HomeMy WebLinkAboutDrainage Reports - 06/14/2017I
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May 30, 2017
The Village Cooperative of Fort Collins
Fort Collins, Colorado
Clty of Fort Coll Approved
Approved by;
Date; .zo
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.
Prepared for:
Village Cooperative of Fort Collins
Shane Wright
1400 Corporate Center Circle, Suite 100
Eagan, Minnesota 55121
651-760-8306
Prepared by:
■� NORTHERN
ENGINEERING
301 N. Howes Street, Suite 100
Fort Collins, Colorado 80521
Phone: 970.221.4158
www.northemeoneering.eom
Project Number: 1284-001
NartharnEnnin"rina_cnm /! 070.221.61Stt
I- W
NORTHERN
ENGINEERING
' RE: Final Drainage and Erosion Control Report for
The Village Cooperative of Fort Collins
' Dear Staff:
' Northern Engineering is pleased to submit this Final Drainage and Erosion Control Report for your
review. This report accompanies Final Development Plan submittal for the proposed The Village
Cooperative of Fort Collins development.
This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM),
and serves to document the stormwater impacts associated with the proposed project. We
understand that review by the City is to assure general compliance with standardized criteria
contained in the FCSCM.
' If you should have any questions as you review this report, please feel free to contact us.
Sincerely,
' NORTHERN ENGINEERING SERVICES, INC.
Stephanie Thomas, PE
Project Engineer
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' 301 N. Howes Street, Suite 100, Fort Collins, CO 80521 I 970.221.4158 I www.northernengineering.com
' ■� NORTHERN
ENGINEERING
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TABLE OF CONTENTS
1. GENERAL LOCATION AND DESCRIPTION................................................................... 1
A. Location.......................................................................................................................................1
B. Description of Property................................................................................................................2
C. Floodplain....................................................................................................................................3
II. DRAINAGE BASINS AND SUB-BASINS.......................................................................4
A. Major Basin Description...............................................................................................................4
B. Sub -Basin Description..................................................................................................................4
III. DRAINAGE DESIGN CRITERIA................................................................................... 4
A. Regulations..................................................................................................................................4
B. Four Step Process........................................................................................................................4
C. Development Criteria Reference and Constraints.........................................................................5
D. Hydrological Criteria....................................................................................................................5
E. Hydraulic Criteria.........................................................................................................................6
F. Floodplain Regulations Compliance..............................................................................................6
G. Modifications of Criteria..............................................................................................................6
IV. DRAINAGE FACILITY DESIGN.................................................................................... 6
A. General Concept..........................................................................................................................6
B. Water Quality Treatment/Low Impact Development..................................................................10
C. Specific Details...........................................................................................................................10
V. CONCLUSIONS......................................................................................................10
A. Compliance with Standards........................................................................................................10
B. Drainage Concept.......................................................................................................................11
References....................................................................................................................... 12
APPENDIX
A —
Hydrologic Computations
APPENDIX
B —
Hydraulic Computations
B.1 —
Detention Ponds and Water Quality
B.2 —
Storm Sewers
B.3 —
Inlets
APPENDIX
C —
Erosion Control Report
APPENDIX
D —
LID Exhibit
APPENDIX
E —
References
Final Drainage Report
1 ■v (NORTHERN
ENGINEERING
1 LIST OF FIGURES:
Figure 1 — Aerial Photograph................................................................................................ 2
1 Figure 2— Proposed Site Plan................................................................................................ 3
Figure 3 — Existing Floodplains............................................................................................. 3
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LIST OF TABLES:
Table 1 - Historic Rational Basin Summary ............................................................................ 7
Table 2 - Proposed Rational Basin Summary .......................................................................... 8
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Table 3 _ Detention Pond Summary ....................................................................................... 8
Table 4 - Historic Stormwater Release and Allowable Developed Release .................................... 9
Table 5 - Proposed Stormwater Release................................................................................. 9
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MAP POCKET:
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HDR1 — Historic Drainage Exhibit
DR1 - Drainage Exhibit
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Final Drainage Report
NORTHERN
ENGINEERING
I. GENERAL LOCATION AND DESCRIPTION
A. Location
1. Vicinity Map
VICINITY MAP
NORTH
2. Located in the southwest quarter of Section 25, Township 7 North, Range 69 West of
the 6" Prime Meridian, City of Fort Collins, County of Larimer, State of Colorado. The
site is Lot 1, Bellavista PDP.
3. Bounded to the northeast by the Aspen Leaf Apartments, to the west by Stanford
Road, and to the south by Horsetooth Road.
4. No significant offsite flows are directed into the site. The majority of off -site flows are
are prevented from entering the site by curb and gutter and a small swale on the
northern boundary.
Final Drainage Report
1
' NORTHERN
ENGINEERING The Village Cooperative of Fort Collins
' 5. The Village Cooperative of Fort Collins property was studied with the previous
Bellavista PDP proposal.
' B. Description of Property
1. The site is approximately 2.81 acres of on -site basins. An additional 2.30 acres of
' off -site basins were evaluated with this drainage study.
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Figure 1 — Aerial Photograph
' 2. The existing site is comprised of vacant land with natural grasses and vegetation. Off -
site basins include portions of adjacent Horsetooth Road and Stanford Road.
3. The site slopes to the southwest comer. Two existing inlets, located adjacent to the site
' at the intersection of Stanford and Horsetooth Road, collect runoff from the subject
property. Existing grades range between 2-20%.
' 4. A report by Earth Engineering Consultants dated October 21, 2016 lists the soils for the
area as consisting of lean sandy clay and clayey sand, and sandstone/siltstone/claystone
bedrock ranging from 7.5 to 17 feet below the ground surface. These soils are classified
' as Hydrologic Soil Group C and have a low infiltration rate.
5. The proposed project site plan is composed of 1 building, sidewalk, asphalt parking lot
and detention ponds. This site will employ water quality features and runoff reduction
facilities including underground detention and water quality chambers, grass swales
with infiltration section and extended detention basins.
' Final Drainage Report 2
■� (NORTHERN
ENGINEERING The Village Cooperative of Fort Collins
Figure 2— Proposed Site Plan
6. No existing irrigation facilities are known at this time.
7. The project site was studied with the previous Bellavista PDP drainage study. The
proposed project is not requesting a change in the land use.
C. Floodplain
1. The subject property is not located in a FEMA or City regulatory floodplain.
Figure 3 — Existing Floodplains
Final Drainage Report 3
' ■� NORTHERN
ENGINEERING The Village Cooperative of Fort Collin!
