 8.2 6.0 0.97 4.71
D3 D3 0.69 0.57 0.71 8.3 6.1 0.94 4.56
E1 E1 1.02 0.56 0.70 11.0 8.5 1.23 5.83
E2 E2 1.02 0.55 0.68 10.9 8.4 1.20 5.80
F1 F1 4.30 0.57 0.71 13.2 11.4 4.83 22.64
F2 F2 4.88 0.70 0.88 14.6 11.7 6.49 31.20
F3 F3 1.13 0.62 0.78 5.4 5.0 1.99 8.70
F4 F4 2.98 0.38 0.47 15.4 14.6 2.11 9.32
UD1 UD1 0.49 0.60 0.75 7.2 5.5 0.73 3.61
UD2 UD2 1.17 0.80 1.00 5.0 5.0 2.68 11.66
UD3 UD3 2.32 0.25 0.31 33.8 31.4 0.70 3.21
UD4 UD4 0.44 0.63 0.78 13.8 12.6 0.54 2.42
RW1 RW1 3.42 0.45 0.56 15.9 14.7 2.83 12.71
RW2 RW2 1.08 0.45 0.56 9.6 8.4 1.09 5.08
RW3 RW3 0.10 0.45 0.56 6.8 5.6 0.12 0.55
RW4 RW4 1.20 0.45 0.56 9.6 8.4 1.22 5.65
RW5 RW5 0.31 0.45 0.56 6.8 5.6 0.37 1.69
B. Detention Ponds
Detention Pond 1
Detention Pond 1 was designed to detain the stormwater runoff during a 100-year event
from Basin B. Additional flows from Underground Detention Ponds 3 and 7 are routed
through Detention Pond 1. Water Quality is provided for Basin B as extended detention
within Detention Pond 1.
Detention Pond 2
Detention Pond 2 was designed to detain the stormwater runoff during a 100-year event
from Basin F. Water Quality is provided for Basins F3 and F4 as extended detention
within Detention Pond 2.
Underground Detention Pond 3.1
Underground Detention Pond 3.1 was designed to detain a portion of the stormwater
The Retreat @ Fort Collins
Preliminary Drainage Report 11
Underground Detention Pond 3.2 was designed to detain a portion of the stormwater
runoff during a 100-year event from Basin D1, D2 and D3. Water Quality and LID
treatment is provided for Basin D3 within the underground chambers.
Underground Detention Pond 4.1
Underground Detention Pond 4.1 was designed to detain the stormwater runoff during a
100-year event from Basin E1. Water Quality and LID treatment is provided for Basin E1
within the underground chambers.
Underground Detention Pond 4.2
Underground Detention Pond 4.2 was designed to detain the stormwater runoff during a
100-year event from Basin E2. Water Quality and LID treatment is provided for Basin E2
within the underground chambers.
Underground Detention Pond 5
Underground Detention Pond 5 was designed to detain the stormwater runoff during a
100-year event from Basin A1. Water Quality and LID treatment is provided for Basin A1
within the underground chambers.
Underground Detention Pond 6
Underground Detention Pond 6 was designed to provide water quality and LID treatment
for Basin F1 and F2 within the underground chambers.
Underground Detention Pond 7
Underground Detention Pond 7 was designed to detain the stormwater runoff during a
100-year event from Basins C1, RW2, RW3, and RW5. Water Quality and LID treatment
is provided for Basins C1, RW2, RW3, and RW5 within the underground chambers.
A summary of the detention volumes and water quality volumes for each pond are found
below:
The Retreat @ Fort Collins
Preliminary Drainage Report 12
Table 2 – Detention Summary
Detention Pond Summary | Proposed Condition
Pond
Pond
Description
100-yr
Volume
(cf)
100-yr
Volume
(ac-ft)
100-yr
WSEL
WQCV
(cf)
WQCV
WSEL
Max Release
(cfs)
1
Open
Detention
101,099 2.32 4955.73 2,708 4948.94 3.00
2
Open
Detention
129,941 2.98 4955.10 2,064 4951.31 2.00
3.1
Underground
Detention
23,368 0.54
to be
provided
at final
2,757
to be
provided at
final
15.65
3.2
Underground
Detention
376
to be
provided at
final
4.1
Underground
Detention
18,855 0.43
to be
provided
at final
541
to be
provided at
final
0.40
The Retreat @ Fort Collins
Preliminary Drainage Report 13
D. Low Impact Development (LID) Compliance
This site provides 74.1% treatment of new impervious area through a Low Impact
Development treatment facility. The LID treatment is provided through underground
detention and water quality chambers. These chambers will be designed as Stormtech
chambers at the time of final design.
V. CONCLUSIONS
A. Compliance with Standards
1. The drainage design proposed with The Retreat @ Fort Collins project complies with
the City of Fort Collins’ Stormwater Criteria Manual.
2. The drainage design proposed with The Retreat @ Fort Collins project complies with
the City of Fort Collins’ Master Drainage Plan for the Old Town Basin.
3. There are no regulatory floodplains associated with The Retreat @ Fort Collins
development.
4. The drainage plan and stormwater management measures proposed with The Retreat
@ Fort Collins development are compliant with all applicable State and Federal
regulations governing stormwater discharge.
B. Drainage Concept
1. The drainage design proposed with this project will effectively limit potential damage
associated with its stormwater runoff. The Retreat @ Fort Collins will detain for
proposed impervious area and release at a rate in conformance with the Dry Creek
major drainage basin of 0.2 cfs/acre.
2. The proposed The Retreat @ Fort Collins development will not impact the Master
Drainage Plan recommendations for the North East College Corridor Outfall (NECCO)
within Dry Creek major drainage basin.
The Retreat @ Fort Collins
Preliminary Drainage Report 14
References
1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities,
November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services.
2. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No.
174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code.
3. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and
Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007.
4. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation
Service, United States Department of Agriculture.
5. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control
District, Wright-McLaughlin Engineers, Denver, Colorado, Revised April 2008.
APPENDIX A
HYDROLOGIC COMPUTATIONS
Hydrologic Soil Group—Larimer County Area, Colorado
(The Retreat )
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/18/2018
Page 1 of 4
4494200 4494300 4494400 4494500 4494600 4494700
4494200 4494300 4494400 4494500 4494600 4494700
494200 494300 494400 494500 494600 494700 494800 494900 495000
494200 494300 494400 494500 494600 494700 494800 494900 495000
40° 36' 12'' N
105° 4' 10'' W
40° 36' 12'' N
105° 3' 28'' W
40° 35' 52'' N
105° 4' 10'' W
40° 35' 52'' N
105° 3' 28'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 200 400 800 1200
Feet
0 50 100 200 300
Meters
Map Scale: 1:4,430 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil 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
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
22 Caruso clay loam, 0 to 1
percent slope
D 0.6 2.4%
64 Loveland clay loam, 0 to
1 percent slopes
C 6.7 24.5%
73 Nunn clay loam, 0 to 1
percent slopes
C 12.8 47.1%
76 Nunn clay loam, wet, 1
to 3 percent slopes
C 7.1 26.1%
Totals for Area of Interest 27.2 100.0%
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.
Hydrologic Soil Group—Larimer County Area, Colorado The Retreat
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/18/2018
Page 3 of 4
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Larimer County Area, Colorado The Retreat
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/18/2018
Page 4 of 4
The Retreat
CHARACTER OF SURFACE1:
Runoff
Coefficient
Percentage
Impervious Project: The Retreat
Streets, Parking Lots, Roofs, Alleys, and Drives: Calculations By: S. Thomas
Asphalt ……....……………...……….....…...……………….………………………………………………………….0.95 100% . Date: March 19, 2018
Concrete …….......……………….….……….………………..….…………………………………………………….0.95 . 90%
Gravel (packed) ……….…………………….….…………………………..………………………………………….0.50 . 40%
Roofs …….…….………………..……………….……………………………………………………………………… 0.95 90%
Single Family Lots 0.55 50%
Lawns and Landscaping
Sandy Soil
Flat <2% ……………………………………………………………………………………………………………… 0.10 0%
Average 2% to 7% ………………………………………………………………………………………………….0.15 . 0%
Steep >7% …………………………………………………………………………………………………………… 0.20 0%
Clayey Soil
Flat <2% ……………………………………………………………………………………………………………… 0.20 0%
Average 2% to 7% ………………………………………………………………………………………………….0.25 . 0%
Steep >7% …………………………………………………………………………………………………………… 0.35 0% 2-year Cf
= 1.00 10-year Cf = 1.00 100-year C
f = 1.25
Runoff Coefficients are taken from the Fort Collins Stormwater Criteria Manual, Table RO-11
Sub-Basin ID
Sub-
BasinBas
in Area
(ac)
Area of
Asphalt
(ac)
Area of
Gravel
(ac)
Area of
Concrete
(ac)
Area of
Single-Family
Lots
(ac)
Area of
Roofs
(ac)
Soil Type and Average
Slope
Area of
Lawns and
Landscaping
(ac)
2-year
Composite
Runoff
Coefficient
10-year
Composite Runoff
Coefficient
100-year
Composite Runoff
The Retreat
Overland Flow, Time of Concentration:
The Retreat
Gutter/Swale Flow, Time of Concentration:
Tt = L / 60V
Tc = T
i + Tt
(Equation RO-2)
Velocity (Gutter Flow), V = 20·S
½
Velocity (Swale Flow), V = 15·S
½
NOTE: C-value for overland flows over grassy surfaces; C = 0.25
Is Length
>500' ?
C*Cf
(2-yr
Cf=1.00)
C*Cf
(10-yr
Cf=1.00)
C*Cf
(100-yr
Cf=1.25)
Length,
L
(ft)
Slope,
S
(%)
Ti
2-yr
(min)
Ti
10-yr
(min)
Ti
100-yr
(min)
Length,
L
(ft)
Slope,
S
(%)
Velocity,
V
(ft/s)
Tt
(min)
Length,
L
(ft)
Slope,
S
(%)
Velocity,
V
(ft/s)
Tt
The Retreat
Rational Method Equation: Project: The Retreat
Calculations By:
Date:
Rainfall Intensity:
A1 A1 0.67 6 6 5 0.64 0.64 0.80 2.76 4.72 9.95 1.19 2.03 5.36
B1 B1 1.60 9 9 7 0.65 0.65 0.81 2.35 4.02 9.06 2.44 4.16 11.73
B2 B2 2.43 9 9 8 0.50 0.50 0.63 2.30 3.93 8.59 2.81 4.80 13.11
TOTAL BASIN B TOTAL BASIN B 4.03 9 9 7 0.56 0.56 0.70 2.35 4.02 8.80 5.30 9.06 24.83
C1 C1 1.65 12 12 10 0.50 0.50 0.62 2.09 3.57 7.72 1.72 2.93 7.94
D1 D1 3.81 12 12 10 0.64 0.64 0.80 2.05 3.50 7.72 5.01 8.55 23.58
D2 D2 0.72 8 8 6 0.56 0.56 0.70 2.40 4.10 9.31 0.97 1.66 4.71
D3 D3 0.69 8 8 6 0.57 0.57 0.71 2.40 4.10 9.31 0.94 1.61 4.56
TOTAL BASIN D TOTAL BASIN D 5.22 12 12 11 0.62 0.62 0.78 2.05 3.50 7.57 6.64 11.34 30.66
E1 E1 1.02 11 11 9 0.56 0.56 0.70 2.17 3.71 8.21 1.23 2.11 5.83
E2 E2 1.02 11 11 8 0.55 0.55 0.68 2.17 3.71 8.38 1.20 2.05 5.80
TOTAL BASIN E TOTAL BASIN E 2.04 11 11 8 0.55 0.55 0.69 2.17 3.71 8.38 2.44 4.16 11.76
F1 F1 4.30 13 13 11 0.57 0.57 0.71 1.98 3.39 7.42 4.83 8.27 22.64
F2 F2 4.88 15 15 12 0.70 0.70 0.88 1.90 3.24 7.29 6.49 11.09 31.20
F3 F3 1.13 5 5 5 0.62 0.62 0.78 2.85 4.87 9.95 1.99 3.41 8.70
F4 F4 2.98 15 15 15 0.38 0.38 0.47 1.87 3.19 6.62 2.11 3.60 9.32
TOTAL BASIN F TOTAL BASIN F 13.30 14 14 12 0.58 0.58 0.72 1.95 3.34 7.16 15.00 25.69 68.84
UD1 UD1 0.49 7 7 5 0.60 0.60 0.75 2.52 4.31 9.95 0.73 1.25 3.61
UD2 UD2 1.17 5 5 5 0.80 0.80 1.00 2.85 4.87 9.95 2.68 4.59 11.66
UD3 UD3 2.32 34 34 31 0.25 0.25 0.31 1.21 2.06 4.42 0.70 1.20 3.21
UD4 UD4 0.44 14 14 13 0.63 0.63 0.78 1.95 3.34 7.04 0.54 0.92 2.42
RW1 RW1 3.42 16 16 15 0.45 0.45 0.56 1.84 3.14 6.62 2.83 4.82 12.71
RW2 RW2 1.08 10 10 8 0.45 0.45 0.56 2.26 3.86 8.38 1.09 1.87 5.08
RW3 RW3 0.10 7 7 6 0.45 0.45 0.56 2.60 4.44 9.63 0.12 0.20 0.55
RW4 RW4 1.20 10 10 8 0.45 0.45 0.56 2.26 3.86 8.38 1.22 2.08 5.65
RW5 RW5 0.31 7 7 6 0.45 0.45 0.56 2.60 4.44 9.63 0.37 0.62 1.69
TOTAL BASIN RW TOTAL BASIN RW 6.11 16 16 15 0.45 0.45 0.56 1.84 3.14 6.62 5.06 8.61 22.72
PROPOSED RUNOFF COMPUTATIONS
C100
Design
Point
Flow,
Q100
(cfs)
Flow,
Q2
(cfs)
10-yr
Tc
(min)
2-yr
Tc
(min)
C2
Flow,
Q10
(cfs)
Intensity,
i100
(in/hr)
Sub-Basin(s)
S. Thomas
Rainfall Intensity taken from the Fort Collins Stormwater Criteria Manual (FCSCM), Tables RA-7 and RA-8
March 19, 2018
Intensity,
APPENDIX B
HYDRAULIC COMPUTATIONS
B.1 – Storm Sewers
B.2 – Inlets
B.3 – Detention Facilities
APPENDIX B.1
STORM SEWERS (FOR FUTURE USE)
APPENDIX B.2
INLETS (FOR FUTURE USE)
APPENDIX B.3
DETENTION FACILITIES
The Retreat
1290-002
Fort Collins, Colorado
S. Thomas Date: 3/20/2018
Pond No.: 1
Pond 1
100-yr
0.70 WQCV 2708 ft
3
Area (A)= 4.03 acres Quantity Detention SWMM 101099 ft
3
Max Release Rate = 2.00 cfs Total Volume 101099 ft
3
Total Volume 2.321 ac-ft
*SWMM Model accounts for initial WQCV depth in pond prior to beginning of storm. Therefore, SWMM volume includes WQCV as
additional.
Detention Pond Calculation | SWMM Method
Project Number:
Project Location:
Calculations By:
Input Variables Results
Design Point
Design Storm Required Detention Volume
Developed "C" =
3/20/2018 10:54 AM D:\Projects\1290-002\Drainage\Detention\1290-002_Detention Pond 1.xlsm\SWMM_FC
The Retreat
1290-001
Fort Collins, CO
S. Thomas Date: 3/20/2018
Pond No.: 1
Pond 1
WQCV
2708 ft3 4948.94 ft.
Design Storm 100-yr
Required Volume= 101099 ft3 4955.73 ft.
Contour
Elevation (Y-
values)
Contour
Area
Depth
Incremental Area
Avg. End
Cumulative Volume
Avg. End
Incremental Volume
Conic
Cummulative
Volume Conic (X-
values)
ft3 ft. ft3 ft3 ft3 ft3
4,948.00 88 0.00 0 0 0 0
4,948.20 694 0.20 78 78 69 69
4,948.40 1889 0.20 258 336 249 317
4,948.60 3656 0.20 554 891 545 862
4,948.80 5737 0.20 939 1830 931 1793
4,949.00 7366 0.20 1310 3140 1307 3100
4,949.20 8208 0.20 1557 4698 1557 4657
4,949.40 8677 0.20 1688 6386 1688 6345
4,949.60 9029 0.20 1771 8157 1771 8116
4,949.80 9378 0.20 1841 9998 1841 9956
4,950.00 9731 0.20 1911 11909 1911 11867
4,950.20 10089 0.20 1982 13891 1982 13849
4,950.40 10452 0.20 2054 15945 2054 15903
4,950.60 10819 0.20 2127 18072 2127 18030
4,950.80 11191 0.20 2201 20273 2201 20231
4,951.00 11569 0.20 2276 22549 2276 22507
4,951.20 11952 0.20 2352 24901 2352 24859
4,951.40 12341 0.20 2429 27330 2429 27288
4,951.60 12735 0.20 2508 29837 2507 29795
4,951.80 13135 0.20 2587 32424 2587 32382
4,952.00 13540 0.20 2668 35092 2667 35049
4,952.20 13951 0.20 2749 37841 2749 37798
4,952.40 14368 0.20 2832 40673 2832 40630
4,952.60 14790 0.20 2916 43589 2916 43546
4,952.80 15218 0.20 3001 46590 3001 46547
4,953.00 15652 0.20 3087 49677 3087 49634
4,953.20 16091 0.20 3174 52851 3174 52808
4,953.40 16536 0.20 3263 56114 3263 56070
4,953.60 16986 0.20 3352 59466 3352 59422
4,953.80 17443 0.20 3443 62909 3443 62865
4,954.00 17905 0.20 3535 66443 3535 66400
4,954.20 18374 0.20 3628 70071 3628 70028
4,954.40 18849 0.20 3722 73794 3722 73750
4,954.60 19330 0.20 3818 77611 3818 77568
The Retreat
1290-002
Fort Collins, Colorado
S. Thomas Date: 3/20/2018
Pond No.: 2
Pond 2
100-yr
0.72 WQCV 2064 ft
3
Area (A)= 13.30 acres Quantity Detention SWMM 129941 ft
3
Max Release Rate = 2.00 cfs Total Volume 129941 ft
3
Total Volume 2.983 ac-ft
*SWMM Model accounts for initial WQCV depth in pond prior to beginning of storm. Therefore, SWMM volume includes WQCV as
additional.
