HomeMy WebLinkAboutDrainage Reports - 07/23/2018I
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June 24, 2018
Mountain's Edge
Fort Collins, Colorado
City of Fort Collins Approved Plans
Approved';b=
Date: 7 z 2018
Prepared for:
Lorson South Land Corp
Jeff Mark
212 N. Wahsatch Avenue, Suite 301
Colorado Springs, CO 80903
719-635-3200
Prepared by:
W33 INORTHERN
ENGINEERING
301 N. Hones Street, Suite 100
Fort Collins, CDIomdo 80521
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Phone: 970.221.4158
xnvw.rorthemmgincd�.tan
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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.
Project Number: 911-007
NnrtharnFnainowrinn.cnnn // 970.2211-41IS2
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1 W
NORTHERN
ENGINEERING
RE: Final Drainage and Erosion Control Report for
Mountain's Edge
1 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 Mountain's
Edge 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
1 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.
1ci"
Stephanie Thomas, PE
1 Project Engineer
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1 301 N. Howes Street, Suite 100, Fort Collins, CO 80521 1 970.221.4158 1 www.northernengineering.com
' (NORTHERN
ENGINEERING
TABLE OF CONTENTS
I. GENERAL LOCATION AND DESCRIPTION...................................................................1
A. Location.......................................................................................................................................1
B. Description of Property ................................................................................................................1
Floodplain.................................................................................................................................... 3
DRAINAGE BASINS AND SUB-BASINS.......................................................................4
MajorBasin Description...............................................................................................................4
Sub -Basin Description..................................................................................................................4
DRAINAGE DESIGN CRITERIA................................................................................... 5
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.
Water Quality Treatment...........................................................................................................13
C. SWMM Modeling.......................................................................................................................13
D. Overtopping Analysis for Storm Line 10......................................................................................14
E. Specific Details...........................................................................................................................15
V. CONCLUSIONS......................................................................................................15
A. Compliance with Standards........................................................................................................15
B. Drainage Concept......................................................................................................................15
References....................................................................................................................... 16
Final Drainage Report
1 (NORTHERN
ENGINEERING
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APPENDICES:
APPENDIX
A —
Hydrologic Computations
1
APPENDIX
B —
Hydraulic Computations
B.1 —
Detention Ponds
B.2 —
Water Quality
B.3 —
Storm Sewers
B.4 —
Inlets
B.5 —
Overtopping Analysis
B.6 —
Overflow Weirs
B.7 —
Erosion Control Mats Calculations
APPENDIX
C —
Erosion Control Report
APPENDIX
D —
LID Exhibit
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APPENDIX
E -
SWMM Modeling
APPENDIX
F —
References
1 LIST OF FIGURES:
Figure1 —Aerial Photograph................................................................................................ 2
1 Figure 2— Proposed Site Plan................................................................................................ 3
Figure 3 — Existing Floodplains............................................................................................. 4
LIST OF TABLES:
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Table 1 - Historic Rational Basin Summary ............................................................................
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Table 2 - Proposed Rational Basin Summary ........................................................................
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Table 3 - Detention Pond Summary .....................................................................................
Table 4 - Historic Stormwater Release and Allowable Developed Release ..................................
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Table 5 - Proposed Stormwater Release...............................................................................
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MAP POCKET:
1
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
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[_1
LOCATION
VICINITY MAP
1 NORTH
' 2. A tract located in the southwest quarter of Section 21, Township 7 North, Range 69
West of the 6"' Prime Meridian, City of Fort Collins, County of Larimer, State of
' Colorado.
3. Bounded to the north by private property, to the west by Overland Trail, to the east by
the Brown Farm Subdivision, and to the south by Drake Road.
1 4. Significant offsite flows are directed into the site through Dixon Creek. Dixon Creek
traverses the Mountain's Edge site within the southern half. Additionally, two existing
culverts cross Overland Trail. These culverts convey stormwater runoff from the
' property to the west. These off -site flows will be conveyed safely to ultimate outfall
locations within the Mountain's Edge site.
' 5. The Mountain's Edge property has not been studied with the previous proposals or
drainage studies.
B. Description of Property
' 1. The site is approximately 19.67 acres. This acreage includes a portion of the adjacent
Overland Trail Right of Way.
Final Drainage Report 1
NORTHERN
E NGI N E E R i NG
Mountain's Edge
Figure 1 —Aerial Photograph
2. The existing site is generally comprised of vacant land with natural grasses and
vegetation. A house, gravel drive, and out -structures exist on the site. Off -site basins
include portions of adjacent Overland Trail.
3. Approximately 14.7 acres of off -site basin, west of Overland Trail, drains through the
Mountain's Edge site to the historic discharge location in the northeast corner of the site.
Approximately 63.6 acres of off -site basin, west of Overland Trail, drains through the
site within the Dixon Creek channel.