II. DRAINAGE BASINS AND SUB -BASINS
' A. Major Basin Description
1. The Village Cooperative of Fort Collins project is located within the Foothills Drainage
' Basin, which is located between Prospect Road and Larimer #2 Canal from north to
south and approximately between Shields Street and Zeigler Road from west to east.
2. This area generally drains to Warren Reservoir.
B. Sub -Basin Description
' 1. The site slopes from the northeast to the southwest corner of the site. Adjacent to the
site, at the intersection of Stanford Road and Horsetooth Road, are two inlets. Flows
within the site and the eastern half of Stanford Road and the northern half of
' Horsetooth Road are collected in these two inlets. From there, flows are conveyed
and released to Warren Reservoir.
2. The existing inlets are a part of a larger storm network designed and constructed with
' the Strachan Third Filing. A large storm sewer junction vault is located at the
southwest corner of the Village Cooperative site. Three parallel 26" x 43" Concrete
Arch pipes enter this structure from the west and exit this structure to the south.
' These pipes convey the 100-yr flows from the Strachan Third development to Warren
Reservoir.
3. The proposed plan will generally detain developed flows and release to the existing
storm infrastructure in the southwest comer of the site. This is the historic flow route.
' III. DRAINAGE DESIGN CRITERIA
A. Regulations
' There are no optional provisions outside of the FCSCM proposed with The Village
Cooperative of Fort Collins project.
' B. Four Step Process
The overall stormwater management strategy employed with The Village Cooperative of
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
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current use by implementing multiple Low Impact Development (LID) strategies including:
Providing vegetated open areas along the west, east and south portions of the site to
reduce the overall impervious area and to minimize directly connected impervious
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areas (MDCIA).
N Routing flows, to the extent feasible, through StormTech Isolator chambers to remove
sediment migration.
Providing on -site detention to increase time of concentration, promote infiltration and
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reduce loads on existing storm infrastructure.
' Final Drainage Report 4
' ■� NORTHERN
ENGINEERING The Village Cooperative of Fort Collin,
' Routing runoff from the proposed impervious areas into StormTech chambers to
promote infiltration, increased contact time, and filtration.
' 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
This property discharges detained stormwater to existing storm infrastructure constructed
with the Strachan Third Filing. The proposed release from this property is expected to be
negligible compared to the total 100-yr design flows in the existing storm infrastructure.
' Step 4 — Implement Site Specific and Other Source Control BMPs.
The proposed project will improve upon site specific source controls compared to historic
conditions:
' N= Localized trash enclosures within the development will allow for the disposal of solid
waste.
Underground Water Quality chambers for water treatment prior to flows entering the
extended detention basins.
N= Water Quality measures to protect and prolong the design life of the BMPs delineated
in Step 1.
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C. Development Criteria Reference and Constraints
1. The proposed site is a part of the Foothills Drainage Basin. This basin requires a 2-
year historic stormwater release from the developed property.
2. This site is subject to the LID requirements per the City of Fort Collins. Please see the
LID Exhibit located in the Appendix for calculations concerning LID treatment. The
site must either have the following:
75% of total new impervious areas must be treated through an LID (Low Impact
Development) treatment BMP, or
w 50% of total new impervious areas must be treated through an LID (Low Impact
Development) treatment BMP and 25% of new pavement shall be pervious.
D. Hydrological Criteria
1. The City of Fort Collins Rainfall Intensity -Duration -Frequency Curves, as depicted in
Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations
associated with the 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. Modified FAA Method calculations were 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-
Final Drainage Report
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' ■y NORTHERN
ENGINEERING The Village Cooperative of Fort Collii
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 to the southwest. The
stormwater flows are collected in existing inlets at the intersection of Stanford Road
and Horsetooth Road releases to Warren Reservoir.
' 2. All drainage facilities proposed with The Village Cooperative of 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 previously, the subject property is not located within a FEMA regulatory
floodplain.
t4. The Village Cooperative of Fort Collins project does not propose to modify any natural
drainageways.
F. F000dplain Regulations Compliance
1. As previously mentioned, all structures are located outside of any FEMA 100-year
' floodplain, and thus are not subject to any floodplain regulations.
G. Modifications of Criteria
' 1. The proposed development is not requesting any modifications to criteria at this time.
' IV. DRAINAGE FACILITY DESIGN
A. General Concept
1. The main objectives of The Village Cooperative of Fort Collins drainage design are to
maintain the allowable storm runoffs as outlined within Foothills Drainage Basin.
2. 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.
' 3. Historic runoff from The Village Cooperative of Fort Collins project site was evaluated.
This evaluation provided the historic 2-yr and 100-yr peak runoff rates for the existing
site.
' Basin H l
Basin H1 has an area of 2.04 acres. This basin contains vacant land. The 2-yr and
1 100-yr peak runoff rates from Basin H1 are 0.84 cfs and 3.83 cfs, respectively.
Final Drainage Report
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' ■y NORTHERN
ENGINEERING The Village Cooperative of Fort Collin,
1 Basin H2
' Basin H2 has an area of 0.44 acres. This basin contains a portion of the existing
Horsetooth Road. The 2-yr and 100-yr peak runoff rates from Basin H2 are 0.75 cis
and 3.28 cfs, respectively. This basin is planned to be detained and treated with the
Village Cooperative development plan.
' Basin H3
Basin H3 has an area of 0.77 acres. This basin contains a portion of the existing site.
' The existing basin contains vacant land. The 2-yr and 100-yr peak runoff rates from
Basin H3 are 0.42 cfs and 1.85 cfs, respectively.
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Table 1 - Historic Rational Basin Summary
DRAINAGE SUMMARY TABLE
TOTAL
2-yr
100-
DESIGN
BASIN
Cloo
TC
yr
Q2
Qioo
POINT
ID
(acres)esCz
(min)
T,
(cfs)
(cfs)
(min)
1
H1
2.04
0.25
0.31
19.3
18.0
0.84
3.83
2
H2
O.44
0.60
0.74
5.0
5.0
0.75
3.28
1
H3
0.77
0.25
0.31
10.9
10.4
0.42
1.85
4. The Village Cooperative of Fort Collins project divided the site into three (3) major
drainage basins, designated as Basins A, OS and LID. The project further subdivided
Basin A in to ten (10) sub -basins, Basin OS into two (2) sub -basins, and Basin LID
into two (2) sub -basins. The drainage patterns anticipated for each basin and sub -
basin are further described below.