Detention Pond Calculation | SWMM Method
Project Number:
Project Location:
Calculations By:
Input Variables Results
Design Point
Design Storm Required Detention Volume
Developed "C" =
3/20/2018 10:53 AM D:\Projects\1290-002\Drainage\Detention\1290-002_Detention Pond 2.xlsm\SWMM_FC
The Retreat
1290-001
Fort Collins, CO
S. Thomas Date: 3/20/2018
Pond No.: 2
Pond 2
WQCV
2064 ft3 4951.31 ft.
Design Storm 100-yr
Required Volume= 129941 ft3 4955.10 ft.
Contour
Elevation (Y-
values)
Contour
Area
Depth
Incremental Area
Avg. End
Cumulative Volume
Avg. End
Incremental Volume
Conic
Cummulative
Volume Conic (X-
values)
ft3 ft. ft3 ft3 ft3 ft3
4,950.60 143 0.00 0 0 0 0
4,950.80 978 0.20 112 112 100 100
4,951.00 2668 0.20 365 477 351 450
4,951.20 5610 0.20 828 1304 810 1260
4,951.40 9286 0.20 1490 2794 1474 2734
4,951.60 12920 0.20 2221 5015 2211 4945
4,951.80 16344 0.20 2926 7941 2920 7865
4,952.00 19607 0.20 3595 11536 3590 11455
4,952.20 22600 0.20 4221 15757 4217 15672
4,952.40 25446 0.20 4805 20562 4802 20474
4,952.60 28169 0.20 5361 25923 5359 25833
4,952.80 30804 0.20 5897 31820 5895 31729
4,953.00 33321 0.20 6412 38233 6411 38139
4,953.20 35859 0.20 6918 45151 6916 45056
4,953.40 38187 0.20 7405 52556 7403 52459
4,953.60 40183 0.20 7837 60393 7836 60295
4,953.80 42024 0.20 8221 68613 8220 68515
4,954.00 43780 0.20 8580 77194 8580 77095
4,954.20 45469 0.20 8925 86119 8924 86020
4,954.40 47090 0.20 9256 95374 9255 95275
4,954.60 48666 0.20 9576 104950 9575 104850
4,954.80 50195 0.20 9886 114836 9886 114736
4,955.00 51645 0.20 10184 125020 10184 124919
4,955.20 53022 0.20 10467 135487 10466 135386
4,955.40 54240 0.20 10726 146213 10726 146112
4,955.60 55168 0.20 10941 157154 10941 157053
4,955.80 56104 0.20 11127 168281 11127 168180
Design Point
Design Storm
Require Volume=
Stage - Storage Calculation
Project Number:
Project Location:
Calculations By:
APPENDIX C
WATER QUALITY DESIGN COMPUTATIONS
Project: The Retreat
Calculations By: S. Thomas
Date: March 19, 2018
LID BASIN NODE Sub-Basin(s)
Area, A
(sf)
Percent
Impervious
Impervious Area,
A
(sf)
LID Treatment
A1 29,362 52% 15,389 Underground Detention Pond 5
C1 72,063 33% 23,533 Underground Detention Pond 7
D1 165,891 53% 87,798 Underground Detention Pond 3.1
D2 31,322 42% 13,162 Underground Detention Pond 3.1
D3 30,157 43% 12,857 Underground Detention Pond 3.2
E1 44,447 41% 18,144 Underground Detention Pond 4.1
E2 44,226 40% 17,470 Underground Detention Pond 4.2
F1 187,468 42% 78,960 Underground Detention Pond 6
F2 212,668 61% 129,097 Underground Detention Pond 6
Total Treated 817,604 48% 396,409
LID BASIN NODE Sub-Basin(s)
Area, A
(sf)
Percent
Impervious
Impervious Area,
A
(sf)
B1 69,818 54% 37,380
B2 105,836 34% 35,719
F3 49,036 51% 24,801
F4 129,989 16% 21,365
UD1 21,157 46% 9,721
UD2 51,032 77% 39,522
UD3 101,092 0% 0
UD4 19,088 51% 9,704
Total Proposed
Untreated
547,048 33% 178,211
LID BASIN NODE Sub-Basin(s)
Area, A
(sf)
Percent
Impervious
Impervious Area,
A
(sf)
Suniga Street UD2 51,032 77% 39,522
Undisturbed Area UD3 101,092 0% 0
Not Included in
LID Calcs
152,124 26% 39,522
1,364,652
574,620
39,522
535,099
401,324
396,409
YLOPLAST
N
CUD
T
ORIELI
N
PLAST
O
YL
N
ORI ELITCUD
N
ST
A
NYLOPL
IELITCUD
R
O
N
AST
L
NYLOP
ELITCUD
I
R
O
N
LAST
P
YLO
N
OR IELITCUD
N
NYLOPLAST
D
U
IELITC
R
NO
YLOPLAST
N
CUD
T
RIELI
O
N
T
S
NYLOPLA
D
LITCU
E
NORI
E
E
E E
E
E E E E E E
E E
E
POND 1 (WQ FOR B1 AND B2)
Project: The Retreat
By: S. Thomas
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA (acres)= 4.030 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS PERCENT = 42.00 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO = 0.4200 <-- CALCULATED
Drain Time (hrs) 40 <-- INPUT
Drain Time Coefficient 1.0 <-- CALCULATED from Figure Table 3-2
WQCV (watershed inches) = 0.185 <-- CALCULATED from Figure 3-2
WQCV (ac-ft) = 0.062 <-- CALCULATED from UDFCD DCM V.3 Section 6.5
Adjusted WQCV (cu-ft) = 2708 <-- CALCULATED
WQ Depth (ft) = 1.000 <-- INPUT from stage-storage table
AREA REQUIRED PER ROW, a (in
2
) = 0.253 <-- CALCULATED from Figure EDB-3
CIRCULAR PERFORATION SIZING:
dia (in) = 4/7 <-- INPUT from Figure 5
number of rows = 3
t (in) = 0.500 <-- INPUT from Figure 5
number of columns = 1.000 <-- CALCULATED from WQ Depth and row spacing
WATER QUALITY CONTROL STRUCTURE PLATE
March 19, 2018
POND 1 (WQ FOR F3 AND F4)
Project: The Retreat
By: S. Thomas
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA (acres)= 4.110 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS PERCENT = 26.00 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO = 0.2600 <-- CALCULATED
Drain Time (hrs) 40 <-- INPUT
Drain Time Coefficient 1.0 <-- CALCULATED from Figure Table 3-2
WQCV (watershed inches) = 0.138 <-- CALCULATED from Figure 3-2
WQCV (ac-ft) = 0.047 <-- CALCULATED from UDFCD DCM V.3 Section 6.5
Adjusted WQCV (cu-ft) = 2064 <-- CALCULATED
WQ Depth (ft) = 1.000 <-- INPUT from stage-storage table
AREA REQUIRED PER ROW, a (in
2
) = 0.196 <-- CALCULATED from Figure EDB-3
CIRCULAR PERFORATION SIZING:
dia (in) = 1/2 <-- INPUT from Figure 5
number of rows = 3
t (in) = 0.500 <-- INPUT from Figure 5
number of columns = 1.000 <-- CALCULATED from WQ Depth and row spacing
WATER QUALITY CONTROL STRUCTURE PLATE
March 20, 2018
Project Title Date:
Project Number Calcs By:
Client
Basins
0.8
WQCV = Watershed inches of Runoff (inches) 51.20%
a = Runoff Volume Reduction (constant)
i = Total imperviousness Ratio (i = Iwq/100) 0.168 in
A = 4.53 ac
V = 0.0633 ac-ft
V = Water Quality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
2757 cu. ft.
Drain Time
a =
i =
WQCV =
Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
The Retreat March 20, 2018
1290-002 S. Thomas
Landmark
Underground Detention Pond 3.1
0.231
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0.5
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
WQCV (watershed inches)
Total Imperviousness Ratio (i = Iwq/100)
Water Quality Capture Volume
6 hr
12 hr
24 hr
40 hr
WQCV = a ( 0.91 i 3 - 1 . 19 i 2 + 0 . 78 i )
WQCV = a ( 0.91 i 3 - 1 . 19 i 2 + 0 . 78 i )
V * A
12
WQCV
÷
ø
Pond No :
Pond 3.1
WQ
0.63
12.00 min 2408 ft3
4.53 acres 0.06 ac-ft
Max Release Rate = 0.84 cfs
Time (min)
Ft Collins
WQ
Intensity
(in/hr)
Inflow
Volume
(ft3)
Outflow
Adjustmen
t Factor
Qav
(cfs)
Outflow Volume
(ft3)
Storage Volume
(ft3)
5 1.425 1220 1.00 0.84 252 968
10 1.105 1892 1.00 0.84 504 1388
15 0.935 2402 0.90 0.76 680 1721
20 0.805 2757 0.80 0.67 806 1950
25 0.715 3061 0.74 0.62 932 2128
30 0.650 3339 0.70 0.59 1058 2281
35 0.585 3506 0.67 0.56 1184 2322
40 0.535 3664 0.65 0.55 1310 2354
45 0.495 3814 0.63 0.53 1436 2378
50 0.460 3938 0.62 0.52 1562 2376
55 0.435 4097 0.61 0.51 1688 2408
60 0.410 4212 0.60 0.50 1814 2398
65 0.385 4285 0.59 0.50 1940 2345
70 0.365 4375 0.59 0.49 2066 2309
75 0.345 4431 0.58 0.49 2192 2238
80 0.330 4521 0.58 0.48 2318 2202
85 0.315 4585 0.57 0.48 2444 2140
90 0.305 4700 0.57 0.48 2570 2130
95 0.290 4717 0.56 0.47 2696 2021
100 0.280 4795 0.56 0.47 2822 1972
105 0.270 4854 0.56 0.47 2948 1906
110 0.260 4897 0.55 0.47 3074 1823
115 0.255 5021 0.55 0.46 3200 1821
120 0.245 5034 0.55 0.46 3326 1708
*Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2.
A =
Tc =
Project Location :
Design Point
C =
Design Storm
DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Input Variables Results
Required Detention Volume
Fort Collins, Colorado
1290-002
Vault ID
Total
Required
WQ Volume
(cf)
Flow,
WQ
(cfs)
Chamber
Type
Chamber Release
Ratea
(cfs)
Chamber
Volumeb
(cf)
Installed
Chamber w/
Aggregatec
(cf)
Mimimum
No. of
Chambersd
Total Release
Ratee
(cfs)
Required
Storage
Volume by
FAA Method
(cf)
Mimimum
No. of
Chambersf
Storage
Provided
within the
Chambersg
(cf)
Total
Installed
System
Volumeh
(cf)
Pond 3.1 2757 2.99 MC-3500 0.038 109.90 178.90 16 0.60 2408 22 2418 2862
SC-740
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment.
b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.
c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.
d. Number of chambers required to provide full WQCV within total installed system, including aggregate.
e. Release rate per chamber times number of chambers.
f. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage).
g. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume.
h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV.
Chamber Configuration Summary
D:\Projects\1290-002\Drainage\WatQual\Pond 3.1_WQ Calcs.xlsx
Project Title Date:
Project Number Calcs By:
Client
Basins
0.8
WQCV = Watershed inches of Runoff (inches) 43.00%
a = Runoff Volume Reduction (constant)
i = Total imperviousness Ratio (i = Iwq/100) 0.150 in
A = 0.69 ac
V = 0.0086 ac-ft
V = Water Quality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
376 cu. ft.
Drain Time
a =
i =
WQCV =
Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
The Retreat March 20, 2018
1290-002 S. Thomas
Landmark
Underground Detention Pond 3.2
0.231
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0.5
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
WQCV (watershed inches)
Total Imperviousness Ratio (i = Iwq/100)
Water Quality Capture Volume
6 hr
12 hr
24 hr
40 hr
WQCV = a ( 0.91 i 3 - 1 . 19 i 2 + 0 . 78 i )
WQCV = a ( 0.91 i 3 - 1 . 19 i 2 + 0 . 78 i )
V * A
12
WQCV
÷
ø
Pond No :
Pond 3.2
WQ
0.57
8.30 min 356 ft3
0.69 acres 0.01 ac-ft
Max Release Rate = 0.11 cfs
Time (min)
Ft Collins
WQ
Intensity
(in/hr)
Inflow
Volume
(ft3)
Outflow
Adjustmen
t Factor
Qav
(cfs)
Outflow Volume
(ft3)
Storage Volume
(ft3)
5 1.425 168 1.00 0.11 33 135
10 1.105 261 1.00 0.11 66 195
15 0.935 331 0.78 0.09 77 254
20 0.805 380 0.71 0.08 93 287
25 0.715 422 0.67 0.07 110 312
30 0.650 460 0.64 0.07 126 334
35 0.585 483 0.62 0.07 143 340
40 0.535 505 0.60 0.07 159 346
45 0.495 526 0.59 0.07 176 350
50 0.460 543 0.58 0.06 192 350
55 0.435 565 0.58 0.06 209 356
60 0.410 581 0.57 0.06 225 355
65 0.385 591 0.56 0.06 242 349
70 0.365 603 0.56 0.06 258 345
75 0.345 611 0.56 0.06 275 336
80 0.330 623 0.55 0.06 291 332
85 0.315 632 0.55 0.06 308 324
90 0.305 648 0.55 0.06 324 323
95 0.290 650 0.54 0.06 341 309
100 0.280 661 0.54 0.06 357 303
105 0.270 669 0.54 0.06 374 295
110 0.260 675 0.54 0.06 390 285
115 0.255 692 0.54 0.06 407 285
120 0.245 694 0.53 0.06 423 270
*Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2.
A =
Tc =
Project Location :
Design Point
C =
Design Storm
DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Input Variables Results
Required Detention Volume
Fort Collins, Colorado
1290-002
Vault ID
Total
Required
WQ Volume
(cf)
Flow,
WQ
(cfs)
Chamber
Type
Chamber Release
Ratea
(cfs)
Chamber
Volumeb
(cf)
Installed
Chamber w/
Aggregatec
(cf)
Mimimum
No. of
Chambersd
Total Release
Ratee
(cfs)
Required
Storage
Volume by
FAA Method
(cf)
Mimimum
No. of
Chambersf
Storage
Provided
within the
Chambersg
(cf)
Total
Installed
System
Volumeh
(cf)
Pond 3.2 376 0.47 MC-3500 0.038 109.90 178.90 3 0.11 356 4 440 537
SC-740
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment.
b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.
c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.
d. Number of chambers required to provide full WQCV within total installed system, including aggregate.
e. Release rate per chamber times number of chambers.
f. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage).
g. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume.
h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV.
Chamber Configuration Summary
D:\Projects\1290-002\Drainage\WatQual\Pond 3.2_WQ Calcs.xlsx
Project Title Date:
Project Number Calcs By:
Client
Basins
0.8
WQCV = Watershed inches of Runoff (inches) 41.00%
a = Runoff Volume Reduction (constant)
i = Total imperviousness Ratio (i = Iwq/100) 0.146 in
A = 1.02 ac
V = 0.0124 ac-ft
V = Water Quality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
The Retreat March 20, 2018
1290-002 S. Thomas
Landmark
Underground Detention Pond 4.1
541 cu. ft.
Drain Time
a =
i =
WQCV =
Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
0.231
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0.5
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
WQCV (watershed inches)
Total Imperviousness Ratio (i = Iwq/100)
Water Quality Capture Volume
6 hr
12 hr
24 hr
40 hr
WQCV = a ( 0.91 i 3 - 1 . 19 i 2 + 0 . 78 i )
WQCV = a ( 0.91 i 3 - 1 . 19 i 2 + 0 . 78 i )
V * A
12
WQCV
÷
ø
Pond No :
Pond 4.1
WQ
0.56
11.00 min 444 ft3
1.02 acres 0.01 ac-ft
Max Release Rate = 0.19 cfs
Time (min)
Ft Collins
WQ
Intensity
(in/hr)
Inflow
Volume
(ft3)
Outflow
Adjustmen
t Factor
Qav
(cfs)
Outflow Volume
(ft3)
Storage Volume
(ft3)
5 1.425 244 1.00 0.19 57 187
10 1.105 379 1.00 0.19 114 265
15 0.935 481 0.87 0.16 148 332
20 0.805 552 0.78 0.15 177 375
25 0.715 613 0.72 0.14 205 407
30 0.650 668 0.68 0.13 234 435
35 0.585 702 0.66 0.12 262 440
40 0.535 733 0.64 0.12 291 443
45 0.495 763 0.62 0.12 319 444
50 0.460 788 0.61 0.12 348 441
55 0.435 820 0.60 0.11 376 444
60 0.410 843 0.59 0.11 405 438
65 0.385 858 0.58 0.11 433 424
70 0.365 876 0.58 0.11 462 414
75 0.345 887 0.57 0.11 490 397
80 0.330 905 0.57 0.11 519 386
85 0.315 918 0.56 0.11 547 370
90 0.305 941 0.56 0.11 576 365
95 0.290 944 0.56 0.11 604 340
100 0.280 960 0.56 0.11 633 327
105 0.270 972 0.55 0.10 661 310
110 0.260 980 0.55 0.10 690 290
115 0.255 1005 0.55 0.10 718 287
120 0.245 1008 0.55 0.10 747 261
*Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2.
DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Input Variables Results
Required Detention Volume
Fort Collins, Colorado
1290-002
The Retreat
Project Number :
Project Name :
Underground Detention Pond 4.1
A =
Tc =
Vault ID
Total
Required
WQ Volume
(cf)
Flow,
WQ
(cfs)
Chamber
Type
Chamber Release
Ratea
(cfs)
Chamber
Volumeb
(cf)
Installed
Chamber w/
Aggregatec
(cf)
Mimimum
No. of
Chambersd
Total Release
Ratee
(cfs)
Required
Storage
Volume by
FAA Method
(cf)
Mimimum
No. of
Chambersf
Storage
Provided
within the
Chambersg
(cf)
Total
Installed
System
Volumeh
(cf)
Pond 4.1 541 0.61 MC-3500 0.038 109.90 178.90 4 0.15 444 5 550 716
SC-740
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment.
b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.
c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.
d. Number of chambers required to provide full WQCV within total installed system, including aggregate.
e. Release rate per chamber times number of chambers.
f. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage).
g. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume.
h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV.
Chamber Configuration Summary
D:\Projects\1290-002\Drainage\WatQual\Pond 4.1_WQ Calcs.xlsx
Project Title Date:
Project Number Calcs By:
Client
Basins
0.8
WQCV = Watershed inches of Runoff (inches) 40.00%
a = Runoff Volume Reduction (constant)
i = Total imperviousness Ratio (i = Iwq/100) 0.144 in
A = 1.02 ac
V = 0.0122 ac-ft
V = Water Quality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
533 cu. ft.
Drain Time
a =
i =
WQCV =
Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
The Retreat March 20, 2018
1290-002 S. Thomas
Landmark
Underground Detention Pond 4.2
0.231
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0.5
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
WQCV (watershed inches)
Total Imperviousness Ratio (i = Iwq/100)
Water Quality Capture Volume
6 hr
12 hr
24 hr
40 hr
WQCV = a ( 0.91 i 3 - 1 . 19 i 2 + 0 . 78 i )
WQCV = a ( 0.91 i 3 - 1 . 19 i 2 + 0 . 78 i )
V * A
12
WQCV
÷
ø
Pond No :
Pond 4.2
WQ
0.55
10.90 min 509 ft3
1.02 acres 0.01 ac-ft
Max Release Rate = 0.15 cfs
Time (min)
Ft Collins
WQ
Intensity
(in/hr)
Inflow
Volume
(ft3)
Outflow
Adjustmen
t Factor
Qav
(cfs)
Outflow Volume
(ft3)
Storage Volume
(ft3)
5 1.425 240 1.00 0.15 45 195
10 1.105 372 1.00 0.15 90 282
15 0.935 472 0.86 0.13 117 356
20 0.805 542 0.77 0.12 139 403
25 0.715 602 0.72 0.11 162 440
30 0.650 656 0.68 0.10 184 472
35 0.585 689 0.66 0.10 207 483
40 0.535 720 0.64 0.10 229 491
45 0.495 750 0.62 0.09 252 498
50 0.460 774 0.61 0.09 274 500
55 0.435 805 0.60 0.09 297 509
60 0.410 828 0.59 0.09 319 509
65 0.385 842 0.58 0.09 342 501
70 0.365 860 0.58 0.09 364 496
75 0.345 871 0.57 0.09 387 484
80 0.330 889 0.57 0.09 409 480
85 0.315 901 0.56 0.08 432 470
90 0.305 924 0.56 0.08 454 470
95 0.290 927 0.56 0.08 477 451
100 0.280 942 0.55 0.08 499 443
105 0.270 954 0.55 0.08 522 433
110 0.260 963 0.55 0.08 544 419
115 0.255 987 0.55 0.08 567 421
120 0.245 990 0.55 0.08 589 401
*Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2.
A =
Tc =
Project Location :
Design Point
C =
Design Storm
DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Input Variables Results
Required Detention Volume
Fort Collins, Colorado
1290-002
Vault ID
Total
Required
WQ Volume
(cf)
Flow,
WQ
(cfs)
Chamber
Type
Chamber Release
Ratea
(cfs)
Chamber
Volumeb
(cf)
Installed
Chamber w/
Aggregatec
(cf)
Mimimum
No. of
Chambersd
Total Release
Ratee
(cfs)
Required
Storage
Volume by
FAA Method
(cf)
Mimimum
No. of
Chambersf
Storage
Provided
within the
Chambersg
(cf)
Total
Installed
System
Volumeh
(cf)
Pond 4.2 533 0.60 MC-3500 0.038 109.90 178.90 3 0.11 509 5 550 537
SC-740
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment.
b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.
c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.
d. Number of chambers required to provide full WQCV within total installed system, including aggregate.
e. Release rate per chamber times number of chambers.
f. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage).
g. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume.
h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV.
Chamber Configuration Summary
D:\Projects\1290-002\Drainage\WatQual\Pond 4.2_WQ Calcs.xlsx
Project Title Date:
Project Number Calcs By:
Client
Basins
0.8
WQCV = Watershed inches of Runoff (inches) 52.00%
a = Runoff Volume Reduction (constant)
i = Total imperviousness Ratio (i = Iwq/100) 0.169 in
A = 0.67 ac
V = 0.0095 ac-ft
V = Water Quality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
412 cu. ft.
Drain Time
a =
i =
WQCV =
Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
The Retreat March 20, 2018
1290-002 S. Thomas
Landmark
Underground Detention Pond 5
0.231
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0.5
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
WQCV (watershed inches)
Total Imperviousness Ratio (i = Iwq/100)
Water Quality Capture Volume
6 hr
12 hr
24 hr
40 hr
WQCV = a ( 0.91 i 3 - 1 . 19 i 2 + 0 . 78 i )
WQCV = a ( 0.91 i 3 - 1 . 19 i 2 + 0 . 78 i )
V * A
12
WQCV
÷
ø
Pond No :
Pond 5
WQ
0.64
5.70 min 342 ft3
0.67 acres 0.01 ac-ft
Max Release Rate = 0.15 cfs
Time (min)
Ft Collins
WQ
Intensity
(in/hr)
Inflow
Volume
(ft3)
Outflow
Adjustmen
t Factor
Qav
(cfs)
Outflow Volume
(ft3)
Storage Volume
(ft3)
5 1.425 183 1.00 0.15 46 138
10 1.105 284 1.00 0.15 91 193
15 0.935 361 0.69 0.10 94 266
20 0.805 414 0.64 0.10 117 297
25 0.715 460 0.61 0.09 140 320
30 0.650 502 0.60 0.09 163 339
35 0.585 527 0.58 0.09 186 341
40 0.535 551 0.57 0.09 208 342
45 0.495 573 0.56 0.09 231 342
50 0.460 592 0.56 0.08 254 338
55 0.435 616 0.55 0.08 277 339
60 0.410 633 0.55 0.08 300 333
65 0.385 644 0.54 0.08 322 321
70 0.365 657 0.54 0.08 345 312
75 0.345 666 0.54 0.08 368 298
80 0.330 679 0.54 0.08 391 288
85 0.315 689 0.53 0.08 414 275
90 0.305 706 0.53 0.08 436 270
95 0.290 709 0.53 0.08 459 250
100 0.280 720 0.53 0.08 482 238
105 0.270 729 0.53 0.08 505 225
110 0.260 736 0.53 0.08 528 208
115 0.255 754 0.52 0.08 550 204
120 0.245 756 0.52 0.08 573 183
*Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2.
A =
Tc =
Project Location :
Design Point
C =
Design Storm
DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Input Variables Results
Required Detention Volume
Fort Collins, Colorado
1290-002
Vault ID
Total
Required
WQ Volume
(cf)
Flow,
WQ
(cfs)
Chamber
Type
Chamber Release
Ratea
(cfs)
Chamber
Volumeb
(cf)
Installed
Chamber w/
Aggregatec
(cf)
Mimimum
No. of
Chambersd
Total Release
Ratee
(cfs)
Required
Storage
Volume by
FAA Method
(cf)
Mimimum
No. of
Chambersf
Storage
Provided
within the
Chambersg
(cf)
Total
Installed
System
Volumeh
(cf)
Pond 5 412 0.60 MC-3500 0.038 109.90 178.90 3 0.11 342 4 440 537
SC-740
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment.
b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.
c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.
d. Number of chambers required to provide full WQCV within total installed system, including aggregate.
e. Release rate per chamber times number of chambers.
f. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage).
g. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume.
h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV.
Chamber Configuration Summary
D:\Projects\1290-002\Drainage\WatQual\Pond 5_WQ Calcs.xlsx
Project Title Date:
Project Number Calcs By:
Client
Basins
0.8
WQCV = Watershed inches of Runoff (inches) 52.00%
a = Runoff Volume Reduction (constant)
i = Total imperviousness Ratio (i = Iwq/100) 0.169 in
A = 9.19 ac
V = 0.1297 ac-ft
V = Water Quality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
The Retreat March 20, 2018
1290-002 S. Thomas
Landmark
Underground Detention Pond 6
5652 cu. ft.
Drain Time
a =
i =
WQCV =
Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
0.231
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0.5
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
WQCV (watershed inches)
Total Imperviousness Ratio (i = Iwq/100)
Water Quality Capture Volume
6 hr
12 hr
24 hr
40 hr
WQCV = a ( 0.91 i 3 - 1 . 19 i 2 + 0 . 78 i )
WQCV = a ( 0.91 i 3 - 1 . 19 i 2 + 0 . 78 i )
V * A
12
WQCV
÷
ø
Pond No :
Pond 6
WQ
0.63
14.60 min 4824 ft3
9.19 acres 0.11 ac-ft
Max Release Rate = 1.67 cfs
Time (min)
Ft Collins
WQ
Intensity
(in/hr)
Inflow
Volume
(ft3)
Outflow
Adjustmen
t Factor
Qav
(cfs)
Outflow Volume
(ft3)
Storage Volume
(ft3)
5 1.425 2475 1.00 1.67 501 1974
10 1.105 3839 1.00 1.67 1002 2837
15 0.935 4872 0.99 1.65 1483 3389
20 0.805 5593 0.87 1.44 1733 3859
25 0.715 6209 0.79 1.32 1984 4225
30 0.650 6774 0.74 1.24 2234 4539
35 0.585 7113 0.71 1.18 2485 4628
40 0.535 7434 0.68 1.14 2735 4699
45 0.495 7738 0.66 1.11 2986 4752
50 0.460 7990 0.65 1.08 3236 4753
55 0.435 8311 0.63 1.06 3487 4824
60 0.410 8546 0.62 1.04 3737 4808
65 0.385 8693 0.61 1.02 3988 4705
70 0.365 8876 0.60 1.01 4238 4637
75 0.345 8989 0.60 1.00 4489 4500
80 0.330 9171 0.59 0.99 4739 4431
85 0.315 9301 0.59 0.98 4990 4311
90 0.305 9536 0.58 0.97 5240 4295
95 0.290 9570 0.58 0.96 5491 4079
100 0.280 9727 0.57 0.96 5741 3985
105 0.270 9848 0.57 0.95 5992 3856
110 0.260 9935 0.57 0.95 6242 3693
115 0.255 10187 0.56 0.94 6493 3694
120 0.245 10213 0.56 0.94 6743 3470
*Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2.
DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Input Variables Results
Required Detention Volume
Fort Collins, Colorado
1290-002
The Retreat
Project Number :
Project Name :
Underground Detention Pond 6
A =
Tc =
Vault ID
Total
Required
WQ Volume
(cf)
Flow,
WQ
(cfs)
Chamber
Type
Chamber Release
Ratea
(cfs)
Chamber
Volumeb
(cf)
Installed
Chamber w/
Aggregatec
(cf)
Mimimum
No. of
Chambersd
Total Release
Ratee
(cfs)
Required
Storage
Volume by
FAA Method
(cf)
Mimimum
No. of
Chambersf
Storage
Provided
within the
Chambersg
(cf)
Total
Installed
System
Volumeh
(cf)
Pond 6 5652 5.66 MC-3500 0.038 109.90 178.90 32 1.20 4824 44 4836 5725
SC-740
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment.
b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.
c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.
d. Number of chambers required to provide full WQCV within total installed system, including aggregate.
e. Release rate per chamber times number of chambers.
f. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage).
g. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume.
h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV.
Chamber Configuration Summary
D:\Projects\1290-002\Drainage\WatQual\Pond 6_WQ Calcs.xlsx
Project Title Date:
Project Number Calcs By:
Client
Basins
0.8
WQCV = Watershed inches of Runoff (inches) 34.00%
a = Runoff Volume Reduction (constant)
i = Total imperviousness Ratio (i = Iwq/100) 0.131 in
A = 3.15 ac
V = 0.0343 ac-ft
V = Water Quality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
The Retreat March 20, 2018
1290-002 S. Thomas
Landmark
Underground Detention Pond 7
1495 cu. ft.
Drain Time
a =
i =
WQCV =
Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
0.231
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0.5
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
WQCV (watershed inches)
Total Imperviousness Ratio (i = Iwq/100)
Water Quality Capture Volume
6 hr
12 hr
24 hr
40 hr
WQCV = a ( 0.91 i 3 - 1 . 19 i 2 + 0 . 78 i )
WQCV = a ( 0.91 i 3 - 1 . 19 i 2 + 0 . 78 i )
V * A
12
WQCV
÷
ø
Pond No :
Pond 7
WQ
0.55
12.00 min 1585 ft3
3.15 acres 0.04 ac-ft
Max Release Rate = 0.45 cfs
Time (min)
Ft Collins
WQ
Intensity
(in/hr)
Inflow
Volume
(ft3)
Outflow
Adjustmen
t Factor
Qav
(cfs)
Outflow Volume
(ft3)
Storage Volume
(ft3)
5 1.425 741 1.00 0.45 135 606
10 1.105 1149 1.00 0.45 270 879
15 0.935 1458 0.90 0.41 365 1093
20 0.805 1674 0.80 0.36 432 1242
25 0.715 1858 0.74 0.33 500 1359
30 0.650 2027 0.70 0.32 567 1460
35 0.585 2128 0.67 0.30 635 1494
40 0.535 2225 0.65 0.29 702 1523
45 0.495 2315 0.63 0.29 770 1546
50 0.460 2391 0.62 0.28 837 1554
55 0.435 2487 0.61 0.27 905 1583
60 0.410 2557 0.60 0.27 972 1585
65 0.385 2601 0.59 0.27 1040 1562
70 0.365 2656 0.59 0.26 1107 1549
75 0.345 2690 0.58 0.26 1175 1515
80 0.330 2744 0.58 0.26 1242 1502
85 0.315 2783 0.57 0.26 1310 1474
90 0.305 2853 0.57 0.26 1377 1476
95 0.290 2864 0.56 0.25 1445 1419
100 0.280 2911 0.56 0.25 1512 1399
105 0.270 2947 0.56 0.25 1580 1367
110 0.260 2973 0.55 0.25 1647 1326
115 0.255 3048 0.55 0.25 1715 1334
120 0.245 3056 0.55 0.25 1782 1274
*Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2.
DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Input Variables Results
Required Detention Volume
Fort Collins, Colorado
1290-002
The Retreat
Project Number :
Project Name :
Underground Detention Pond 7
A =
Tc =
Vault ID
Total
Required
WQ Volume
(cf)
Flow,
WQ
(cfs)
Chamber
Type
Chamber Release
Ratea
(cfs)
Chamber
Volumeb
(cf)
Installed
Chamber w/
Aggregatec
(cf)
Mimimum
No. of
Chambersd
Total Release
Ratee
(cfs)
Required
Storage
Volume by
FAA Method
(cf)
Mimimum
No. of
Chambersf
Storage
Provided
within the
Chambersg
(cf)
Total
Installed
System
Volumeh
(cf)
Pond 7 1495 0.86 MC-4500 0.028 106.50 162.60 10 0.28 1585 15 1598 1626
SC-740
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment.
b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.
c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.
d. Number of chambers required to provide full WQCV within total installed system, including aggregate.
e. Release rate per chamber times number of chambers.
f. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage).
g. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume.
h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV.