4. The north half of the site is within the Canal Importation Basin. The northern 1/3 of the
site slopes to the northern property line. A portion of the center of the site slopes to the
east and overland flows across the existing single-family lots. The southern half of the
site is located within the Spring Creek Basin and slopes south to the Dixon Creek
drainage channel.
5. A report by Soilogic dated June 11, 2015 lists the soils for the area as consisting of
silty/clayey sand, gravel, cobble and sandy lean clay ranging from 9 to 15 feet below the
ground surface. A Web Soil Survey by the Natural Resources Conservation Service
indicates soils are classified as Hydrologic Soil Group B and have a moderate infiltration
rate. For this study, the soils were modeled as a Soil Group C with a slow infiltration
rate to account for the soil variations within the soil borings.
6. The proposed project site plan is composed of 20 townhome buildings, 14 single-family
lots, public local streets, sidewalk, private asphalt drives, and detention ponds.
Final Drainage Report 2
NORTHERN
ENGINEER114G
Mountain's Edge
7. This site will employ water quality features and runoff reduction facilities including rain
gardens, minimization of directed connected areas of imperviousness, and extended
detention basins.
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.01
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Figure 2— Proposed Site Plan
8. No existing irrigation facilities are known at this time.
9. The project site has not been a part of any known previous drainage study.
C. Floodplain
The subject property is not located in a FEMA or City regulatory floodplain.
Final Drainage Report 3
(NORTHERN
ENGINEERING
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Figure 3 — Existing Floodplains
II. DRAINAGE BASINS AND SUB -BASINS
A. Major Basin Description
1. The Mountain's Edge project is located within two major drainage basins. The
northern half of the site is located within the Canal Importation Basin. The southern
half of the site is located within the Spring Creek Basin.
B. Sub -Basin Description
1. Historically, the stormwater runoff and off -site flows within the northern half of the
site generally flow in two directions. Stormwater runoff in the northern 1/3 of the site
generally flows to the northern boundary and is collected within a swale along the
access roadway on the adjacent property. Flows are conveyed to a channel in the
Brown Farm 3rd Subdivision. Stormwater within the remainder of the northern half of
the site overland flows across the existing single-family lots along the eastern
boundary of the site.
2. Historically, stormwater runoff within the southern half of the site overland flows to
the Dixon Creek channel. Once collected in the channel it is conveyed under Drake
Road and ultimately outfalling to Spring Creek.
3. The proposed plan will generally detain developed flows and release to the Dixon
Final Drainage Report 4
■V (NORTHERN
ENGINEERING
Mountain's Edo
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Creek (Spring Creek Basin) at the historical flow rates.
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III. DRAINAGE DESIGN CRITERIA
A.
Regulations
There are no optional provisions outside of the FCSCM proposed with the Mountain's Edge
project.
B.
Four Step Process
The overall stormwater management strategy employed with the Mountain's Edge project
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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.
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Step 1 — Employ Runoff Reduction Practices
Several techniques have been utilized with the proposed development to facilitate the
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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:
w Preserving natural areas south of the Dixon Creek. Minimizing site disturbance.
N= Proposed smaller private streets will allow for greater open space in the center of the
site. This approach allows for a lower percent imperviousness.
Providing vegetated open areas throughout the site to reduce the overall impervious
area and to minimize directly connected impervious areas (MDCIA).
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N= Routing flows, to the extent feasible, through rain gardens to provide additional
infiltration.
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N= Providing on -site detention to increase time of concentration, promote infiltration and
reduce loads on existing storm infrastructure.
Step 2 — Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with
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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. A majority of stormwater runoff from the site will ultimately be intercepted
and treated in proposed rain gardens and extended detention basins. Water quality for
areas not routed through the rain gardens will be provided within the extended detention
basin volume.
Step 3 — Stabilize Drainageways
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This property discharges detained stormwater to an existing drainage channel (Dixon
Creek). The proposed release from this property is expected to require erosion control
mats to stabilize the drainage way at the proposed pipe outfalls. Additionally, any
proposed 4:1 grading will be required to be stabilized with erosion control blankets along
the Dixon Creek. The majority of the Dixon Creek channel will remain undisturbed.
Step 4 — Implement Site Specific and Other Source Control BMPs.
The proposed project will improve upon site specific source controls compared to historic
conditions:
' Trash receptacles within home will allow for the disposal of solid waste.
N= Rain Gardens and extended detention basins to provide for water treatment prior to
flows being released to existing drainageways and storm infrastructure.
' Final Drainage Report 5
NORTHERN
ENGINEERING
Mountain's Eda,
Standard Operating Procedures (SOPs) for BMP maintenance of Rain Gardens,
Detention ponds, and associated drainage infrastructure to remove sediment
accumulation regularly.
C. Development Criteria Reference and Constraints
1.