Basin A
Basin A consists of proposed building, parking lot, sidewalk, landscape areas and
Detention Pond A. Runoff from Basins Al-A7 and A9-A10 are collected in proposed
inlets and conveyed by storm sewer to a proposed Stormtech underground water
quality chambers. The underground water quality chambers provide a chance for
water to infiltrate into the ground. Additionally, the underground Stormtech chambers
provide water quality treatment for storm flows prior to being detained in Detention
Pond A. Runoff from Basin A8 overland flows into the Detention Pond A without pre-
treatment.
Basin OS1 consists of the existing Horsetooth Road, adjacent to the proposed Village
Cooperative development. This basin consists of existing asphalt, proposed asphalt,
proposed curb and gutter, proposed sidewalk and proposed landscaping. This area
will be detained within Detention Pond A.Due to grading constraints, no additional
portions of Horsetooth Avenue or Stanford Road are proposed to be detained on -site.
Basin OS2 consists of the existing Horsetooth Road and Stanford Road. This basin
extends north to the highpoint in Stanford Road (adjacent the Aspen Leaf
Apartments). This basin was analyzed in order to size the proposed inlet within the
proposed right turn lane. This basin will not be detained and treated on -site.
Final Drainage Report
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' NORTHERN
ENGINEERING
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Basin UD
Basin LID encompasses all on -site basins that are undetained.
Basin UD1 and UD2 consist of proposed asphalt driveways, curb and gutter, sidewalk
and landscaping. These basins will flow via Horsetooth and Stanford curb and gutter
to the proposed inlet at Horsetooth Road and Stanford Road.
Table 2 - Proposed Rational Basin Summary
DRAINAGE SUMMARY TABLE
DESIGN
POINT
BASIN
ID
TOTAL
AREA
(acres)
Cz
Cioo
2-yr
(min)
i
100-
T
(min)
(�)
Qom)
1
Al
0.02
0.95
1.00
5.0
5.0
0.05
0.18
2
A2
0.07
0.25
0.31
1 5.0
5.0
0.05
0.21
3
A3
0.22
0.72
0.90
5.0
5.0
0.45
1.98
4
A4
0.10
0.76
0.95
5.0
5.0
0.22
0.94
5
A5
0.35
0.95
1.00
5.0
5.0
0.96
3.53
6
A6
0.45
0.74
0.93
5.9
5.0
0.92
4.14
7
A7
0.04
0.41
0.51
5.0
5.0
0.04
0.20
8
A8
0.49
0.27
0.33
7.7
7.1
0.32
1.44
7
A9
0.36
0.95
1.00
5.0
5.0
0.99
3.62
7
A10
0.03
0.60
0.75
5.0
5.0
0.06
0.24
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UDl
0.03
0.86
1.00
5.0
5.0
0.06
0.26
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UD2
0.57
0.33
0.41
5.1
5.0
0.54
2.36
10
OSl
0.44
0.68
0.85
5.8
5.0
0.83
3.76
10
OS2
1.86
0.82
1.00
8.8
7.5
3.57 1
16.33
5. One (1) detention ponds is proposed with The Village Cooperative of Fort Collins
development. Detention Pond A is located within Basin A and detains all of Basin A
and OS1. The detention pond will release via City of Fort Collins approved outlet
structure to a storm sewer that will connect to the existing storm infrastructure in the
southwest corner of the site.
Detention Pond A
Detention Pond A has a total of 0.58 ac-ft storage available., 0.49 ac-ft of storage is
required with this project. Water quality control volume for Basin A8 is included in
the pond volume. Water quality provided within Detention Pond A does not include
the water quality volume provided upstream in the underground water quality
chambers. Emergency Overflow from the pond is directed south over the proposed
earthem weir and sidewalk to the Horsetooth Road. 1.05 ft of freeboard is provided
in Pond A, measured from the proposed building garage elevation.
Table 3 - Detention Pond Summary
Detention Pond Summa Proposed Condition
100-yr
100-yr
WQCV
QC
WQCV
Max
Pond
Volume
WSEL
WSEL
Release
(ac-ft)
(cfs)
A
0.51
5006.31
740
5001.71
1.10
Final Drainage Report
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' NORTHERN
ENGINEERING
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The total allowable 100-yr release from the site is a summation of the historic 2-yr
runoff from Basin H1 and H3, plus the historic 100-yr runoff from Basin H2
(Horsetooth Road).
Table 4 - Historic Stormwater Release and Allowable Developed Release
Historic Stormwater Release
Allowable
Developed
Pond/ Basin
2-yr Flow
100-yr Flow
100-yr Release
Ws)
Ws)
(cfs)
H 1
0.84
3.83
0.84
H2
O.75
3.28
3:28
H3
0.42
1.85
0.42
TOTAL
2.01
8.96
4.54
Total developed 100-yr release from the site is a combination of the undetained 100-
year flows from Basins UD1-UD2, plus the detained release from Detention Pond A.
Table 5 - Proposed Stormwater Release
Proposed Stormwater
Release
Pond/ Basin
100-yr Flow
(cfs)
Undetained
Basins
(UD1-UD2)
2.63
Pond A
(Basins Al-
Al0,OS1)
1.10
TOTAL
3.73
The release rate of Pond A is set lower than the 2-year historic release rate of the on -
site Basins H1 and H3. Additionally, Pond A will provide for attenuation and water
quality for a portion of the existing Horsetooth Road. As such, proposed Pond A
provides overdetention for the area.
The total release from the site during a 100-year event is 0.81 cfs less than the
allowable release rate.
A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of
this report.
Final Drainage Report
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■� (NORTHERN
ENGINEERING The Village Cooperative of Fort Collins
' B. Water Quality Treatment/Low Impact Development
' 1. Basins Al-A7 and A9-A10 have water quality provided exclusively via StormTech
chambers. Following UDFCD standards for a 12-hour drain time, a Water Quality
Capture Volume of 1402 cu. ft. is required. Using SC-740 StormTech chambers
designed for water quality, 1402 cu. ft. is provided within the isolator rows. The
initial flush of stormwater will be detained within these isolators and released via
infiltration through the aggregate section to a subdrain. Stormwater volume exceeding
the volume provided in the Stormtech chambers will overflow a weir within the
' proposed inlet and be directed into the detention pond.
2. The Stormtech Chambers are also used as the Low Impact Development (LID)
' measure. The Stormtech Chambers provide LID treatment for Basins Al-A7 and A9-
A10. This accounts for 92% of the on -site impervious area. Please see the Appendix
for detailed calculations.
' 3. Basins A8 and OS1 will be treated for water quality within the bottom of the
Detention Pond A through an approved outlet structure and extended detention.