Chamber Configuration Summary
D:\Projects\1290-002\Drainage\WatQual\Pond 7_WQ Calcs.xlsx
APPENDIX D
SWMM ANALYSIS / MODEL
SUB-A
SUB-B
SUB-D
SUB-E
SUB-F
SUB-RW
SUB-UD4
SUB-UD1
SUB-C
SUBRW2
P1
P2
P3
P4
P5
P7 P6
P8
P9
P10
OUT3
OUT1
OUT4 OUT2
OUT5 OUT7
J1 J2
J3 J4
J5
J6
J7
J8
J9
OFFLINE
REDWOODPOND
NECCO
POND1 POND2
POND3
POND4
POND5 POND7
FORTCOLLINS
03/15/2018 00:00:30
SWMM 5.1 Page 1
2018-03-15_SWMM Preliminary.inp
[TITLE]
;;Project Title/Notes
[OPTIONS]
;;Option Value
FLOW_UNITS CFS
INFILTRATION HORTON
FLOW_ROUTING KINWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING NO
SKIP_STEADY_STATE NO
START_DATE 03/15/2018
START_TIME 00:00:00
REPORT_START_DATE 03/15/2018
REPORT_START_TIME 00:00:00
END_DATE 03/16/2018
END_TIME 06:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 00:00:30
WET_STEP 00:05:00
DRY_STEP 01:00:00
ROUTING_STEP 0:00:05
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION H-W
VARIABLE_STEP 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 12.557
MAX_TRIALS 8
HEAD_TOLERANCE 0.005
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5
MINIMUM_STEP 0.5
THREADS 1
[EVAPORATION]
;;Data Source Parameters
;;-------------- ----------------
CONSTANT 0.0
DRY_ONLY NO
Page 1
2018-03-15_SWMM Preliminary.inp
[RAINGAGES]
;;Name Format Interval SCF Source
;;-------------- --------- ------ ------ ----------
FORTCOLLINS INTENSITY 0:05 1.0 TIMESERIES 100-YR
[SUBCATCHMENTS]
;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack
;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ----------------
SUB-A FORTCOLLINS POND5 .67 52 200 1 0
SUB-B FORTCOLLINS POND1 4.03 42 300 1 0
SUB-D FORTCOLLINS POND3 5.22 50 500 1 0
SUB-E FORTCOLLINS POND4 2.04 40 200 1 0
SUB-F FORTCOLLINS POND2 13.3 44 440 1 0
SUB-RW FORTCOLLINS J6 4.62 35 200 1 0
SUB-UD4 FORTCOLLINS J5 .44 51 20 1 0
SUB-UD1 FORTCOLLINS J9 .49 46 40 1 0
SUB-C FORTCOLLINS POND7 1.65 33 150 1 0
SUBRW2 FORTCOLLINS POND7 1.47 35 200 1 0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------
SUB-A .016 .025 .1 .3 1 OUTLET
SUB-B .016 .025 .1 .3 1 OUTLET
SUB-D .016 .025 .1 .3 1 OUTLET
SUB-E .016 .025 .1 .3 1 OUTLET
SUB-F .016 .025 .1 .3 1 OUTLET
SUB-RW .016 .025 .1 .3 1 OUTLET
SUB-UD4 .016 .025 .1 .3 1 PERVIOUS 60
SUB-UD1 .016 .025 .1 .3 1 PERVIOUS 60
SUB-C .016 .025 .1 .3 1 OUTLET
SUBRW2 .016 .025 .1 .3 1 OUTLET
[INFILTRATION]
;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil
;;-------------- ---------- ---------- ---------- ---------- ----------
SUB-A .51 0.5 .0018 7 0
SUB-B .51 0.5 .0018 7 0
SUB-D .51 0.5 .0018 7 0
SUB-E .51 0.5 .0018 7 0
SUB-F .51 0.5 .0018 7 0
SUB-RW .51 0.5 .0018 7 0
SUB-UD4 .51 0.5 .0018 7 0
SUB-UD1 .51 0.5 .0018 7 0
SUB-C .51 0.5 .0018 7 0
SUBRW2 .51 0.5 .0018 7 0
Page 2
2018-03-15_SWMM Preliminary.inp
[JUNCTIONS]
;;Name Elevation MaxDepth InitDepth SurDepth Aponded
;;-------------- ---------- ---------- ---------- ---------- ----------
J1 47 5 0 0 0
J2 48 3 0 0 0
J3 49 3 0 0 0
J4 50 3 0 0 0
J5 60 4 0 0 0
J6 55 4 0 0 0
J7 48 5 0 0 0
J8 50 4 0 0 0
J9 49 5 0 0 0
OFFLINE 0 0 0 0 0
REDWOODPOND 61 5 0 0 0
[OUTFALLS]
;;Name Elevation Type Stage Data Gated Route To
;;-------------- ---------- ---------- ---------------- -------- ----------------
NECCO 46.5 FREE NO
[STORAGE]
;;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IMD
;;-------------- -------- ---------- ----------- ---------- ---------------------------- -------- -------- -------- --------
POND1 48 9 1 TABULAR POND1 0 0
POND2 51 6 1 TABULAR POND2 0 0
POND3 49 6 0 TABULAR POND3 0 0
POND4 50 6 0 TABULAR POND4 0 0
POND5 49 6 0 TABULAR POND5 0 0
POND7 49 6 0 TABULAR POND7 0 0
[CONDUITS]
;;Name From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow
;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ----------
P1 J5 J6 416 .012 0 0 0 0
P2 J6 J8 160 .012 0 0 0 0
P3 J8 J7 360 .012 0 0 0 0
P4 J7 J1 270 .012 0 0 0 0
P5 J1 NECCO 200 0.01 0 0 0 0
P6 J4 J3 400 .012 0 0 0 0
P7 J3 J2 400 .012 0 0 0 0
P8 J2 J1 400 .012 0 0 0 0
P9 J9 J7 150 .012 0 0 0 0
P10 REDWOODPOND J5 260 .012 0 0 0 0
[OUTLETS]
Page 3
2018-03-15_SWMM Preliminary.inp
;;Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated
;;-------------- ---------------- ---------------- ---------- --------------- ---------------- ---------- --------
OUT3 POND3 POND1 0 TABULAR/DEPTH OUT3 NO
OUT1 POND1 J1 0 TABULAR/DEPTH OUT1 NO
OUT4 POND4 J3 0 TABULAR/DEPTH OUT4 NO
OUT2 POND2 J4 0 TABULAR/DEPTH OUT2 NO
OUT5 POND5 J7 0 TABULAR/DEPTH OUT5 NO
OUT7 POND7 POND1 0 TABULAR/DEPTH OUT7 NO
[XSECTIONS]
;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert
;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- ----------
P1 CIRCULAR 3 0 0 0 1
P2 CIRCULAR 3 0 0 0 1
P3 CIRCULAR 3 0 0 0 1
P4 CIRCULAR 4 0 0 0 1
P5 CIRCULAR 5 0 0 0 1
P6 CIRCULAR 2 0 0 0 1
P7 CIRCULAR 2 0 0 0 1
P8 CIRCULAR 2 0 0 0 1
P9 CIRCULAR 4 0 0 0 1
P10 CIRCULAR 2 0 0 0 1
[INFLOWS]
;;Node Constituent Time Series Type Mfactor Sfactor Baseline Pattern
;;-------------- ---------------- ---------------- -------- -------- -------- -------- --------
REDWOODPOND FLOW REDWOODPONDOUTFLOW FLOW 1.0 1.0
[CURVES]
;;Name Type X-Value Y-Value
;;-------------- ---------- ---------- ----------
OUT1 Rating 0 0
OUT1 1 .05
OUT1 9 3.55
;
OUT2 Rating 0 0
OUT2 1 .05
OUT2 6 2.86
;
OUT3 Rating 0 0
OUT3 6 20.5
;
OUT4 Rating 0 0
OUT4 6 .51
;
OUT5 Rating 0 0
Page 4
2018-03-15_SWMM Preliminary.inp
OUT5 6 .29
;
OUT7 Rating 0 0
OUT7 6 4.2
;
POND1 Storage 0 87.52
POND1 0.2 694.01
POND1 0.4 1889.02
POND1 0.6 3655.89
POND1 0.8 5736.71
POND1 1 7365.65
POND1 1.2 8207.63
POND1 1.4 8677.34
POND1 1.6 9029.46
POND1 1.8 9378.16
POND1 2 9731.25
POND1 2.2 10088.99
POND1 2.4 10451.57
POND1 2.6 10818.76
POND1 2.8 11190.93
POND1 3 11568.58
POND1 3.2 11951.76
POND1 3.4 12340.52
POND1 3.6 12734.86
POND1 3.8 13134.8
POND1 4 13540.34
POND1 4.2 13951.46
POND1 4.4 14368.09
POND1 4.6 14790.28
POND1 4.8 15218.09
POND1 5 15651.57
POND1 5.2 16090.74
POND1 5.4 16535.57
POND1 5.6 16986.13
POND1 5.8 17442.57
POND1 6 17905.07
POND1 6.2 18373.77
POND1 6.4 18848.78
POND1 6.6 19330.25
POND1 6.8 19818.64
POND1 7 20314.54
POND1 7.2 20818.56
POND1 7.4 21330.88
POND1 7.6 21851.7
POND1 7.8 22381.62
POND1 8 22921.48
Page 5
2018-03-15_SWMM Preliminary.inp
POND1 8.2 23471.66
POND1 8.4 24032.42
POND1 8.6 24604.05
;
POND2 Storage 0 142.9
POND2 0.2 977.59
POND2 0.4 2668.4
POND2 0.6 5610.01
POND2 0.8 9285.67
POND2 1 12920.35
POND2 1.2 16344.13
POND2 1.4 19607.47
POND2 1.6 22600.49
POND2 1.8 25446.37
POND2 2 28168.51
POND2 2.2 30803.67
POND2 2.4 33321.22
POND2 2.6 35859.19
POND2 2.8 38187.13
POND2 3 40183.1
POND2 3.2 42023.55
POND2 3.4 43780.05
POND2 3.6 45468.63
POND2 3.8 47090.05
POND2 4 48666.23
POND2 4.2 50194.54
POND2 4.4 51645.24
POND2 4.6 53022.05
POND2 4.8 54239.95
POND2 5 55168.2
POND2 5.2 56104.02
;
POND3 Storage 0 5100
POND3 6 5100
;
POND4 Storage 0 4000
POND4 6 4000
;
POND5 Storage 0 1500
POND5 6 1500
;
POND7 Storage 0 4000
POND7 6 4000
[TIMESERIES]
;;Name Date Time Value
Page 6
2018-03-15_SWMM Preliminary.inp
;;-------------- ---------- ---------- ----------
100-YR 0:05 1
100-YR 0:10 1.14
100-YR 0:15 1.33
100-YR 0:20 2.23
100-YR 0:25 2.84
100-YR 0:30 5.49
100-YR 0:35 9.95
100-YR 0:40 4.12
100-YR 0:45 2.48
100-YR 0:50 1.46
100-YR 0:55 1.22
100-YR 1:00 1.06
100-YR 1:05 1
100-YR 1:10 .95
100-YR 1:15 .91
100-YR 1:20 .87
100-YR 1:25 .84
100-YR 1:30 .81
100-YR 1:35 .78
100-YR 1:40 .75
100-YR 1:45 .73
100-YR 1:50 .71
100-YR 1:55 .69
100-YR 2:00 .67
;
5-YR 0:05 .4
5-YR 0:10 .45
5-YR 0:15 .53
5-YR 0:20 .89
5-YR 0:25 1.13
5-YR 0:30 2.19
5-YR 0:35 3.97
5-YR 0:40 1.64
5-YR 0:45 .99
5-YR 0:50 .58
5-YR 0:55 .49
5-YR 1:00 .42
5-YR 1:05 .28
5-YR 1:10 .27
5-YR 1:15 .25
5-YR 1:20 .24
5-YR 1:25 .23
5-YR 1:30 .22
5-YR 1:35 .21
5-YR 1:40 .20
Page 7
2018-03-15_SWMM Preliminary.inp
5-YR 1:45 .19
5-YR 1:50 .19
5-YR 1:55 .18
5-YR 2:00 .18
;
10-YR 0:05 .49
10-YR 0:10 .56
10-YR 0:15 .65
10-YR 0:20 1.09
10-YR 0:25 1.39
10-YR 0:30 2.69
10-YR 0:35 4.87
10-YR 0:40 2.02
10-YR 0:45 1.21
10-YR 0:50 .71
10-YR 0:55 .6
10-YR 1:00 .52
10-YR 1:05 .39
10-YR 1:10 .37
10-YR 1:15 .35
10-YR 1:20 .34
10-YR 1:25 .32
10-YR 1:30 .31
10-YR 1:35 .3
10-YR 1:40 .29
10-YR 1:45 .28
10-YR 1:50 .27
10-YR 1:55 .26
10-YR 2:00 .25
;
50-YR 0:05 .79
50-YR 0:10 .9
50-YR 0:15 1.05
50-YR 0:20 1.77
50-YR 0:25 2.25
50-YR 0:30 4.36
50-YR 0:35 7.9
50-YR 0:40 3.27
50-YR 0:45 1.97
50-YR 0:50 1.16
50-YR 0:55 .97
50-YR 1:00 .84
50-YR 1:05 .79
50-YR 1:10 .75
50-YR 1:15 .72
50-YR 1:20 .69
Page 8
2018-03-15_SWMM Preliminary.inp
50-YR 1:25 .66
50-YR 1:30 .64
50-YR 1:35 .62
50-YR 1:40 .6
50-YR 1:45 .58
50-YR 1:50 .56
50-YR 1:55 .54
50-YR 2:00 .53
;
REDWOODPONDOUTFLOW 0:01 0.52
REDWOODPONDOUTFLOW 0:02 0.52
REDWOODPONDOUTFLOW 0:03 0.52
REDWOODPONDOUTFLOW 0:04 0.52
REDWOODPONDOUTFLOW 0:05 0.52
REDWOODPONDOUTFLOW 0:06 0.52
REDWOODPONDOUTFLOW 0:07 0.52
REDWOODPONDOUTFLOW 0:08 0.52
REDWOODPONDOUTFLOW 0:09 0.52
REDWOODPONDOUTFLOW 0:10 0.52
REDWOODPONDOUTFLOW 0:11 0.52
REDWOODPONDOUTFLOW 0:12 0.52
REDWOODPONDOUTFLOW 0:13 0.52
REDWOODPONDOUTFLOW 0:14 0.53
REDWOODPONDOUTFLOW 0:15 0.54
REDWOODPONDOUTFLOW 0:16 0.56
REDWOODPONDOUTFLOW 0:17 0.58
REDWOODPONDOUTFLOW 0:18 0.62
REDWOODPONDOUTFLOW 0:19 0.66
REDWOODPONDOUTFLOW 0:20 0.72
REDWOODPONDOUTFLOW 0:21 0.79
REDWOODPONDOUTFLOW 0:22 0.87
REDWOODPONDOUTFLOW 0:23 0.97
REDWOODPONDOUTFLOW 0:24 1.09
REDWOODPONDOUTFLOW 0:25 1.23
REDWOODPONDOUTFLOW 0:26 1.39
REDWOODPONDOUTFLOW 0:27 1.58
REDWOODPONDOUTFLOW 0:28 1.79
REDWOODPONDOUTFLOW 0:29 2.01
REDWOODPONDOUTFLOW 0:30 2.26
REDWOODPONDOUTFLOW 0:31 2.52
REDWOODPONDOUTFLOW 0:32 2.81
REDWOODPONDOUTFLOW 0:33 3.13
REDWOODPONDOUTFLOW 0:34 3.47
REDWOODPONDOUTFLOW 0:35 3.83
REDWOODPONDOUTFLOW 0:36 3.97
REDWOODPONDOUTFLOW 0:37 4.12
Page 9
2018-03-15_SWMM Preliminary.inp
REDWOODPONDOUTFLOW 0:38 4.28
REDWOODPONDOUTFLOW 0:39 4.47
REDWOODPONDOUTFLOW 0:40 4.68
REDWOODPONDOUTFLOW 0:41 4.94
REDWOODPONDOUTFLOW 0:42 5.13
REDWOODPONDOUTFLOW 0:43 4.61
REDWOODPONDOUTFLOW 0:44 3.93
REDWOODPONDOUTFLOW 0:45 4.26
REDWOODPONDOUTFLOW 0:46 4.35
REDWOODPONDOUTFLOW 0:47 4.41
REDWOODPONDOUTFLOW 0:48 4.43
REDWOODPONDOUTFLOW 0:49 4.58
REDWOODPONDOUTFLOW 0:50 4.75
REDWOODPONDOUTFLOW 0:51 4.88
REDWOODPONDOUTFLOW 0:52 4.97
REDWOODPONDOUTFLOW 0:53 5.04
REDWOODPONDOUTFLOW 0:54 5.14
REDWOODPONDOUTFLOW 0:55 5.24
REDWOODPONDOUTFLOW 0:56 5.32
REDWOODPONDOUTFLOW 0:57 5.37
REDWOODPONDOUTFLOW 0:58 5.41
REDWOODPONDOUTFLOW 0:59 5.46
REDWOODPONDOUTFLOW 1:00 5.5
REDWOODPONDOUTFLOW 1:01 5.54
REDWOODPONDOUTFLOW 1:02 5.57
REDWOODPONDOUTFLOW 1:03 5.59
REDWOODPONDOUTFLOW 1:04 5.62
REDWOODPONDOUTFLOW 1:05 5.64
REDWOODPONDOUTFLOW 1:06 5.66
REDWOODPONDOUTFLOW 1:07 5.67
REDWOODPONDOUTFLOW 1:08 5.67
REDWOODPONDOUTFLOW 1:09 5.68
REDWOODPONDOUTFLOW 1:10 5.68
REDWOODPONDOUTFLOW 1:11 5.68
REDWOODPONDOUTFLOW 1:12 5.68
REDWOODPONDOUTFLOW 1:13 5.67
REDWOODPONDOUTFLOW 1:14 5.67
REDWOODPONDOUTFLOW 1:15 5.66
REDWOODPONDOUTFLOW 1:16 5.65
REDWOODPONDOUTFLOW 1:17 5.64
REDWOODPONDOUTFLOW 1:18 5.63
REDWOODPONDOUTFLOW 1:19 5.6
REDWOODPONDOUTFLOW 1:20 5.59
REDWOODPONDOUTFLOW 1:21 5.57
REDWOODPONDOUTFLOW 1:22 5.54
REDWOODPONDOUTFLOW 1:23 5.52
Page 10
2018-03-15_SWMM Preliminary.inp
REDWOODPONDOUTFLOW 1:24 5.5
REDWOODPONDOUTFLOW 1:25 5.48
REDWOODPONDOUTFLOW 1:26 5.47
REDWOODPONDOUTFLOW 1:27 5.46
REDWOODPONDOUTFLOW 1:28 5.45
REDWOODPONDOUTFLOW 1:29 5.44
REDWOODPONDOUTFLOW 1:30 5.43
REDWOODPONDOUTFLOW 1:31 5.42