'
C. Specific Details
1.
Storm sewers were sized for the 100-yr storm utilizing the program Hydraflow for
AutoCAD Extension.
'
2.
Inlet B2 at Design Point 6 was designed to convey flows to the Storm tech chambers
during a water quality event and divert flows to the Detention Pond A during events
'
larger than the water quality event. This diversion will be accomplished by a weir
installed in the inlet at an elevation equal to the water quality elevation.
3.
An emergency overflow weir for Detention Pond A was provided to convey the 100-yr
storm flowrate from the pond safetly to Horsetooth Road in an emergency event.
Weirs were analyzed by Hydraflow Express.
4.
Inlets were sized for the 100-yr event utilizing Urban Drainage spreadsheets and Area
'
Inlet calculations spreadsheets.
V. CONCLUSIONS
'
A. Compliance with Standards
1.
The drainage design proposed with The Village Cooperative of Fort Collins project
'
complies with the City of Fort Collins' Stormwater Criteria Manual.
2.
The drainage design proposed with The Village Cooperative of Fort Collins project
complies with the City of Fort Collins' Master Drainage Plan for the Foothills Drainage
Basin.
3.
There are no regulatory floodplains associated with the development.
4.
The drainage plan and stormwater management measures proposed with the
development are compliant with all applicable State and Federal regulations governing
stormwater discharge.
'
5.
The site achieves the requirements set forth by the City of Fort Collins for Low Impact
Development (LID) by providing 92% total on -site impervious areas as being treated
'
through an LID treatment. Please see LID Exhibit located in the Appendix.
' Final Drainage Report 10
' NORTHERN
ENGINEERING
'
B. Drainage Concept,
'
1. The drainage design proposed with this project will effectively comply with the Fort
Collins Master Drainage Plan and will limit any potential damage or erosion
associated with its stormwater runoff. All existing downstream drainage facilities are
expected to not be impacted negatively by this development
'
2. The drainage design is anticipated to be very conservative. We have omitted any
runoff reduction that will manifest due to infiltration from the underground water
'
quality chambers. This is currently unable to be calculated with available soils data.
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' Final Drainage Report 11
NORTHERN
ENGINEERING
References
1. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No.
174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code.
' 2. Geotechnical Subsurface Exploration Report Proposed Village Cooperative of Fort Collins
Horsetooth and Stanford Roads Fort Collins. Colorado, October 21, 2016, Earth Engineering
Consultants, Inc.(EEC Project No. 1162088).
' 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.
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Final Drainage Report
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B.1 DETENTION POND SIZING
B.2 STORM SEWER
B.3 INLET
f. * 4 ,
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NortharnEnnineerine_com // 970.221.41SS
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■� NORTHERN
ENGINEERING
Village Cooperative
Detention Pond Calculation I FAA Method
Project Number: _
Project Location: Fort Collins, Colorado
Calculations By: S. Thomas Date: 2/16/2017
Pond No.: Pond A
Input Variables Results
Design Point
Design Storm iuu-yr
Developed "C" = 0.86 Approx.
Area (A)= 2.59 acres
Max Release Rate = 1.10 cfs
Required Detention Volume
WQCV 740 ft'
Quantity Detention 21589 ft'
Total Volume 22329 ft3
Total Volume 0.51 ac-ft
Time
Time
Ft.Col I i ns
100-yr
Intensity
Q100
Inflow
(Runoff)
Volume
Outflow
(Release) Volume
Storage
Detention
Volume
(mins)
(secs)
(in/hr)
(cfs)
(ft)
(ft)
(ft')
5
300
9.95
22.2
6649
330
6319
10
600
7.72
17.2
10317
660
9657
15
900
6.52
14.5
13070
990
12080
20
1200
5.60
12.5
14968
1320
13648
25
1500
4.98
11.1
16639
1650
14989
30
1800
4.52
10.1
18122
1980
16142
35
2100
4.08
9.1
19084
2310
16774
40
2400
3.74
8.3
19993
2640
17353
45
2700
3.46
7.7
20808
2970
17838
50
3000
3.23
7.2
21584
3300
18284
55
3300
3.03
6.7
22272
3630
18642
60
3600
2.86
6.4
22933
3960
18973
65
3900
2.72
6.1
23628
4290
19338
70
4200
2.59
5.8
24230
4620
19610
75
4500
2.48
5.5
24858
4950
19908
80
4800
2.38
5.3
25446
5280
20166
85
5100
2.29
5.1
26014
5610
20404
90
5400
2.21
4.9
26582
5940
20642
95
5700
2.13
4.7
27043
6270
20773
100
6000
2.06
4.6
27531
6600
20931
105
6300
2.00
4.5
28065
6930
21135
110
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1.94
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2/16/2017 2:35 PM D:IProjectsll284-0011DrainagelDetention11284-001-Detention Pond A.xlsxlFAA_CoFC idf Pond 1
1
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Stage - Storage Calculation
Project Number: "
Project Location: Collins Co
Calculations By: ; Thomas Date: 2/16/2017
Pond No.: Pond A
Required Volume Water Surface Elevation (WSE)
Design Point 8
Design Storm 100-yr
Require Volume= 0.51 acft
Design Storm WQCV
Required Volume= 740 ft3
ft.
ft.
Contour
Elevation (Y-
values)
Contour Area
Depth
Column Not
Used
Incremental
Volume
Total Volume
Total Volume
ft3
ft.
ft3
ft3
ft3
acre-feet
5,000.80
95
0.00
0
0
0
0
5,001.00
456
0.20
51
51
0.00
5,001.20
796
0.20
124
174
0.00
5,001.40
1071
0.20
186
360
0.01
5,001.60
1339
0.20
240
600
0.01
5,001.80
1603
0.20
293
894
0.02
5,002.00
1862
0.20
346
1239
0.03
5,002.20
2097
0.20
395
1635
0.04
5,002.40
2293
0.20
438
2073
0.05
5,002.60
2496
0.20
478
2552
0.06
5.002.80
2716
0.20
521
3072
0.07
5,003.00
2943
0.20
565
3637
0.08
5,003.20
3179
0.20
611
4249
0.10
5,003.40
3426
0.20
696i
4908
0.11
5.003.601
3681
0.20
710
5618
0.13
5,003.80
3948
0.20
762
6380
0.15
5.004.00
4227
0.20
817
7197
0.17
5,004.20
4516
0.20
873
8070
0.19
5,004.40
4818
0.20
932
9002
0.21
5,004.601
5133
0.20
994
9996
6.23
5,004.80
5466
0.20
1059
11055
0.25
5,005.00
5817
0.20
1127
12182
0.28
5,005.20
6186
0.20
1199
13381
0.31
5,005.40
6577
0.20
1275
14656
0.34
5,005.60
7265
0.20
1382
16038
0.37
5,005.80
8314
0.20
1555
17593
0.40
5,006.00
9377
0.20
1766
19359
0.44
5,006.201
9769
0.20
1913
21272
0.49
5,006.401
10192
0.20
1994
23266
0.53
5,006.601
10723
0.20
2089
25355
0.58
' ■� NORTHERN
ENGINEERING
Village Cooperative of Fort Collins
' ORIFICE RATING CURVE
Pond A Outlet
100-yr Orifice
Project: Village Cooperative
Date: 2/16/2017
By: S. Thomas
Q = CdA 2gH
Ao=
C412g H
100-yr WSEL= 5006.31
Orifice Plate
'
Outflow
Q
1.1 cfs
Orifice Coefficient
Cd
0.65
Gravity Constant
g
32.2 ft/sA2
'
100-year head
H
5.28 ft
Orifice Area
Ao
0.09 ftA2
Orifice Area
Ao
13.22 inA2
'
Radius
r
2.1 in
Diameter
d
4.1 in
Orifice Curve
Stage (ft)
H (ft)
Q (cfs)
SWMM Stage Note
5001.03
0.00
0.00
0.00 Pond Invert
5001.53
0.50
0.34
0.50
5001.37
0.34
0.28
0.34
5001.87
0.84
0.44
0.84
5002.37
1.34
0.55
1.34
5002.87
1.84
0.65
1.84
5003.37
2.34
0.73
2.34
5003.87
2.84
0.81
2.84
5004.37
3.34
0.87
3.34
5004.87
3.84
0.94
3.84
5005.37
4.34
1.00
4.34
5005.87
4.84
1.05
4.84
5006.31
5.28
1.10
5.28 100-yr WSEL
5006.80
5.77
1.15
5.77 Overtopping
2/16/2017 11:07 AM D:IPmjods11284-0011Dn*in&Weftndon11284-00f Orifice A.,dsx10t#ke Sfm
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WATER QUALITY CONTROL STRUCTURE PLATE
POND A
Project: The Village Cooperative of Fort Collins
By: S. Thomas
February 22, 2017
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA (acres)=
2.570
<-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS PERCENT =
58.00
<-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO =
0.5800
<-- CALCULATED
Drain Time Mrs)
40
<-- INPUT
Drain Time Coefficient
1.0
<-- CALCULATED from Figure Table 3-2
WQCV (watershed inches) =
0.230
<-- CALCULATED from Figure 3-2
WQCV (ac-ft) =
0.049
<-- CALCULATED from UDFCD DCM V.3 Section 6.5
Stormtech WQCV W) =
1402
<-- CALCULATED
Adjusted WQCV (cu-ff) =
740
<-- CALCULATED (minus Stormtech)
WQ Depth (ft) =
1.000
<-- INPUT from stage -storage table
AREA REQUIRED PER ROW, a (in) =
0.074
<-- CALCULATED from Figure EDB-3
CIRCULAR PERFORATION SIZING:
dia (in) =
1/3
<-- 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
0
Project Title
Project Number
Client
Basins
NORTHERN
ENGINEERING
Village Cooperative Date: February 22, 2017
1284-001 Calcs By: S. Thomas
Basin Al-A7, A9-A10
WQCV 0.9F3—1.19i'` +0.7& 12 hi
_ 0.8
WQCV = Watershed inches of Runoff (inches) 74.00%
a = Runoff Volume Reduction (constant)
i = Total imperviousness Ratio (i = l ,q/100) 0.235 in
Water Quality Capture olume
0.5
0.45 WQCV=a(0.9F3-1.19i`+0.7&)
t 0.4
0.35
0.3
0.250.2
0.15C 0.1
0.05
0
0 0 0 0 0 0 0 0to M V
Total Imperviousness Ratio (i = I,,,Q/100)
Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
V _ r WQCV )*AJ 1.64 ac
Il 12
0.0322 ac-ft 1402 cu. ft.
V = Water Quality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
■� NORTHERN
ENG�:'NEER'NE
STORM TECH CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Project Number 1284-001
Project Name : Village Cooperative
Project Location Fort Collins, Colorado
Pond No : Basin Al-A7, Basin A9-A10
Input Variables Results
Design Point Basin A
Design Storm WQ
C = 0.80
Tc = 5.00 min
A = 1.64 acres
Max Release Rate = 0.52 cfs
Required Detention Volume
989 W
0.02 aC-ft
Time (min)
Ft Collins WQ
Intensity (in/hr)
inflow
Volume
ft'
Outflow
Adjustment
Factor
Qa�
(cfs)
s Outflow Volume
(ft)
Storage
Volume
ft3
5
1.425
561
1.00
0.52
156
405
10
1.105
870
1.00
0.52
312
558
15
0.935
1104
0.67
0.35
312
792
20
0.805
1267
0.63
0.33
390
877
25
0.715
1407
0.60
0.31
468
939
30
0.650
1535
0.58
0.30
546
989
35
1 0.585
1612
0.57
0.30
624
988
40
0.535
1685
0.56
0.29
702
983
45
0.495
1753
0.56
0.29
780
973
50
0.460
1811
0.55
0.29
858
953
55
0.435
1883
0.55
0.28
936
947
60
0.410
1937
0.54
0.28
1014
923
65
0.385
1970
0.54
0.28
1092
878
70
0.365
2011
0.54
0.28
1170
841
75
0.345
2037
0.53
0.28
1248
789
80
0.330
2078
0.53
0.28
1326
752
85
0.315
2108
0.53
0.28
1404
704
90
0.305
2161
0.53
0.27
1482
679
95
0.290
2169
0.53
0.27
1560
609
100
0.280
2204
0.53
0.27
1638
566
105
0.270
2232
0.52
0.27
1716
516
110
0.260
2251
0.52
0.27
1794
457
115
0.255
2308
0.52
0.27
1872
436
120
0.245
2314
0.52
0.27
1950
364
'Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2.
Basin A WQ and FAA.xlsx
' Page 1 of 1
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Pond A Emergency Overflow Weir
Trapezoidal Weir
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'Bottom
Length (ft)
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1
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Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
epth (ft) Pond A Emergency Overflow Weir
' 2.00
1
1.50
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0.50
0.00
t -0.50
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Thursday, Feb 16 2017
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= 18.82
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= 1.97
= 23.52
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ScourStop'
DESIGN GUIDE
Circular Culvert Outlet Protection
1111LINI11
-------- --------
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PERFORMANCE o AESTHETICS
NPDES-COMPLIANT o COST-EFFECTIVE
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the green solution to nprep
scourstop
=-
scourstop.com
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1. ScourStop mats must be installed over a soil cover: sod, seeded turf reinforcement mat (TRM), geotextile, or a combination thereof.