REDWOODPONDOUTFLOW 1:32 5.42
REDWOODPONDOUTFLOW 1:33 5.42
REDWOODPONDOUTFLOW 1:34 5.41
REDWOODPONDOUTFLOW 1:35 5.41
REDWOODPONDOUTFLOW 1:36 5.41
REDWOODPONDOUTFLOW 1:37 5.41
REDWOODPONDOUTFLOW 1:38 5.41
REDWOODPONDOUTFLOW 1:39 5.41
REDWOODPONDOUTFLOW 1:40 5.44
REDWOODPONDOUTFLOW 1:41 5.44
REDWOODPONDOUTFLOW 1:42 5.44
REDWOODPONDOUTFLOW 1:43 5.44
REDWOODPONDOUTFLOW 1:44 5.45
REDWOODPONDOUTFLOW 1:45 5.45
REDWOODPONDOUTFLOW 1:46 5.46
REDWOODPONDOUTFLOW 1:47 5.46
REDWOODPONDOUTFLOW 1:48 5.46
REDWOODPONDOUTFLOW 1:49 5.47
REDWOODPONDOUTFLOW 1:50 5.47
REDWOODPONDOUTFLOW 1:51 5.47
REDWOODPONDOUTFLOW 1:52 5.48
REDWOODPONDOUTFLOW 1:53 5.48
REDWOODPONDOUTFLOW 1:54 5.48
REDWOODPONDOUTFLOW 1:55 5.49
REDWOODPONDOUTFLOW 1:56 5.49
REDWOODPONDOUTFLOW 1:57 5.49
REDWOODPONDOUTFLOW 1:58 5.5
REDWOODPONDOUTFLOW 1:59 5.5
REDWOODPONDOUTFLOW 2:00 5.51
REDWOODPONDOUTFLOW 2:01 5.51
REDWOODPONDOUTFLOW 2:02 5.51
REDWOODPONDOUTFLOW 2:03 5.52
REDWOODPONDOUTFLOW 2:04 5.52
REDWOODPONDOUTFLOW 2:05 5.52
REDWOODPONDOUTFLOW 2:06 5.54
REDWOODPONDOUTFLOW 2:07 5.57
REDWOODPONDOUTFLOW 2:08 5.61
REDWOODPONDOUTFLOW 2:09 5.64
Page 11
2018-03-15_SWMM Preliminary.inp
REDWOODPONDOUTFLOW 2:10 5.68
REDWOODPONDOUTFLOW 2:11 5.71
REDWOODPONDOUTFLOW 2:12 5.73
REDWOODPONDOUTFLOW 2:13 5.75
REDWOODPONDOUTFLOW 2:14 5.77
REDWOODPONDOUTFLOW 2:15 5.79
REDWOODPONDOUTFLOW 2:16 5.8
REDWOODPONDOUTFLOW 2:17 5.82
REDWOODPONDOUTFLOW 2:18 5.83
REDWOODPONDOUTFLOW 2:19 5.85
REDWOODPONDOUTFLOW 2:20 5.86
REDWOODPONDOUTFLOW 2:21 5.87
REDWOODPONDOUTFLOW 2:22 5.89
REDWOODPONDOUTFLOW 2:23 5.9
REDWOODPONDOUTFLOW 2:24 5.92
REDWOODPONDOUTFLOW 2:25 5.93
REDWOODPONDOUTFLOW 2:26 5.95
REDWOODPONDOUTFLOW 2:27 5.96
REDWOODPONDOUTFLOW 2:28 5.98
REDWOODPONDOUTFLOW 2:29 5.99
REDWOODPONDOUTFLOW 2:30 6
REDWOODPONDOUTFLOW 2:31 6.02
REDWOODPONDOUTFLOW 2:32 6.03
REDWOODPONDOUTFLOW 2:33 6.04
REDWOODPONDOUTFLOW 2:34 6.05
REDWOODPONDOUTFLOW 2:35 6.06
REDWOODPONDOUTFLOW 2:36 6.08
REDWOODPONDOUTFLOW 2:37 6.09
REDWOODPONDOUTFLOW 2:38 6.1
REDWOODPONDOUTFLOW 2:39 6.11
REDWOODPONDOUTFLOW 2:40 6.12
REDWOODPONDOUTFLOW 2:41 6.13
REDWOODPONDOUTFLOW 2:42 6.14
REDWOODPONDOUTFLOW 2:43 6.15
REDWOODPONDOUTFLOW 2:44 6.16
REDWOODPONDOUTFLOW 2:45 6.18
REDWOODPONDOUTFLOW 2:46 6.19
REDWOODPONDOUTFLOW 2:47 6.2
REDWOODPONDOUTFLOW 2:48 6.21
REDWOODPONDOUTFLOW 2:49 6.22
REDWOODPONDOUTFLOW 2:50 6.24
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REDWOODPONDOUTFLOW 2:52 6.26
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REDWOODPONDOUTFLOW 2:56 6.3
REDWOODPONDOUTFLOW 2:57 6.31
REDWOODPONDOUTFLOW 2:58 6.32
REDWOODPONDOUTFLOW 2:59 6.33
REDWOODPONDOUTFLOW 3:00 6.34
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REDWOODPONDOUTFLOW 3:08 6.41
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REDWOODPONDOUTFLOW 3:19 6.48
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REDWOODPONDOUTFLOW 3:21 6.5
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REDWOODPONDOUTFLOW 3:31 6.6
REDWOODPONDOUTFLOW 3:32 6.61
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REDWOODPONDOUTFLOW 3:34 6.62
REDWOODPONDOUTFLOW 3:35 6.63
REDWOODPONDOUTFLOW 3:36 6.64
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REDWOODPONDOUTFLOW 4:28 7.23
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REDWOODPONDOUTFLOW 5:22 8.02
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REDWOODPONDOUTFLOW 5:34 8.25
REDWOODPONDOUTFLOW 5:35 8.28
REDWOODPONDOUTFLOW 5:36 8.3
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REDWOODPONDOUTFLOW 11:08 8.64
REDWOODPONDOUTFLOW 11:09 8.64
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REDWOODPONDOUTFLOW 11:11 8.64
REDWOODPONDOUTFLOW 11:12 8.64
REDWOODPONDOUTFLOW 11:13 8.64
REDWOODPONDOUTFLOW 11:14 8.64
REDWOODPONDOUTFLOW 11:15 8.63
REDWOODPONDOUTFLOW 11:16 8.63
REDWOODPONDOUTFLOW 11:17 8.63
REDWOODPONDOUTFLOW 11:18 8.63
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REDWOODPONDOUTFLOW 11:28 8.61
REDWOODPONDOUTFLOW 11:29 8.61
REDWOODPONDOUTFLOW 11:30 8.61
REDWOODPONDOUTFLOW 11:31 8.61
REDWOODPONDOUTFLOW 11:32 8.61
REDWOODPONDOUTFLOW 11:33 8.61
REDWOODPONDOUTFLOW 11:34 8.61
REDWOODPONDOUTFLOW 11:35 8.6
REDWOODPONDOUTFLOW 11:36 8.6
REDWOODPONDOUTFLOW 11:37 8.6
REDWOODPONDOUTFLOW 11:38 8.6
REDWOODPONDOUTFLOW 11:39 8.6
REDWOODPONDOUTFLOW 11:40 8.6
REDWOODPONDOUTFLOW 11:41 8.6
REDWOODPONDOUTFLOW 11:42 8.59
REDWOODPONDOUTFLOW 11:43 8.59
REDWOODPONDOUTFLOW 11:44 8.59
REDWOODPONDOUTFLOW 11:45 8.59
REDWOODPONDOUTFLOW 11:46 8.59
REDWOODPONDOUTFLOW 11:47 8.59
REDWOODPONDOUTFLOW 11:48 8.58
REDWOODPONDOUTFLOW 11:49 8.58
REDWOODPONDOUTFLOW 11:50 8.58
REDWOODPONDOUTFLOW 11:51 8.58
REDWOODPONDOUTFLOW 11:52 8.58
REDWOODPONDOUTFLOW 11:53 8.58
REDWOODPONDOUTFLOW 11:54 8.58
REDWOODPONDOUTFLOW 11:55 8.57
REDWOODPONDOUTFLOW 11:56 8.57
REDWOODPONDOUTFLOW 11:57 8.57
REDWOODPONDOUTFLOW 11:58 8.57
REDWOODPONDOUTFLOW 11:59 8.57
REDWOODPONDOUTFLOW 12:00 8.57
REDWOODPONDOUTFLOW 12:01 8.57
REDWOODPONDOUTFLOW 12:02 8.56
REDWOODPONDOUTFLOW 12:03 8.56
REDWOODPONDOUTFLOW 12:04 8.56
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REDWOODPONDOUTFLOW 12:08 8.55
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REDWOODPONDOUTFLOW 12:11 8.55
REDWOODPONDOUTFLOW 12:12 8.55
REDWOODPONDOUTFLOW 12:13 8.55
REDWOODPONDOUTFLOW 12:14 8.55
REDWOODPONDOUTFLOW 12:15 8.54
REDWOODPONDOUTFLOW 12:16 8.54
REDWOODPONDOUTFLOW 12:17 8.54
REDWOODPONDOUTFLOW 12:18 8.54
REDWOODPONDOUTFLOW 12:19 8.54
REDWOODPONDOUTFLOW 12:20 8.54
REDWOODPONDOUTFLOW 12:21 8.53
REDWOODPONDOUTFLOW 12:22 8.53
REDWOODPONDOUTFLOW 12:23 8.53
REDWOODPONDOUTFLOW 12:24 8.53
REDWOODPONDOUTFLOW 12:25 8.53
REDWOODPONDOUTFLOW 12:26 8.53
REDWOODPONDOUTFLOW 12:27 8.53
REDWOODPONDOUTFLOW 12:28 8.52
REDWOODPONDOUTFLOW 12:29 8.52
REDWOODPONDOUTFLOW 12:30 8.52
REDWOODPONDOUTFLOW 12:31 8.52
REDWOODPONDOUTFLOW 12:32 8.52
REDWOODPONDOUTFLOW 12:33 8.52
REDWOODPONDOUTFLOW 12:34 8.51
REDWOODPONDOUTFLOW 12:35 8.51
REDWOODPONDOUTFLOW 12:36 8.51
REDWOODPONDOUTFLOW 12:37 8.51
REDWOODPONDOUTFLOW 12:38 8.51
REDWOODPONDOUTFLOW 12:39 8.51
REDWOODPONDOUTFLOW 12:40 8.51
REDWOODPONDOUTFLOW 12:41 8.5
REDWOODPONDOUTFLOW 12:42 8.5
REDWOODPONDOUTFLOW 12:43 8.5
REDWOODPONDOUTFLOW 12:44 8.5
REDWOODPONDOUTFLOW 12:45 8.5
REDWOODPONDOUTFLOW 12:46 8.5
REDWOODPONDOUTFLOW 12:47 8.5
REDWOODPONDOUTFLOW 12:48 8.49
REDWOODPONDOUTFLOW 12:49 8.49
REDWOODPONDOUTFLOW 12:50 8.49
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REDWOODPONDOUTFLOW 12:54 8.48
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REDWOODPONDOUTFLOW 12:58 8.48
REDWOODPONDOUTFLOW 12:59 8.48
REDWOODPONDOUTFLOW 13:00 8.48
REDWOODPONDOUTFLOW 13:01 8.47
REDWOODPONDOUTFLOW 13:02 8.47
REDWOODPONDOUTFLOW 13:03 8.47
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REDWOODPONDOUTFLOW 13:07 8.46
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REDWOODPONDOUTFLOW 13:11 8.46
REDWOODPONDOUTFLOW 13:12 8.45
REDWOODPONDOUTFLOW 13:13 8.45
REDWOODPONDOUTFLOW 13:14 8.45
REDWOODPONDOUTFLOW 13:15 8.45
REDWOODPONDOUTFLOW 13:16 8.45
REDWOODPONDOUTFLOW 13:17 8.45
REDWOODPONDOUTFLOW 13:18 8.44
REDWOODPONDOUTFLOW 13:19 8.44
REDWOODPONDOUTFLOW 13:20 8.44
REDWOODPONDOUTFLOW 13:21 8.44
REDWOODPONDOUTFLOW 13:22 8.44
REDWOODPONDOUTFLOW 13:23 8.44
REDWOODPONDOUTFLOW 13:24 8.43
REDWOODPONDOUTFLOW 13:25 8.43
REDWOODPONDOUTFLOW 13:26 8.43
REDWOODPONDOUTFLOW 13:27 8.43
REDWOODPONDOUTFLOW 13:28 8.43
REDWOODPONDOUTFLOW 13:29 8.43
REDWOODPONDOUTFLOW 13:30 8.42
REDWOODPONDOUTFLOW 13:31 8.42
REDWOODPONDOUTFLOW 13:32 8.42
REDWOODPONDOUTFLOW 13:33 8.42
REDWOODPONDOUTFLOW 13:34 8.42
REDWOODPONDOUTFLOW 13:35 8.42
REDWOODPONDOUTFLOW 13:36 8.41
REDWOODPONDOUTFLOW 13:37 8.41
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REDWOODPONDOUTFLOW 13:40 8.41
REDWOODPONDOUTFLOW 13:41 8.41
REDWOODPONDOUTFLOW 13:42 8.4
REDWOODPONDOUTFLOW 13:43 8.4
REDWOODPONDOUTFLOW 13:44 8.4
REDWOODPONDOUTFLOW 13:45 8.4
REDWOODPONDOUTFLOW 13:46 8.4
REDWOODPONDOUTFLOW 13:47 8.4
REDWOODPONDOUTFLOW 13:48 8.39
REDWOODPONDOUTFLOW 13:49 8.39
REDWOODPONDOUTFLOW 13:50 8.39
REDWOODPONDOUTFLOW 13:51 8.39
REDWOODPONDOUTFLOW 13:52 8.39
REDWOODPONDOUTFLOW 13:53 8.39
REDWOODPONDOUTFLOW 13:54 8.38
REDWOODPONDOUTFLOW 13:55 8.38
REDWOODPONDOUTFLOW 13:56 8.38
REDWOODPONDOUTFLOW 13:57 8.38
REDWOODPONDOUTFLOW 13:58 8.38
REDWOODPONDOUTFLOW 13:59 8.38
REDWOODPONDOUTFLOW 14:00 8.37
REDWOODPONDOUTFLOW 14:01 8.37
REDWOODPONDOUTFLOW 14:02 8.37
REDWOODPONDOUTFLOW 14:03 8.37
REDWOODPONDOUTFLOW 14:04 8.37
REDWOODPONDOUTFLOW 14:05 8.37
REDWOODPONDOUTFLOW 14:06 8.36
REDWOODPONDOUTFLOW 14:07 8.36
REDWOODPONDOUTFLOW 14:08 8.36
REDWOODPONDOUTFLOW 14:09 8.36
REDWOODPONDOUTFLOW 14:10 8.36
REDWOODPONDOUTFLOW 14:11 8.36
REDWOODPONDOUTFLOW 14:12 8.35
REDWOODPONDOUTFLOW 14:13 8.35
REDWOODPONDOUTFLOW 14:14 8.35
REDWOODPONDOUTFLOW 14:15 8.35
REDWOODPONDOUTFLOW 14:16 8.35
REDWOODPONDOUTFLOW 14:17 8.35
REDWOODPONDOUTFLOW 14:18 8.34
REDWOODPONDOUTFLOW 14:19 8.34
REDWOODPONDOUTFLOW 14:20 8.34
REDWOODPONDOUTFLOW 14:21 8.34
REDWOODPONDOUTFLOW 14:22 8.34
REDWOODPONDOUTFLOW 14:23 8.34
REDWOODPONDOUTFLOW 14:24 8.33
REDWOODPONDOUTFLOW 14:25 8.33
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2018-03-15_SWMM Preliminary.inp
REDWOODPONDOUTFLOW 14:26 8.33
REDWOODPONDOUTFLOW 14:27 8.33
REDWOODPONDOUTFLOW 14:28 8.33
REDWOODPONDOUTFLOW 14:29 8.32
REDWOODPONDOUTFLOW 14:30 8.32
REDWOODPONDOUTFLOW 14:31 8.32
REDWOODPONDOUTFLOW 14:32 8.32
REDWOODPONDOUTFLOW 14:33 8.32
REDWOODPONDOUTFLOW 14:34 8.32
REDWOODPONDOUTFLOW 14:35 8.31
REDWOODPONDOUTFLOW 14:36 8.31
REDWOODPONDOUTFLOW 14:37 8.31
REDWOODPONDOUTFLOW 14:38 8.31
REDWOODPONDOUTFLOW 14:39 8.31
REDWOODPONDOUTFLOW 14:40 8.31
REDWOODPONDOUTFLOW 14:41 8.3
REDWOODPONDOUTFLOW 14:42 8.3
REDWOODPONDOUTFLOW 14:43 8.3
REDWOODPONDOUTFLOW 14:44 8.3
REDWOODPONDOUTFLOW 14:45 8.3
REDWOODPONDOUTFLOW 14:46 8.3
REDWOODPONDOUTFLOW 14:47 8.29
REDWOODPONDOUTFLOW 14:48 8.29
REDWOODPONDOUTFLOW 14:49 8.29
REDWOODPONDOUTFLOW 14:50 8.29
REDWOODPONDOUTFLOW 14:51 8.29
REDWOODPONDOUTFLOW 14:52 8.29
REDWOODPONDOUTFLOW 14:53 8.28
REDWOODPONDOUTFLOW 14:54 8.28
REDWOODPONDOUTFLOW 14:55 8.28
REDWOODPONDOUTFLOW 14:56 8.28
REDWOODPONDOUTFLOW 14:57 8.28
REDWOODPONDOUTFLOW 14:58 8.28
REDWOODPONDOUTFLOW 14:59 8.27
REDWOODPONDOUTFLOW 15:00 8.27
REDWOODPONDOUTFLOW 15:01 8.27
REDWOODPONDOUTFLOW 15:02 8.27
REDWOODPONDOUTFLOW 15:03 8.27
REDWOODPONDOUTFLOW 15:04 8.27
REDWOODPONDOUTFLOW 15:05 8.26
REDWOODPONDOUTFLOW 15:06 8.26
REDWOODPONDOUTFLOW 15:07 8.26
REDWOODPONDOUTFLOW 15:08 8.26
REDWOODPONDOUTFLOW 15:09 8.26
REDWOODPONDOUTFLOW 15:10 8.25
REDWOODPONDOUTFLOW 15:11 8.25
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REDWOODPONDOUTFLOW 15:12 8.25
REDWOODPONDOUTFLOW 15:13 8.25
REDWOODPONDOUTFLOW 15:14 8.25
REDWOODPONDOUTFLOW 15:15 8.25
REDWOODPONDOUTFLOW 15:16 8.24
REDWOODPONDOUTFLOW 15:17 8.24
REDWOODPONDOUTFLOW 15:18 8.24
REDWOODPONDOUTFLOW 15:19 8.24
REDWOODPONDOUTFLOW 15:20 8.24
REDWOODPONDOUTFLOW 15:21 8.24
REDWOODPONDOUTFLOW 15:22 8.23
REDWOODPONDOUTFLOW 15:23 8.23
REDWOODPONDOUTFLOW 15:24 8.23
REDWOODPONDOUTFLOW 15:25 8.23
REDWOODPONDOUTFLOW 15:26 8.23
REDWOODPONDOUTFLOW 15:27 8.23
REDWOODPONDOUTFLOW 15:28 8.22
REDWOODPONDOUTFLOW 15:29 8.22
REDWOODPONDOUTFLOW 15:30 8.22
REDWOODPONDOUTFLOW 15:31 8.22
REDWOODPONDOUTFLOW 15:32 8.22
REDWOODPONDOUTFLOW 15:33 8.22
REDWOODPONDOUTFLOW 15:34 8.21
REDWOODPONDOUTFLOW 15:35 8.21