2. For steep slopes (> 10%) or higher velocities (> 10 ft/sec), sod is the recommended soil cover.
3. Follow manufacturer's ScourStop Installation Guidelines to ensure proper installation.
4. Install ScourStop mats at maximum 1-2" below flowline of culvert or culvert apron. (No waterfall impacts onto ScourStop mats.)
5. Performance of protected area assumes stable downstream conditions.
D = CULVERT DIAMETER
LENGTH OF PROTECTION
TRANSITION MAT APRON LENGTH WIDTH OF PROTECTION*
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CULVERT OUTLET PROTECTION - PLAN VIEW
Transition mat apron protects
culvert outlet.
*Width of protection:
Bottom width of channel and up
both side slopes to a depth at
least half the culvert diameter.
Protect bare/disturbed downstream
soils from erosion with appropriate
soil cover.
Use normal -depth calculator to
compute for downstream protection.
' MAX. 1 "-2" DROP OUTLET AND CHANNEL SCOUR PROTECTION
FROM CULVERT FLOWLINE (TRANSITION MATS)
x ti
_ CULVERT FLOWLINE ONTO SCOURSTOP MATS
'
PROFILE VIEW SECTION VIEW AA SOIL COVER
ANCHOR PATTERN
Abut transition mats to end of culvert or culvert apron.
Adjacent mats abut together laterally and longitudinally.
Minimum 8 anchors per mat.
Extra anchors as needed for loose or wet soils.
Extra anchors as needed for uneven soil surface.
RECESSED
rLOCK
cWASHER
TRANSMION MAT
SS' ANCHOR STRAP
-BULLET ANCHOR
ANCHOR ILLUSTRATION
Install anchors per ScourStop Installation Guidelines.
Minimum depth 24" in compacted, cohesive soil.
Minimum depth 30" in loose, sandy, or wet soil.
Extra anchors as needed to secure mat tightly over soil cover.
OW
HANES'GEO COMPONENTS` A LEADER in the GEOSYNTHETIC and EROSION CONTROL industries
A ��-GWMACOMPANY Learn more about our products at: HanesGeo.com 1888.239.4539
the green solution to riprep
scourstope
C2014 LeRRet & Plah, Incorporated 116959 1114
I
NorthernEnaineerina.com 11 970.221.41S9
INLET ON A CONTINUOUS GRADE
PIONCt Allege Cooperative of Fort Collin
bdst R: Design Pt 1 - Inlet 138.2
4-Lo (C;-N
FLurb I-1- /art
At
'Inpull
MINOR
MAJOR
ype of Inlet
Type •
Usar-Defined Combination
peal OWntesion (addibonel to c Iinuous g" eepression'e' from'O- ltov/)
2.0
intlua
dal Number of Unite in Ilia Not (Grate m Curt Opening)
No a
t
engm of a Single Unit Inlet ((33rate m Cunt, Opening)
4 =
3.00
8
Nkfth of a Unit Grote (cannot be greeter Man W trim O-Allow)
W. •
2.00
8
bgging Factor M e Single Unit Gmte (typical min. value = 0.5)
CrG •
0.50
0.60
I in Feda for a Sin le Unit Curb Openln ( I min. value = 0.t
CrC =
O.ID
0.10
MINOR
MA.IOR
pGI inlet Interception Capacfty
Q •
0.1
0.2
Icfa
otal Inlet Carry-over Flow (taw bypassing Inlet)
4 •
0.0
0.0
pre
aptun Percentago = Q.)Q� =
C%
100
100
�N.
INLET - Design Pt 1.bsm, Inlet On Grade 2/16/2017. 9:16 AM
1
1
1
1
1
t
1
1
Area Inlet Performance Curve:
Design Point 2 - Inlet B8.1
Governing Equations:
At low flow depths, the inlet will act like a weir governed by the following equation:
' where P=2(L+W)
Q = 3
.0 P H I.S
• where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following equation:
• where A equals the open area of the inlet grate
Q = 0.67
A (2 gH ) 0.5
• where H corresponds to the depth of water above the centroid of the cross -sectional area (A)
The exact depth at which the inlet ceases to act like a weir, and begins to act like an
orifice is unknown.
However, what is known, is that the stage -discharge curves of the weir equation and
the orifice equation
will cross at a certain flow depth. The two curves can be found below:
Stage - Discharge Curves
3.50
3.00 - -Wev Flow
- - OMice Flow
2.50 -
m 2.00
Lm
t 1.50
a
1.00
0.50
0.00
i
0.00 0.10 0.20 0.30 0.40 0.50
0.60
0.70 0.80
swse (ft)
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a
weir.
Input Parameters:
Type of Grate: 12" ADS Drop In Grate 1201 DI
Shape Circular
Length of Grate (ft): 1
Width of Grate (ft): 1
Open Area of Grate (ft): 0.28
Flowline Elevation (ft): 5010.690
Allowable Capacity: 50%
Depth vs. Flow:
Shallow
Orifice
Actual
Elevation Weir Flow
Flow
Flow
Depth Above Inlet (ft) (ft) (cfs)
(cfs)
(cfs)
0.00 5010.69 0.00
0.00
0.00
0.08 5010.77 0.11
0.21
0.11
0.16 5010.85 0.30
0.30
0.30 Q100
0.24 5010.93 0.55
0.36
0.36
0.32 5011.01 0.85
0.42
0.42
0.40 5011.090 1.19
0.47
0.47
0.48 5011.17 1.57
0.51
0.51
0.56 5011.25 1.97
0.55
0.55
0.64 5011.33 2.41
0.59
0.59
0.72 5011.41 2.88
0.63
0.63
0.80 5011.490 3.37
0.66
0.66
Inlet at Design Point 2 is designed to intercept the full 100-yr flow of 0.21 cfs at the elevation 5010.81
INLET IN A SUMP OR SAG LOCATION
Project • Village Cooperatlw of Fort Collins
Inlet ID s Design Pt 3 • Inlet 139
4'-Lo (C)-f
NLurb H-Vwt
We
W
Lo (G)
m.mr»etsmfIri
of lnel
Inet Type
I Deprasslon(adds.ral to continuous gutter depression'e'fmm'O-AWoW)
w or Unit Inlets (Grate or Curb Opening)
No +
r Depth st FbWlne (outside of bm depression)
Pording Dep01+
r Mermadon
N of a Unit Grate
L, (G)+
. of a Unit Grate
W..