REDWOODPONDOUTFLOW 15:36 8.21
REDWOODPONDOUTFLOW 15:37 8.21
REDWOODPONDOUTFLOW 15:38 8.21
REDWOODPONDOUTFLOW 15:39 8.2
REDWOODPONDOUTFLOW 15:40 8.2
REDWOODPONDOUTFLOW 15:41 8.2
REDWOODPONDOUTFLOW 15:42 8.2
REDWOODPONDOUTFLOW 15:43 8.2
REDWOODPONDOUTFLOW 15:44 8.2
REDWOODPONDOUTFLOW 15:45 8.19
REDWOODPONDOUTFLOW 15:46 8.19
REDWOODPONDOUTFLOW 15:47 8.19
REDWOODPONDOUTFLOW 15:48 8.19
REDWOODPONDOUTFLOW 15:49 8.19
REDWOODPONDOUTFLOW 15:50 8.19
REDWOODPONDOUTFLOW 15:51 8.18
REDWOODPONDOUTFLOW 15:52 8.18
REDWOODPONDOUTFLOW 15:53 8.18
REDWOODPONDOUTFLOW 15:54 8.18
REDWOODPONDOUTFLOW 15:55 8.18
REDWOODPONDOUTFLOW 15:56 8.18
REDWOODPONDOUTFLOW 15:57 8.17
Page 29
2018-03-15_SWMM Preliminary.inp
REDWOODPONDOUTFLOW 15:58 8.17
REDWOODPONDOUTFLOW 15:59 8.17
[REPORT]
;;Reporting Options
INPUT NO
CONTROLS NO
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
DIMENSIONS -980.271 0.000 10980.271 10000.000
Units None
[COORDINATES]
;;Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
J1 2570.900 2688.039
J2 4556.104 2638.718
J3 6935.882 2540.074
J4 9278.668 2466.091
J5 5283.600 6214.550
J6 4186.190 5067.818
J7 1658.446 3612.824
J8 3199.753 5030.826
J9 967.941 4401.973
OFFLINE 3286.067 7879.162
REDWOODPOND 5517.879 7410.604
NECCO 3125.771 1935.882
POND1 3261.406 3440.197
POND2 9784.217 3353.884
POND3 4568.434 3403.206
POND4 6960.543 3255.240
POND5 1781.751 4426.634
POND7 4272.503 4426.634
[VERTICES]
;;Link X-Coord Y-Coord
;;-------------- ------------------ ------------------
[Polygons]
;;Subcatchment X-Coord Y-Coord
;;-------------- ------------------ ------------------
Page 30
2018-03-15_SWMM Preliminary.inp
SUB-A 1794.081 4143.033
SUB-A 2176.326 4500.617
SUB-A 2237.978 4845.869
SUB-A 1966.708 5129.470
SUB-A 1892.725 5055.487
SUB-A 1781.751 5104.809
SUB-A 1522.811 4882.861
SUB-A 1387.176 4944.513
SUB-A 1165.228 4895.191
SUB-B 1794.081 4155.364
SUB-B 2176.326 4488.286
SUB-B 2237.978 4845.869
SUB-B 1979.038 5117.139
SUB-B 2361.282 5745.993
SUB-B 3212.084 4796.547
SUB-B 3397.041 4364.982
SUB-B 4124.538 4377.312
SUB-B 4087.546 4266.338
SUB-B 4334.155 4019.729
SUB-B 3964.242 3699.137
SUB-B 3964.242 3156.597
SUB-B 2558.570 3218.249
SUB-B 1794.081 4143.033
SUB-D 4728.730 4660.912
SUB-D 4691.739 4414.303
SUB-D 4679.408 4019.729
SUB-D 4321.825 4007.398
SUB-D 4025.894 3748.459
SUB-D 3951.911 3156.597
SUB-D 5431.566 3119.605
SUB-D 6442.663 3033.292
SUB-D 6454.994 3612.824
SUB-D 6898.890 3588.163
SUB-D 6948.212 4118.372
SUB-D 6060.419 4278.668
SUB-D 5776.819 4327.990
SUB-D 5653.514 4475.956
SUB-D 5653.514 4562.269
SUB-D 5912.454 4845.869
SUB-D 5912.454 5030.826
SUB-D 6294.698 5524.044
SUB-D 6294.698 5782.984
SUB-D 6072.750 5906.289
SUB-D 5998.767 5819.975
SUB-D 5850.801 5758.323
SUB-D 5690.506 5832.306
Page 31
2018-03-15_SWMM Preliminary.inp
SUB-D 5665.845 5770.654
SUB-D 5628.853 5696.671
SUB-D 5554.871 5561.036
SUB-D 5382.244 5400.740
SUB-D 5135.635 5166.461
SUB-D 4827.374 4821.208
SUB-E 6911.221 3600.493
SUB-E 6454.994 3600.493
SUB-E 6454.994 3033.292
SUB-E 8760.789 2934.649
SUB-E 8723.798 3526.510
SUB-E 8144.266 3637.485
SUB-E 7946.979 3871.763
SUB-E 6948.212 3896.424
SUB-F 6344.020 6880.395
SUB-F 6331.689 7977.805
SUB-F 7996.301 6300.863
SUB-F 9944.513 4241.677
SUB-F 10943.280 2860.666
SUB-F 8760.789 2909.988
SUB-F 8699.137 3526.510
SUB-F 8181.258 3637.485
SUB-F 7959.309 3871.763
SUB-F 6935.882 3884.094
SUB-F 6935.882 4118.372
SUB-F 5776.819 4303.329
SUB-F 5653.514 4475.956
SUB-F 5641.184 4525.277
SUB-F 5900.123 4821.208
SUB-F 5900.123 5006.165
SUB-F 6294.698 5511.714
SUB-F 6294.698 5807.645
SUB-F 6085.080 5881.628
SUB-F 6245.376 6202.219
SUB-F 5937.115 6362.515
SUB-F 5838.471 6670.777
SUB-RW 2854.501 5228.113
SUB-RW 3064.118 5376.079
SUB-RW 3495.684 5006.165
SUB-RW 4198.520 4858.200
SUB-RW 4654.747 5302.096
SUB-RW 4124.538 5413.070
SUB-RW 3606.658 5881.628
SUB-RW 4247.842 6374.846
SUB-RW 5123.305 5918.619
SUB-RW 5332.922 5906.289
Page 32
2018-03-15_SWMM Preliminary.inp
SUB-RW 5653.514 6424.168
SUB-RW 4556.104 7743.527
SUB-RW 4161.529 7398.274
SUB-RW 3976.572 7114.673
SUB-RW 2496.917 5622.688
SUB-UD4 5628.853 6387.176
SUB-UD4 5468.557 6152.898
SUB-UD4 5628.853 6041.924
SUB-UD4 5579.531 5918.619
SUB-UD4 5875.462 5758.323
SUB-UD4 6109.741 5881.628
SUB-UD4 6245.376 6189.889
SUB-UD4 5937.115 6337.855
SUB-UD4 5850.801 6621.455
SUB-UD4 5665.845 6424.168
SUB-UD1 2225.647 5881.628
SUB-UD1 2348.952 5733.662
SUB-UD1 1966.708 5117.139
SUB-UD1 1806.412 5117.139
SUB-UD1 1522.811 4882.861
SUB-UD1 1387.176 4956.843
SUB-UD1 1189.889 4907.522
SUB-C 4198.520 4747.226
SUB-C 5369.914 5943.280
SUB-C 5468.557 6165.228
SUB-C 5641.184 6029.593
SUB-C 5604.192 5918.619
SUB-C 5702.836 5844.636
SUB-C 5604.192 5598.027
SUB-C 5431.566 5437.731
SUB-C 4876.695 4870.530
SUB-C 4728.730 4660.912
SUB-C 4679.408 4426.634
SUB-C 4679.408 4007.398
SUB-C 4334.155 4019.729
SUB-C 4087.546 4266.338
SUB-C 4124.538 4364.982
SUB-C 3397.041 4364.982
SUB-C 3212.084 4771.887
SUBRW2 3212.084 4784.217
SUBRW2 4198.520 4759.556
SUBRW2 5320.592 5930.949
SUBRW2 5135.635 5918.619
SUBRW2 4235.512 6387.176
SUBRW2 3643.650 5869.297
SUBRW2 4136.868 5437.731
Page 33
2018-03-15_SWMM Preliminary.inp
SUBRW2 4654.747 5339.088
SUBRW2 4247.842 4882.861
SUBRW2 3532.676 5006.165
SUBRW2 3064.118 5363.748
SUBRW2 2854.501 5228.113
[SYMBOLS]
;;Gage X-Coord Y-Coord
;;-------------- ------------------ ------------------
FORTCOLLINS 400.740 8594.328
[BACKDROP]
FILE "D:\Projects\1290-002\Drainage\Modeling\SWMM\1290-002_DRNG-Layout1.jpg"
DIMENSIONS -980.271 1014.360 10980.271 8985.640
Page 34
SWMM Output.rpt
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.012)
--------------------------------------------------------------
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ NO
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... KINWAVE
Starting Date ............ 03/15/2018 00:00:00
Ending Date .............. 03/16/2018 06:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:00:30
Wet Time Step ............ 00:05:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 5.00 sec
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 10.375 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 2.314 0.818
Surface Runoff ........... 8.023 2.837
Final Storage ............ 0.119 0.042
Continuity Error (%) ..... -0.787
Page 1
SWMM Output.rpt
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 8.023 2.614
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 10.121 3.298
External Outflow ......... 17.763 5.788
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.187 0.061
Final Stored Volume ...... 0.554 0.181
Continuity Error (%) ..... 0.077
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 5.00 sec
Average Time Step : 5.00 sec
Maximum Time Step : 5.00 sec
Percent in Steady State : 0.00
Average Iterations per Step : 1.02
Percent Not Converging : 0.00
***************************
Subcatchment Runoff Summary
***************************
--------------------------------------------------------------------------------------------------------
Total Total Total Total Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Coeff
Page 2
SWMM Output.rpt
Subcatchment in in in in in 10^6 gal CFS
--------------------------------------------------------------------------------------------------------
SUB-A 3.67 0.00 0.00 0.65 3.00 0.05 6.50 0.818
SUB-B 3.67 0.00 0.00 0.81 2.85 0.31 33.86 0.776
SUB-D 3.67 0.00 0.00 0.69 2.96 0.42 46.85 0.807
SUB-E 3.67 0.00 0.00 0.83 2.83 0.16 17.87 0.772
SUB-F 3.67 0.00 0.00 0.82 2.84 1.02 89.85 0.773
SUB-RW 3.67 0.00 0.00 0.94 2.72 0.34 32.35 0.742
SUB-UD4 3.67 0.00 0.00 0.77 2.88 0.03 2.80 0.785
SUB-UD1 3.67 0.00 0.00 0.80 2.86 0.04 3.65 0.779
SUB-C 3.67 0.00 0.00 0.94 2.73 0.12 13.88 0.745
SUBRW2 3.67 0.00 0.00 0.89 2.77 0.11 13.26 0.756
******************
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
---------------------------------------------------------------------------------
J1 JUNCTION 0.65 1.87 48.87 0 00:41 1.87
J2 JUNCTION 0.43 0.60 48.60 0 02:16 0.60
J3 JUNCTION 0.43 0.60 49.60 0 02:15 0.60
J4 JUNCTION 0.40 0.55 50.55 0 02:15 0.55
J5 JUNCTION 0.53 1.49 61.49 0 15:59 1.11
J6 JUNCTION 0.34 1.14 56.14 0 00:40 1.14
J7 JUNCTION 0.45 1.88 49.88 0 00:40 1.88
J8 JUNCTION 0.43 1.90 51.90 0 00:40 1.89
J9 JUNCTION 0.01 0.46 49.46 0 00:40 0.46
OFFLINE JUNCTION 0.00 0.00 0.00 0 00:00 0.00
REDWOODPOND JUNCTION 0.53 1.11 62.11 0 06:09 1.11
NECCO OUTFALL 0.62 1.73 48.23 0 00:41 1.72
POND1 STORAGE 3.61 7.73 55.73 0 02:40 7.73
POND2 STORAGE 2.96 4.48 55.48 0 02:15 4.48
POND3 STORAGE 0.15 4.58 53.58 0 00:49 4.58
POND4 STORAGE 2.04 4.71 54.71 0 02:09 4.71
POND5 STORAGE 1.35 4.17 53.17 0 02:07 4.17
POND7 STORAGE 0.41 4.85 53.85 0 01:02 4.85
Page 3
SWMM Output.rpt
*******************
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
-------------------------------------------------------------------------------------------------
J1 JUNCTION 0.00 43.52 0 00:41 0 5.79 0.000
J2 JUNCTION 0.00 2.40 0 02:16 0 1.07 0.000
J3 JUNCTION 0.00 2.40 0 02:15 0 1.07 0.000
J4 JUNCTION 0.00 2.00 0 02:15 0 0.929 0.000
J5 JUNCTION 2.80 13.69 0 15:59 0.0344 3.33 0.000
J6 JUNCTION 32.35 39.31 0 00:40 0.342 3.67 0.000
J7 JUNCTION 0.00 42.29 0 00:40 0 3.76 0.000
J8 JUNCTION 0.00 39.18 0 00:40 0 3.67 0.000
J9 JUNCTION 3.65 3.65 0 00:40 0.038 0.038 0.000
OFFLINE JUNCTION 0.00 0.00 0 00:00 0 0 0.000 gal
REDWOODPOND JUNCTION 9.01 9.01 0 06:09 3.3 3.3 0.000
NECCO OUTFALL 0.00 43.36 0 00:41 0 5.79 0.000
POND1 STORAGE 33.86 45.78 0 00:40 0.312 0.988 0.002
POND2 STORAGE 89.85 89.85 0 00:40 1.02 1.06 0.001
POND3 STORAGE 46.85 46.85 0 00:40 0.42 0.42 0.038
POND4 STORAGE 17.87 17.87 0 00:40 0.157 0.157 0.002
POND5 STORAGE 6.50 6.50 0 00:40 0.0546 0.0546 0.003
POND7 STORAGE 27.14 27.14 0 00:40 0.233 0.233 0.019
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
--------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
Page 4
SWMM Output.rpt
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS
--------------------------------------------------------------------------------------------------
POND1 34.990 27 0 0 101.099 77 0 02:40 3.00
POND2 62.572 29 0 0 128.941 60 0 02:15 2.00
POND3 0.775 3 0 0 23.368 76 0 00:49 15.65
POND4 8.149 34 0 0 18.855 79 0 02:08 0.40
POND5 2.025 22 0 0 6.255 70 0 02:07 0.20
POND7 1.649 7 0 0 19.411 81 0 01:02 3.40
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
NECCO 99.99 7.17 43.36 5.788
-----------------------------------------------------------
System 99.99 7.17 43.36 5.788
********************
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
-----------------------------------------------------------------------------
P1 CONDUIT 10.62 0 15:59 10.13 0.13 0.24
P2 CONDUIT 39.18 0 00:40 15.91 0.31 0.38
P3 CONDUIT 38.62 0 00:40 8.35 0.72 0.63
P4 CONDUIT 42.09 0 00:41 7.34 0.44 0.47
P5 CONDUIT 43.36 0 00:41 7.23 0.26 0.34
P6 CONDUIT 2.00 0 02:17 2.87 0.16 0.27
P7 CONDUIT 2.40 0 02:16 3.03 0.20 0.30
P8 CONDUIT 2.40 0 02:18 3.03 0.20 0.30
P9 CONDUIT 3.60 0 00:40 4.47 0.03 0.12
Page 5
SWMM Output.rpt
P10 CONDUIT 13.69 0 15:59 12.96 0.90 0.55
OUT3 DUMMY 15.65 0 00:49
OUT1 DUMMY 3.00 0 02:40
OUT4 DUMMY 0.40 0 02:09
OUT2 DUMMY 2.00 0 02:15
OUT5 DUMMY 0.20 0 02:07
OUT7 DUMMY 3.40 0 01:02
*************************
Conduit Surcharge Summary
*************************
No conduits were surcharged.
Analysis begun on: Tue Mar 20 10:50:13 2018
Analysis ended on: Tue Mar 20 10:50:13 2018
Total elapsed time: < 1 sec
Page 6
APPENDIX E
FEMA FIRMETTE
DS,Airbus Source: USDA, Esri, USGS, DigitalGlobe, AeroGRID, GeoEye, IGN, and Earthstar the GIS Geographics, User Community CNES/
National Flood Hazard Layer FIRMette
0 250 500 1,000 1,500 2,000 Feet
Ü
105°4'8.72"W
40°36'20.86"N
105°3'29.76"W
40°35'52.45"N
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
HAZARD SPECIAL AREAS FLOOD
Without Zone A, V, Base A99 Flood Elevation (BFE)
With BFE or Depth
RegulatoryAR Floodway Zone AE, AO, AH, VE,
0.of 2% 1% Annual annual Chance chance Flood flood with Hazard, average Areas
depth areasdrainage of less less than than one one foot square or with mile
Zone X
Future ChanceAnnual Conditions Flood Hazard 1%
Zone X
Area Levee.to with See Reduced Notes. Flood Risk due
Zone X
Area with Flood Risk due to LeveeZone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This digital map flood complies maps if with it is FEMA's not void standards as described for the below. use of
The accuracy base standards map shown complies with FEMA's base map
The authoritative flood hazard NFHL information web services is derived provided directly by FEMA. from This the map
was reflectnot exported changes on or 3/amendments 12/2018 at subsequent 11:37:03 AM to and this does date and
time. becomeor The superseded NFHL and effective by new data information over time. may change
This elementsmap map image do not is appear: void if base the one map or imagery, more of the flood following zone labels,
legend, FIRM panel scale number, bar, map and creation FIRM effective date, community date. Map identifiers,images for
unmapped regulatoryfor purposes. and unmodernized areas cannot be used
Legend
OTHER FLOOD AREAS HAZARD OF
OTHER AREAS
STRGUECNTUERREASL
FEATURES OTHER
MAP PANELS
8
1:6,241.13
B 20.2
APPENDIX F
EROSION CONTROL REPORT
The Retreat at Fort Collins
Preliminary Erosion Control Report
A comprehensive Erosion and Sediment Control Plan (along with associated details) will be included
with the final construction drawings. It should be noted, however, that any such Erosion and
Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of
the BMPs depicted, and additional or different BMPs from those included may be necessary during
construction, or as required by the authorities having jurisdiction.
It shall be the responsibility of the Contractor to ensure erosion control measures are properly
maintained and followed. The Erosion and Sediment Control Plan is intended to be a living
document, constantly adapting to site conditions and needs. The Contractor shall update the
location of BMPs as they are installed, removed or modified in conjunction with construction
activities. It is imperative to appropriately reflect the current site conditions at all times.
The Erosion and Sediment Control Plan shall address both temporary measures to be implemented
during construction, as well as permanent erosion control protection. Best Management Practices
from the Volume 3, Chapter 7 – Construction BMPs will be utilized. Measures may include, but are
not limited to, silt fencing along the disturbed perimeter, gutter protection in the adjacent roadways
and inlet protection at proposed storm inlets. Vehicle tracking control pads, spill containment and
clean-up procedures, designated concrete washout areas, dumpsters, and job site restrooms shall
also be provided by the Contractor.
Grading and Erosion Control Notes can be found on Sheet CS2 of the Utility Plans. The Utility
Plans at final design will also contain a full-size Erosion Control Plan as well as a separate sheet
dedicated to Erosion Control Details. In addition to this report and the referenced plan sheets, the
Contractor shall be aware of, and adhere to, the applicable requirements outlined in any existing
Development Agreement(s) of record, as well as the Development Agreement, to be recorded prior
to issuance of the Development Construction Permit. Also, the Site Contractor for this project will
be required to secure a Stormwater Construction General Permit from the Colorado Department of
Public Health and Environment (CDPHE), Water Quality Control Division – Stormwater Program,
before commencing any earth disturbing activities. Prior to securing said permit, the Site Contractor
shall develop a comprehensive StormWater Management Plan (SWMP) pursuant to CDPHE
requirements and guidelines. The SWMP will further describe and document the ongoing activities,
inspections, and maintenance of construction BMPs
MAP POCKET
C6.00 – OVERALL DRAINAGE EXHIBIT
V.P.
V.P.
D
D
V.P.
F
E
S
F
E
S
F
E
S
ELEC
MH
MH
D
MW
D
MW
MW
F
E
S
D
D
VAULT
CABLE
D
D
IRR
D
D
ELEC
VAULT
ELEC
VAULT
ELEC D
D
D
VAULT
ELEC
D
C
C
C
C
C
D
X
X
ST
ST
ST
ST
ST
ST ST ST
ST
ST
ST
ST
util
w w
w
S
A
PL
O
NYL
D
U
C
LI
RI
T
S
LA
LO
Y
U
C
T
E
RNO
T
S
LA
LO
D
U
T
L
E
ORN
T
S
L
NYL
D
C
T
EL
RIO
S
PL
NYL
D
C
I
L
ORI
S
A
PL
O
NYL
D
U
C
LI
IR
S
A
P
O
NY
U
C
LI
E
RI
N
T
A
L
LOP
N
U
T
I
E
ON
E
E E
E
E
E
E
E
E
E
E E E
E
E E E E
E
E
E
E E
E
E
E E
E
E E
E E
E E E
E
E E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E E E E
E
E
E
E E
E
E
E
E
T
T
E E E E
E
E
(
13) SPACES
(16) SPACES
(13) SPACES
(15) SPACES
(12) SPACES
(9) SPACES
UP
TYP.
UP
ELEVATOR
TYP. H.C. SPACE
TYP.
UP
42" HIGH CHAIN LINK
FENCE BARRIER (TYP.)
42" HIGH CHAIN LINK
FENCE ENCLOSURE (TYP.)
STORAGE AREA BELOW RAMP
DETENTION
POND 1
UD4
RW1
3.42 AC
RW2
1.08 AC
RW3
0.10 AC
RW4
RW5 1.20 AC
0.31 AC
B1
1.60 AC
B2
2.43 AC
A1
0.67 AC
UD1
0.49 AC
C1
1.65 AC
D3
0.69 AC
D2
0.72 AC
D1
3.81 AC
F1
4.30 AC
E1
1.02 AC
E2
1.02 AC
F2
4.88 AC
F3
1.13 AC
DETENTION
POND 2
UNDERGROUND
DETENTION
POND 7
UNDERGROUND
DETENTION
POND 3.1
UNDERGROUND
DETENTION
POND 3.2
UNDERGROUND
DETENTION
POND 4.2
UNDERGROUND
DETENTION
POND 4.1
UNDERGROUND
DETENTION
POND 5
UD2
1.17 AC
UD3
2.32 AC
UD4
0.44 AC
F4
2.98 AC
UNDERGROUND
DETENTION
POND 6
F1
E2 E1
F2
F4
F3
D1
D3 D2
C1
B2
B1
A1
UD1
UD2
UD3
RW5
RW4
RW2
RW1
RW3
STREET A
STREET A STREET A
SNYDER DRIVE
SNYDER
DRIVE
SNYDER
DRIVE
LUPINE DRIVE
LUPINE
DRIVE
MULLEIN DRIVE
STREET E
MEADOW
SPRING DRIVE
REDWOOD STREET
FUTURE
NORTHFIELD SUBDIVISION
1ST FILING
REPLAT OF THE
MEADOWS AT REDWOOD
P.U.D PHASE 1
TRACT A
REPLAT OF EVERGREEN
PARK 2ND FILING
LAKE CANAL
LAKE CANAL
OWNER
ROCKY MOUNTAIN
RAPTOR PROGRAM
EVERGREEN PARK
3RD FILING
OWNER
BOARD OF COUNTY
COMMISSIONERS
PARCEL 2
FEMA
HIGH-RISK
FLOODWAY
FEMA
HIGH-RISK
FLOODPLAIN
PROPOSED
OUTLET STRUCTURE
PROPOSED
OUTLET STRUCTURE
NECCO STORMLINE
PROPOSED
INLETS
PROPOSED
INLETS
PROPOSED
INLETS
EXISTING INLET
PROPOSED
INLET
PROPOSED
INLET PROPOSED
INLET
PROPOSED
INLET
EXISTING REDWOOD
DETENTION POND
( IN FEET )
0
1 INCH = 100 FEET
100 100 200 300
No. Revisions:
By: Date:
REVIEWED BY:
C. Snowdon
DESIGNED BY:
DRAWN BY:
SCALE:
DATE:
03/21/18
PROJECT:
1290-002
Sheet
THE RETREATE AT FORT COLLINS
These drawings are
instruments of service
provided by Northern
Engineering Services, Inc.
and are not to be used for
any type of construction
unless signed and sealed by
a Professional Engineer in
the employ of Northern
Engineering Services, Inc.
NOT FOR CONSTRUCTION
REVIEW SET
03/21/18
E N G I N E E R I N G
N O R T H E RN
FORT COLLINS: 301 North Howes Street, Suite 100, 80521
GREELEY: 820 8th Street, 80631
970.221.4158
northernengineering.com
of 23
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what's below.
Call before you dig.
R
City Engineer Date
Date
Date
Date
Date
Stormwater Utility
Parks & Recreation
Traffic Engineer
Date
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
Water & Wastewater Utility
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Environmental Planner
LEGEND:
5013
PROPOSED CONTOUR 93
EXISTING CONTOUR
PROPERTY BOUNDARY
EXISTING STORM SEWER
1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2. REFER TO THE"Preliminary Drainage Report for The Retreat at Fort Collins dated March 21,
2018" FOR ADDITIONAL INFORMATION.
NOTES:
FLOW PATH
DRAINAGE BASIN BUBBLE
A
144 ac
DESIGN POINT A
BASIN BOUNDARY
PROPOSED STORM SEWER
FOR DRAINAGE REVIEW ONLY
NOT FOR CONSTRUCTION
C6.00
DRAINAGE EXHIBIT
S. Thomas
S. Thomas
1"=100'
23
DRAINAGE SUMMARY TABLE
DESIGN
POINT
BASIN
ID
TOTAL
AREA
(acres)
C2 C100
2-yr
Tc
(min)
100-yr
Tc
(min)
Q2
(cfs)
Q100
(cfs)
A1 A1 0.67 0.64 0.80 5.7 5.0 1.19 5.36
B1 B1 1.60 0.65 0.81 8.6 6.8 2.44 11.73
B2 B2 2.43 0.50 0.63 9.3 7.9 2.81 13.11
C1 C1 1.65 0.50 0.62 11.7 10.3 1.72 7.94
D1 D1 3.81 0.64 0.80 12.1 10.2 5.01 23.58
D2 D2 0.72 0.56 0.70 8.2 6.0 0.97 4.71
D3 D3 0.69 0.57 0.71 8.3 6.1 0.94 4.56
E1 E1 1.02 0.56 0.70 11.0 8.5 1.23 5.83
E2 E2 1.02 0.55 0.68 10.9 8.4 1.20 5.80
F1 F1 4.30 0.57 0.71 13.2 11.4 4.83 22.64
F2 F2 4.88 0.70 0.88 14.6 11.7 6.49 31.20
F3 F3 1.13 0.62 0.78 5.4 5.0 1.99 8.70
F4 F4 2.98 0.38 0.47 15.4 14.6 2.11 9.32
UD1 UD1 0.49 0.60 0.75 7.2 5.5 0.73 3.61
UD2 UD2 1.17 0.80 1.00 5.0 5.0 2.68 11.66
UD3 UD3 2.32 0.25 0.31 33.8 31.4 0.70 3.21
UD4 UD4 0.44 0.63 0.78 13.8 12.6 0.54 2.42
RW1 RW1 3.42 0.45 0.56 15.9 14.7 2.83 12.71
RW2 RW2 1.08 0.45 0.56 9.6 8.4 1.09 5.08
RW3 RW3 0.10 0.45 0.56 6.8 5.6 0.12 0.55
RW4 RW4 1.20 0.45 0.56 9.6 8.4 1.22 5.65
RW5 RW5 0.31 0.45 0.56 6.8 5.6 0.37 1.69
Detention Pond Summary | Proposed Condition
Pond Pond Description
100-yr
Volume
(cf)
100-yr
Volume
(ac-ft)
100-yr WSEL WQCV
(cf)
WQCV WSEL
Max
Release
(cfs)
1 Open Detention 101,099 2.32 4955.73 2,708 4948.94 3.00
2 Open Detention 129,941 2.98 4955.10 2,064 4951.31 2.00
3.1 Underground Detention
23,368 0.54 to be provided at final
2,757 to be provided at final
15.65
3.2 Underground Detention 376 to be provided at final
4.1 Underground Detention
18,855 0.43 to be provided at final
541 to be provided at final
0.40
4.2 Underground Detention 533 to be provided at final
5 Underground Detention 6,255 0.14 to be provided at final 412 to be provided at final 0.20
6 Underground Detention n/a n/a n/a 5,646 to be provided at final n/a
7 Underground Detention 19,411 0.45 to be provided at final 1,490 to be provided at final 3.40
NORTH
Project Location :
Design Point
C =
Design Storm
Page 2 of 3
Pond 7_WQ Calcs.xlsx
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è
= æ
12 hr
Project Location :
Design Point
C =
Design Storm
Page 2 of 3
Pond 6_WQ Calcs.xlsx
ö
ç
è
= æ
12 hr
The Retreat
Project Number :
Project Name :
Underground Detention Pond 5
Page 2 of 3
Pond 5_WQ Calcs.xlsx
ö
ç
è
= æ
12 hr
The Retreat
Project Number :
Project Name :
Underground Detention Pond 4.2
Page 2 of 3
Pond 4.2_WQ Calcs.xlsx
ö
ç
è
= æ
12 hr
Project Location :
Design Point
C =
Design Storm
Page 2 of 3
Pond 4.1_WQ Calcs.xlsx
ö
ç
è
= æ
12 hr
The Retreat
Project Number :
Project Name :
Underground Detention Pond 3.2
Page 2 of 3
Pond 3.2_WQ Calcs.xlsx
ö
ç
è
= æ
12 hr
The Retreat
Project Number :
Project Name :
Underground Detention Pond 3.1
Page 1 of 2
Pond 3.1_WQ Calcs.xlsx
ö
ç
è
= æ
12 hr
E
E E
E
E
E
E
E E
E
E
E
E
E
E
E
E
E
E
E
E
STREET A
STREET A
STREET A
SNYDER DRIVE
SNYDER DRIVE
SNYDER DRIVE
LUPINE DRIVE
MULLEIN DRIVE
STREET E
MEADOW SPRING DRIVE
REDWOOD STREET
FUTURE
NORTHFIELD SUBDIVISION
1ST FILING
REPLAT OF THE
MEADOWS AT
REDWOOD P.U.D
PHASE 1
TRACT A
REPLAT OF
EVERGREEN PARK
2ND FILING
LAKE CANAL
LAKE CANAL
OWNER
ROCKY MOUNTAIN
RAPTOR PROGRAM
EVERGREEN PARK 3RD FILING
OWNER
BOARD OF COUNTY
COMMISSIONERS
PARCEL 2
FEMA
HIGH-RISK
FLOODWAY
FEMA HIGH-RISK
FLOODPLAIN
PROPOSED
OUTLET STRUCTURE
PROPOSED
OUTLET STRUCTURE
NECCO STORMLINE
PROPOSED
INLETS
PROPOSED
INLETS
PROPOSED
INLETS
EXISTING INLET
PROPOSED
INLET
PROPOSED
INLET
DETENTION POND 1
B1
B2
A1
UD1
C1
D3 D2
D1
F1