Opening Ratio for a Grate (typical vdws 0.15-0.90)
A„e,
Bing Fedor for a Single Greta (typiol value 0.50 - 0.70)
Cr (a)
Weir Coeffiaen (type®I value 2.15 - 3.60)
C. (G)
Onfice Coeffident (typical value 0.60 - 0.80)
C. (G)
OPerkV MorrnNbn
e of a Unt Cub Opening
L. (C)
Y of Valical Curb Opening in led
H. •
t of Cub Ortfice TMost In Inctes
Hr„a
i of Throat (nee USDCM Figure ST5)
Thate
Width for Depreedon Pen (typinly the gWer Wdti of 2 feet)
Ws •
prig Factor for a Single Cub Opening (typical %eke 0.10)
Or (C) •
Opening Weir Coefficient 0yplol value 2.3-3.6)
C. (C)
Opening Onfiw Coeflloant ("sat value 0.60 - 0.70)
C, (C)
ll Inlet Interception Capacity (assufnea clopped condldon)
�. e
or Storm. pO PEAK)
Osaeteapn®
MINOR MAJOR
CDOTIDemx 13 Comburtion
mal 200 es
1
6.0 6.0 inches
MINOR MAJOR � �� Oyu
3.00 feet
1.73 feet
0.43
0.50 0.50
3.30
0.60
3.00
6.50
525
0.00
2.00
0.10
0.10
3.70
0.88
eat
ryes
ides
egress
set
INLET - Design Pt 3 bsm. Inlet In Sump 211612017. 9:18 AM
1
1
1
1
1
1
t
Area Inlet Performance Curve:
Village Cooperative - Design Point 6 - Inlet B2
Governing Equations:
At low flow depths, the inlet will act like a weir governed by the following equation:
• where P= 2(L + W) Q = 3. 0 P H
' where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following equation:
' where A equals the open area of the inlet grate Q = 0.67 A (2 gH) 0.5
• where H corresponds to the depth of water above the centroid of the cross -sectional area (A)
The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown.
However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation
will cross at a certain flow depth. The two curves can be found below:
1 s.00
16.00
14.00
12.00
a
10.00
t 8.00
ca 6.00
4.00
2.00
0.00
0.00
Stage - Discharge Curves
0.10 020 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00
Stage (ft)
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters:
Type of Grate: Neenah R-4370-27A
Shape Rectangular
Length of Grate (ft): 3.16
Width of Grate (ft): 3.16
Open Area of Grate (ft2): 2.40
Flowline Elevation (ft): 5008.020
Allowable Capacity: 50%
Depth vs. Flow:
Shallow
Orifice
Actual
Elevation
Weir Flow
Flow
Flow
Depth Above Inlet (ft)
(ft)
(cfs)
(cfs)
(cfs)
0.00
5008.02
0.00
0.00
0.00
0.10
5008.12
0.60
2.04
0.60
0.20
5008.22
1.70
2.88
1.70
0.30
5008.32
3.12
3.53
3.12
0.40
5008.42
4.80
4.08
4.08
0.50
5008.520
6.70
4.56
4.56 Q100
0.60
5008.62
8.81
5.00
5.00
0.70
5008.72
11.10
5.40
5.40
0.80
5008.82
13.57
5.77
5.77
0.90
5008.92
16.19
6.12
6.12
1.00
5009.020
18.96
6.45
6.45
Inlet at Design Point 6 is designed
to intercept 4.56 cfs of the 100-yr flow of 5.08 cfs at the elevation 5008.52.
Weir Report
'
Hydraflow Express Extension for
Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
100-yr Overflow Weir in Inlet
Rectangular Weir
Crest
= Sharp
'Bottom
Length (ft)
= 3.00
Total Depth (ft)
= 2.00
'Calculations
Weir Coeff. Cw
= 3.33
Compute by:
Known Q
'
Known Q (cfs)
= 16.00
1
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
epth (ft) 100-yr Overflow Weir in Inlet
' 3.00
' 2.00
1
' 1.00
1
' 0.00
1 -1.00
0 .5 1 1.5 2
' Weir W.S.
Thursday, Feb 16 2017
= 1.37
= 16.00
= 4.11
= 3.90
= 3.00
Depth (ft) I
3.00
2.00
M8111
Moil]
-1.00
2.5 3 3.5 4
Length (ft)
I
1
1
1
Area Inlet Performance Curve:
Village Cooperative - Design Point 7/Inlet C3
Governing Equations:
At low flow depths, the inlet will act like a weir governed by the following equation:
• where P= 2(L + W) Q _ J 4, D Il
O U I .5
` where H corresponds to the depth of water above the flowline !
At higher flow depths, the inlet will act like an orifice governed by the following equation:
• where A equals the open area of the inlet grate Q = 0.67 A (2 gH ) 0.5
• where H corresponds to the depth of water above the centroid of the cross -sectional area (A)
The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown.
However, what is known, is that the stage -discharge curves of the weir equation and the orifice equation
will cross at a certain flow depth. The two curves can be found below:
Stage - Discharge Curves
3.50
3.00
We Fbw
-
2.50
Orlfim Flow
I
2.00
0
1.50
s
u
w
1.00
p
0.50
0.00 .
0.00 0A0
0.20 0.30 0.40 0.60 0.60 0.70 0.80
Stage (ft)
If H > 1,792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters:
Type of Grate:
12" ADS Drop In Grate 1201 DI
Shape
Circular
Length of Grate (ft):
1
Width of Grate (ft):
1
Open Area of Grate (ft'):
0.28
Flowline Elevation (ft):
5005.890
Allowable Capacity:
50%
vs. Flow:
Shallow
Orifice
Actual
Elevation
Weir Flow
Flow
Flow
Depth Above Inlet (ft)
(ft)
(cfs)
(cfs)
(cfs)
0.00
5005.89
0.00
0.00
0.00
0.08
5005.97
0.11
0.21
0.11
0.16
5006.05
0.30
0.30
0.30 Q100
0.24
5006.13
0.55
0.36
0.36
0.32
5006.21
0.85
0.42
0.42
0.40
5006.290
1.19
0.47
0.47
0.48
5006.37
1.57
0.51
0.51
0.56
5006.45
1.97
0.55
0.55
0.64
5006.53
2.41
0.59
0.59
0.72
5006.61
2.88
0.63
0.63
0.80
5006.690
3.37
0.66
0.66
Inlet at Design Point 7 is designed
to intercept the full 100-yr
flow of 0.20 cfs at the elevation 5006.01
INLET ON A CONTINUOUS GRADE
Pfp}Ct Village Cooperative of Fort Collin
Inlet ID: Dell Pt 9 - Inlat 02
F-Cub f�Yaet
W
1^ 1 f
in Intormanon flnoutt
of Inv!
Depression (additional b continuous gutter depression's' hom'O-AIOW)
Number of Units In Me Inlet (Grate or Curb Opemng)
h & a Single Unit Inlet (Grate or Curb Opening)
i of a Unit Grate (cannot be greater then W from O-Allow)
ling Fsaor for a Single Unit Grate (typical min. value = 0.5)
Inlet Interception Capseky
Inlet Can -Over Flow (flow bypaenng inlet)
re Percentage • Q Q. _
MINOR MAJOR
Type COOT Type R Curb Opening
aura ` 9.0
No= 2
Lee 5.00
W.= WA
1 0.8 1 0.7 1
INLET - Deal Pt 9.t0sm, Inlet On Grade 2116/2017, 9:19 AM
INLET IN A SUMP OR SAG LOCATION
Pfofea a Village Cooperadw of Fart Collins
Inlet ID • Design Pt 10 - Inlet A4
X-Lo (C)- i
H-Curb H-Ven
Wo
WP
W
wm
D.,en Inform„ etlon ftrrvret
Type of net
Inat Type
Loral Depression(addeonel to arenele guler depression'a'from'O AbW)
am.'
Number of UM In ets (Grate or Cub Operbg)
No
Water Depth at Flo"re (ouwde of local depression)
Porrdng Depth'
Grab Information
Length of a Unit Gmte
L. (G)'
Width Of a urd Gnats
W.
Area Openirg Ratio for a Grate (tygral woes 0.15.0.90)
Ana'
Clogging Fedor for a Sing% Grete (tyMwl vela 0.50 - 0 70)
Cn IS)"
Grate Weir Coefficient (typical wke 2.15 - 3.60)
C. (a)'
Grate Orfim CoeKcieht(W,00l v 0.W-0.80)
C. (a)
Crab Opening Information
Length of a Unit Cub O"ring
L. (C)
Height of Vernal Cub Openng in Irdes
H..I'
Height of Cub Onfia Throat in Ind ea
H.
Angle of Throat (see USDCM Fq" ST-5)
Theo h
Side Moth for Depression Pen (typically the grater W tl of 2 feet)
W. h
Clogging Fadorfor a Single Cub Operirg (typicel whin 0.10)
Cr (C)'
Cub Opening Weir Coefficient (typical view 2.3.3.6)
C. (C) h
Cub Opening Orfia Coefficient (typed vase 0.60 - 0.70)
C. (C) h
Total Inlet Intergaptlon Capacity (assumes clogged condition)
a�ttv IS GOOD I-
MINOR MAJOR
CDOT Type R Cub Opening
3.00 ides
2
6.0 0.0 ides
MINOR MAJOR U Paltle Dsots
WA pess
WA feet
WA
WA WA
WA
WA
5.00
6.00
6.00
83.40
2.00
0.10
0.10
3.60
0.67
set
riles
riches
has.
set
MINOR MAJOR
10.s 22.2 Cfs
4.5 90 cis
0:5
INLET- Design PI 10.dsm, Inlet In Sump 2116/2017, 9'19 AM
1
p
NorthernEnaineerina.com // 970 221.415S
■y NORTHERN
ENGINEERING
The
of Fort Collins
1 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 existing and proposed storm inlets. Vehicle tracking control pads, spill
' containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site
restrooms shall also be provided by the Contractor.
' Grading and Erosion Control Notes can be found on 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.
1
1
1
1
Preliminary Erosion Control Report
�I
1
1
1
NnrthornEnninoorinn.rom 11 970.221.41SH
I
I
0
1
PROPOSED UD COMPUTATIONS
Project: Village Cooperative
Calculations By: S. Thomas
Date: February 16, 2017
PROPOSED UD TREATED AREA
LID BASIN NODE
Sub-Basln(s)
Area, A
(sf)
Percent
Impervious
Impervious Area,
A
(sf)
Stormtech
WQCV Required
(Cf)
Stormtech
WQCV Provided
(cf)
Ll
Al
785
99%
775
A2
2,880
0%
0
A3
9,637
66%
6,315
A4
4,318
73%
3,141
A5
15,440
90%
13,896
A6
19,473
70%
13,549
A7
1681
20%
341
A9
15,864
90%
14,278
A10
1423
45%
635
Total Ll
71,501
74%
52,928
1,402
1,423
Total Treated
71,501
74%
52,928
1,402
1,423
PROPOSED LID UNTREATED
AREA
Area, A
Percent
Impervious Area,
LID BASIN NODE
Sub-Basin(s)
(sf)
Impervious
A
(sf)
A8
21278
4%
832
UD1
1117
86%
957
UD2
24,944
10%
2,600
Total Proposed
47,339
9%
4,389
Untreated
LID TREATMENT SUMMARY
Total Site Area (sf)
118,840
Total Existing Impervious Area (sf)
N/A
Total Proposed Impervious Area (sf)
57,317
Total Net Proposed Impervious Area (sf)
N/A
75% Required Minimum Area to be
42,988
Stormtech Treatment
Total Volume Required (cf)
1,402
Total Volume Provided (cf)
1,423
Area treated by Stormtech (sf)
52,928
F
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IHydrologic Soil Group—Ladmer County Area, Colorado
Village Cooperative of Fort Collins
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Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit— Larimer County Area, Colorado (COS")
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
36
FortCollins loam, 3 to 5
percent slopes
B
0.9
25.2%
49
Heldt day loam, 3 to 6
percent slopes
C
0.3
8.1 %
73
Nunn day loam, 0 to 1
percent slopes
C
0.7
18.2%
74
Nunn day loam, 1 to 3
percent slopes
C
1.8
48.6%
Totals for Area of Interest
3.6
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.
LISDA Natural Resources Web Soil Survey 10/21/2016
Wm Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group--Larimer County Area, Colorado
Village Cooperative of Fort Collins
'
Rating Options
Aggregation Method: Dominant Condition
'
Component Percent Cutoff.• None Specified
Tie -break Rule: Higher
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p Natural Resources Web Soil Survey 10/21/2016
Conservation Service National Cooperative Soil Survey Page 4 of 4
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