E1
E2
F2
F3
DETENTION
POND 2
UNDERGROUND
DETENTION
POND 7
UNDERGROUND
DETENTION
POND 3.1
UNDERGROUND
DETENTION
POND 3.2 UNDERGROUND
DETENTION
POND 4.2
UNDERGROUND
DETENTION
POND 4.1
UNDERGROUND
DETENTION
POND 5
UD2
UD3
UD4
F4
UNDERGROUND
DETENTION
POND 6
EXISTING REDWOOD
DETENTION POND
LEGEND
DRAINAGE BASIN
DRAINAGE BASIN LABEL
AREA TREATED BY LOW
IMPACT DEVELOPMENT
(LID)
LOW IMPACT
DEVELOPMENT (LID)
TREATMENT
E1
LID TREATMENT EXHIBIT
FORT COLLINS, CO
THE RETREAT AT FORT COLLINS
ENGINEER ING
N O R T H E RN
03.21.2018
D:\PROJECTS\1290-002\DWG\DRNG\1290-002_LID.DWG
PROPOSED LID TREATED AREA
LID BASIN NODE Sub-Basin(s)
Area, A
(sf)
Percent Impervious Impervious Area, A
(sf) LID Treatment
A1 29,362 52% 15,389 Underground Detention Pond 5
C1 72,063 33% 23,533 Underground Detention Pond 7
D1 165,891 53% 87,798 Underground Detention Pond 3.1
D2 31,322 42% 13,162 Underground Detention Pond 3.1
D3 30,157 43% 12,857 Underground Detention Pond 3.2
E1 44,447 41% 18,144 Underground Detention Pond 4.1
E2 44,226 40% 17,470 Underground Detention Pond 4.2
F1 187,468 42% 78,960 Underground Detention Pond 6
F2 212,668 61% 129,097 Underground Detention Pond 6
Total Treated 817,604 48% 396,409
PROPOSED LID UNTREATED AREA
LID BASIN NODE Sub-Basin(s)
Area, A
(sf)
Percent Impervious Impervious Area, A
(sf)
B1 69,818 54% 37,380
B2 105,836 34% 35,719
F3 49,036 51% 24,801
F4 129,989 16% 21,365
UD1 21,157 46% 9,721
UD2 51,032 77% 39,522
UD3 101,092 0% 0
UD4 19,088 51% 9,704
Total Proposed
Untreated
547,048 33% 178,211
AREA NOT INCLUDED IN LID CALCULATIONS
LID BASIN NODE Sub-Basin(s)
Area, A
(sf)
Percent Impervious Impervious Area, A
(sf)
Suniga Street UD2 51,032 77% 39,522
Undisturbed Area UD3 101,092 0% 0
Not Included in LID
Calcs
152,124 26% 39,522
LID TREATMENT SUMMARY
Total Site Area (sf) 1,364,652
Total Proposed Impervious Area (sf) 574,620
Total Impervious Area not included in LID
calcs
39,522
Total Net Proposed Impervious Area (sf) 535,099
75% Required Minimum Area to be Treated
by LID measures (sf) 401,324
Total Treated Impervious Area (sf) 396,409
Percent Impervious Treated by LID measures 74.1%
( IN FEET )
0
1 INCH = 200 FEET
200 200
74.1%
PROPOSED LID COMPUTATIONS
LID TREATMENT SUMMARY
PROPOSED LID UNTREATED AREA
Total Site Area (sf)
PROPOSED LID TREATED AREA
Total Net Proposed Impervious Area (sf)
AREA NOT INCLUDED IN LID CALCULATIONS
Total Impervious Area not included in LID
calcs
Total Treated Impervious Area (sf)
Percent Impervious Treated by LID
75% Required Minimum Area to be
Total Proposed Impervious Area (sf)
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Required Volume Water Surface Elevation (WSE)
3/20/201810:53 AM D:\Projects\1290-002\Drainage\Detention\1290-002_Detention Pond 2.xlsm\Stage_Storage
4,954.80 19819 0.20 3915 81526 3915 81482
4,955.00 20315 0.20 4013 85540 4013 85496
4,955.20 20819 0.20 4113 89653 4113 89609
4,955.40 21331 0.20 4215 93868 4215 93824
4,955.60 21852 0.20 4318 98186 4318 98142
4,955.80 22382 0.20 4423 102609 4423 102565
4,956.00 22921 0.20 4530 107140 4530 107095
4,956.20 23472 0.20 4639 111779 4639 111734
4,956.40 24032 0.20 4750 116530 4750 116485
4,956.60 24,604 0.20 4864 121393 4864 121348
Design Point
Design Storm
Require Volume=
Stage - Storage Calculation
Project Number:
Project Location:
Calculations By:
Required Volume Water Surface Elevation (WSE)
3/20/201810:54 AM D:\Projects\1290-002\Drainage\Detention\1290-002_Detention Pond 1.xlsm\Stage_Storage
i10
(in/hr)
C10
Area, A
(acres)
Intensity,
i2
(in/hr)
100-yr
Tc
(min)
Q = C f ( C )( i )( A )
3/19/2018 3:55 PM D:\Projects\1290-002\Drainage\Hydrology\1290-002_Proposed_Rational_Calcs.xlsx\Runoff
(min)
2-yr
Tc
(min)
10-yr
Tc
(min)
100-yr
Tc
(min)
A1 A1 No 0.64 0.64 0.80 42 2.43% 4.2 4.2 2.7 N/A N/A N/A 166 0.83% 1.82 1.5 5.7 5.7 5.0
B1 B1 No 0.65 0.65 0.81 86 3.71% 5.1 5.1 3.3 79 1.53% 1.86 0.7 315 0.87% 1.87 2.8 8.6 8.6 6.8
B2 B2 No 0.50 0.50 0.63 66 2.88% 6.4 6.4 5.0 N/A N/A N/A 310 0.81% 1.80 2.9 9.3 9.3 7.9
TOTAL BASIN B TOTAL BASIN B No 0.56 0.56 0.70 66 2.88% 5.8 5.8 4.3 N/A N/A N/A 310 0.81% 1.80 2.9 8.6 8.6 7.2
C1 C1 No 0.50 0.50 0.62 58 1.91% 6.9 6.9 5.5 394 0.82% 1.36 4.8 N/A N/A N/A 11.7 11.7 10.3
D1 D1 No 0.64 0.64 0.80 81 3.19% 5.2 5.2 3.4 N/A N/A N/A 601 0.54% 1.46 6.8 12.1 12.1 10.2
D2 D2 No 0.56 0.56 0.70 97 1.79% 8.2 8.2 6.0 N/A N/A N/A N/A N/A N/A 8.2 8.2 6.0
D3 D3 No 0.57 0.57 0.71 100 1.76% 8.3 8.3 6.1 N/A N/A N/A N/A N/A N/A 8.3 8.3 6.1
TOTAL BASIN D TOTAL BASIN D No 0.62 0.62 0.78 81 3.19% 5.5 5.5 3.7 N/A N/A N/A 601 0.54% 1.46 6.8 12.3 12.3 10.5
E1 E1 No 0.56 0.56 0.70 96 1.14% 9.5 9.5 7.1 99 0.98% 1.48 1.1 41 0.95% 1.95 0.4 11.0 11.0 8.5
E2 E2 No 0.55 0.55 0.68 102 1.12% 10.1 10.1 7.6 75 1.57% 1.88 0.7 22 1.32% 2.30 0.2 10.9 10.9 8.4
TOTAL BASIN E TOTAL BASIN E No 0.55 0.55 0.69 102 1.12% 10.0 10.0 7.5 75 1.57% 1.88 0.7 22 1.32% 2.30 0.2 10.8 10.8 8.3
F1 F1 No 0.57 0.57 0.71 77 2.23% 6.7 6.7 4.9 N/A N/A N/A 622 0.63% 1.59 6.5 13.2 13.2 11.4
F2 F2 No 0.70 0.70 0.88 49 0.53% 6.4 6.4 3.6 N/A N/A N/A 869 0.79% 1.78 8.1 14.6 14.6 11.7
F3 F3 No 0.62 0.62 0.78 32 3.87% 3.2 3.2 2.2 87 0.59% 1.15 1.3 93 0.78% 1.77 0.9 5.4 5.4 5.0
F4 F4 No 0.38 0.38 0.47 63 5.02% 6.3 6.3 5.4 301 1.05% 1.53 3.3 717 1.04% 2.04 5.8 15.4 15.4 14.6
TOTAL BASIN F TOTAL BASIN F No 0.58 0.58 0.72 63 5.02% 4.5 4.5 3.3 301 1.05% 1.53 3.3 717 1.04% 2.04 5.8 13.6 13.6 12.4
UD1 UD1 No 0.60 0.60 0.75 87 3.68% 5.7 5.7 4.0 N/A N/A N/A 183 1.04% 2.04 1.5 7.2 7.2 5.5
UD2 UD2 No 0.80 0.80 1.00 N/A N/A N/A N/A N/A N/A N/A 493 0.91% 1.91 4.3 5.0 5.0 5.0
UD3 UD3 No 0.25 0.25 0.31 292 0.52% 33.8 33.8 31.4 N/A N/A N/A N/A N/A N/A 33.8 33.8 31.4
UD4 UD4 No 0.63 0.63 0.78 54 5.33% 3.7 3.7 2.5 N/A N/A N/A 1190 0.96% 1.96 10.1 13.8 13.8 12.6
RW1 RW1 No 0.45 0.45 0.56 50 2.00% 6.8 6.8 5.6 N/A N/A N/A 840 0.60% 1.54 9.1 15.9 15.9 14.7
RW2 RW2 No 0.45 0.45 0.56 50 2.00% 6.8 6.8 5.6 100 1.00% 1.50 1.1 197 1.02% 2.02 1.6 9.6 9.6 8.4
RW3 RW3 No 0.45 0.45 0.56 50 2.00% 6.8 6.8 5.6 N/A N/A N/A N/A N/A N/A 6.8 6.8 5.6
RW4 RW4 No 0.45 0.45 0.56 50 2.00% 6.8 6.8 5.6 100 1.00% 1.50 1.1 197 1.02% 2.02 1.6 9.6 9.6 8.4
RW5 RW5 No 0.45 0.45 0.56 50 2.00% 6.8 6.8 5.6 N/A N/A N/A N/A N/A N/A 6.8 6.8 5.6
TOTAL BASIN RW TOTAL BASIN RW No 0.45 0.45 0.56 50 2.00% 6.8 6.8 5.6 N/A N/A N/A 840 0.60% 1.54 9.1 15.9 15.9 14.7
* Time of Concentrations are calculated for the entire basin and used for both the Impervious and Pervious portions of the basins.
PROPOSED TIME OF CONCENTRATION COMPUTATIONS
S. Thomas
Design
Point
Sub-Basin
Overland Flow Swale Flow Gutter/Pipe Flow Time of Concentration
March 19, 2018
(Equation RO-4)
( )
3
1
1 . 87 1 . 1 *
S
Ti C Cf L
-
=
3/19/2018 3:55 PM D:\Projects\1290-002\Drainage\Hydrology\1290-002_Proposed_Rational_Calcs.xlsx\Tc
Coefficient
Composite
% Imperv.
A1 0.67 0.16 0.00 0.14 0.00 0.08 Clayey | Average 2% to 7% 0.299 0.64 0.64 0.80 52%
B1 1.60 0.41 0.00 0.29 0.00 0.21 Clayey | Average 2% to 7% 0.695 0.65 0.65 0.81 54%
B2 2.43 0.31 0.00 0.40 0.00 0.17 Clayey | Average 2% to 7% 1.553 0.50 0.50 0.63 34%
TOTAL BASIN B 4.03 0.72 0.00 0.68 0.00 0.38 Clayey | Average 2% to 7% 2.248 0.56 0.56 0.70 42%
C1 1.65 0.14 0.00 0.23 0.00 0.21 Clayey | Average 2% to 7% 1.070 0.50 0.50 0.62 33%
D1 3.81 0.98 0.00 0.62 0.00 0.53 Clayey | Average 2% to 7% 1.677 0.64 0.64 0.80 53%
D2 0.72 0.13 0.00 0.12 0.00 0.07 Clayey | Average 2% to 7% 0.398 0.56 0.56 0.70 42%
D3 0.69 0.13 0.00 0.11 0.00 0.06 Clayey | Average 2% to 7% 0.379 0.57 0.57 0.71 43%
TOTAL BASIN D 5.22 1.25 0.00 0.86 0.00 0.66 Clayey | Average 2% to 7% 2.455 0.62 0.62 0.78 50%
E1 1.02 0.13 0.00 0.18 0.00 0.13 Clayey | Average 2% to 7% 0.572 0.56 0.56 0.70 41%
E2 1.02 0.16 0.00 0.17 0.00 0.10 Clayey | Average 2% to 7% 0.587 0.55 0.55 0.68 40%
TOTAL BASIN E 2.04 0.29 0.00 0.35 0.00 0.23 Clayey | Average 2% to 7% 1.160 0.55 0.55 0.69 40%
F1 4.30 0.58 0.00 0.47 0.00 0.90 Clayey | Average 2% to 7% 2.354 0.57 0.57 0.71 42%
F2 4.88 1.31 0.00 0.76 0.00 1.08 Clayey | Average 2% to 7% 1.735 0.70 0.70 0.88 61%
F3 1.13 0.31 0.00 0.15 0.00 0.13 Clayey | Average 2% to 7% 0.528 0.62 0.62 0.78 51%
F4 2.98 0.00 0.00 0.28 0.00 0.27 Clayey | Average 2% to 7% 2.439 0.38 0.38 0.47 16%
TOTAL BASIN F 13.30 2.21 0.00 1.66 0.00 2.37 Clayey | Average 2% to 7% 7.057 0.58 0.58 0.72 44%
UD1 0.49 0.07 0.00 0.10 0.00 0.08 Clayey | Average 2% to 7% 0.245 0.60 0.60 0.75 46%
UD2 1.17 0.73 0.00 0.20 0.00 0.00 Clayey | Average 2% to 7% 0.244 0.80 0.80 1.00 77%
UD3 2.32 0.00 0.00 0.00 0.00 0.00 Clayey | Average 2% to 7% 2.321 0.25 0.25 0.31 0%
UD4 0.44 0.10 0.00 0.08 0.00 0.06 Clayey | Average 2% to 7% 0.202 0.63 0.63 0.78 51%
TOTAL ON-SITE BASINS 31.33 5.66 4.30 0.00 4.07 Clayey | Average 2% to 7% 17.299 0.56 0.56 0.70 42%
RW1 3.42 0.45 0.45 0.56 35%
RW2 1.08 0.45 0.45 0.56 35%
RW3 0.10 0.45 0.45 0.56 35%
RW4 1.20 0.45 0.45 0.56 35%
RW5 0.31 0.45 0.45 0.56 35%
TOTAL BASIN RW 6.11 0.45 0.45 0.56 35%
ADDITIONAL COMBINED BASINS FOR
CALCULATIONS
Basins required to release at 0.2 cfs
(A, B, C, D, E, F, UD1, UD4) 27.84 4.93 0.00 4.10 0.00 4.07 Clayey | Average 2% to 7% 14.734 0.58 0.58 0.72 44%
Detention Pond 2 WQ (F3, F4) 4.11 0.31 0.00 0.43 0.00 0.40 Clayey | Average 2% to 7% 2.967 0.44 0.44 0.56 26%
Detention 3.1 WQ (D1, D2) 4.53 1.11 0.00 0.74 0.00 0.60 Clayey | Average 2% to 7% 2.076 0.63 0.63 0.79 51%
Detention Pond 6 WQ (F1, F2) 9.19 1.90 0.00 1.23 0.00 1.97 Clayey | Average 2% to 7% 4.089 0.64 0.64 0.80 52%
Detention Pond 7
(C1, RW2, RW3, RW5) 3.15 0.47 0.47 0.59 34%
AVERAGED COEFFICIENTS FROM ABOVE
Composite Runoff Coefficient with Adjustment
PROPOSED COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS
UTILIZING COEFFICIENTS FROM THE REDWOOD VILLAGE PLANS
3/19/2018 3:54 PM D:\Projects\1290-002\Drainage\Hydrology\1290-002_Proposed_Rational_Calcs.xlsx\Composite C
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 12, Oct 10, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Mar 20, 2015—Oct
15, 2016
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
(The Retreat )
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/18/2018
Page 2 of 4
4.2
Underground
Detention
533
to be
provided at
final
5
Underground
Detention
6,255 0.14
to be
provided
at final
412
to be
provided at
final
0.20
6
Underground
Detention
n/a n/a n/a 5,646
to be
provided at
final
n/a
7
Underground
Detention
19,411 0.45
to be
provided
at final
1,490
to be
provided at
final
3.40
C. Release Rate Compliance
The Retreat @ Fort Collins has a total combined area of 27.84 acres that are subject to
the 0.2 cfs/acre release rate as denoted per the NECCO design. As such, the total release
allowed from The Retreat @ Fort Collins site is 5.57 cfs.
Ponds 1, 2, 4 and 5 release directly into the proposed outfall pipe connected to the
NECCO Stormwater improvements. These ponds combined have a total release of 5.60
cfs.
The undetained basin UD1 and UD4 have a 100-year runoff rate of 3.61 cfs and 2.42
cfs respectively (total 6.03 cfs). In order to balance this undetained flow, off-site basins
RW2, RW3, and RW5 were detained. These off-site basins have a 100-year runoff rate
of 5.08 cfs, 0.55 cfs, and 1.69 cfs (total 7.32 cfs). By subtracting the existing
undetained flow of 7.32 cfs from the proposed undetained flow of 6.03 cfs, it is shown
that the undetained flow from will be reduced 1.29 cfs from the existing condition.
Based on this, the release from the site is well within the allowable release rate for the
site.
runoff during a 100-year event from Basin D1 and D2. Water Quality and LID treatment
is provided for Basins D1 and D2 within the underground chambers.
Underground Detention Pond 3.2