The proposed site is a part of the Spring Creek and Canal Importation Drainage
Basins. These basins requires a 2-year historic stormwater release from the
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2.
developed property.
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
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site must either have the following:
w 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
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Development) treatment BMP and 25% of new pavement shall be pervious.
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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
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associated with the development. Tabulated data contained in Table RA-7 has been
utilized for Rational Method runoff calculations.
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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.
EPA SWMM program was utilized for to determine detention storage calculations.
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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
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that are not referenced by current City of Fort Collins criteria.
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E. Hydraulic Criteria
1.
As previously noted, the subject property historically drains to the north and south.
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2.
All drainage facilities proposed with the Mountain's Edge 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.
4.
The Mountain's Edge project does not propose to modify any natural drainageways.
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5.
The Mountain's Edge project proposes to discharge developed stormwater runoff for
the site to Dixon Creek at the historic 2-year rates.
Final Drainage Report
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(NORTHERN
ENGINEERING
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F. Floodplain 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 Mountain's Edge drainage design are to maintain the
allowable storm runoffs as outlined within the Spring Creek Basin master plans. This
project will divert all developed runoff to the historic discharge location for the Spring
Creek Basin. The historic discharge location for the Canal Importation Basin will not
be utilized for on -site developed stormwater release from this project.
2. Per the development guidelines, half of any existing adjacent roadway is required to
be detained and treated on -site, as is feasible and reasonable. With this
development, half of Overland Trail (north of Bluegrass) is proposed to be detained
and treated within the Mountain's Edge project. Overland Trail (south of Bluegrass)
and Drake Road are adjacent to the site, but are not adjacent to the planned
development. As such, detention and treatment of these areas will be significantly
challenging. In order to meet this guideline, extensive storm infrastructure and
disturbance of existing vegetation would be required. With this in mind, these areas
of Overland Trail (south of Bluegrass) and Drake Road are not proposed to be
detained and treated on the Mountain's Edge site.
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. Historic runoff from the Mountain's Edge project site was evaluated. This evaluation
provided the historic 2-yr and 100-yr peak runoff rates for the existing site and
historic discharge locations.
Basin HA
Basin HA is generally the southern half of the property. Stormwater within this portion
of the existing property generally flows via overland to Dixon Creek, from there it is
conveyed to Spring Creek through existing drainage infrastructure. Basin HA is within
the Spring Creek Basin.
Basin HA was subdivided into 3 sub -basins to further aid in design.
Basin HA1 contains the area of the site that will remain mostly undisturbed and
pervious. This area includes Dixon Creek.
Basin HA2 contains area north of Dixon Creek that will be developed with this project.
Basin HA3 contains existing Overland Trail Right of Way proposed to be detained and
treated with this project.
Final Drainage Report
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1 ■� NORTHERN
ENGINEERING
Mountain's Edee
' Basin HB
Basin HB is generally the northern half of the property. Stormwater within this portion
of the existing property generally flows via overland the existing single-family
development or to historic undefined swale adjacent the existing access road for the
Holiday Twin Drive -In Theater, north of the property boundary. These stormwater
flows are conveyed through existing drainage infrastructure to the detention ponds
within the Brown Farm Subdivision. Basin HB is within the Canal Importation Basin.
' Basin HB was subdivided into 3 sub -basins to further aid in design.
Basin HBl contains the northern 1/3 of the property. This area generally drains to the
northern property line and is collected in an undefined swale along the off -site access
road to the Holiday Twin Drive-in Theater. From there, flows are conveyed to a City
owned and maintained drainage easement through the Brown Farm Subdivision.
Basin HB2 contains existing Overland Trail Right of Way proposed to be detained and
treated with this project.
Basin HB3 contains a portion of the property that generally flows via overland to the
eastern boundary. Stormwater from this location historically flows through the
adjacent single-family lots to Compass Court.
Table 1 - Historic Rational Basin Summary
DRAINAGE SUMMARY
TABLE
DESIGN
POINT
BASIN
ID
TOTAL
AREA
(acres)
C2
Cioo
2-yr
T,
(min)
100-yr
T,
(min)
Q2
(cfs)
Q100
(cfs)
1
HA1
4.07
0.25
0.31
14.3
13.9
1.96
8.68
1
HA2
4.18
0.25
0.31
31.8
29.9
1.31
5.95
1
HA3
0.33
0.57
0.71
24.0
19.4
0.27
1.33
2
HBl
1 5.60
1 0.25
1 0.31
1 21.4
1 20.3
2.18
9.80
2
HB2
0.47
0.57
0.71
15.9
13.5
0.49
2.29
3
HB3
4.66
0.25
0.31
37.2
34.5
1.32
6.06
5. The Mountain's Edge project divided the site into seven (7) major drainage basins,
designated as Basins A, B, C, D, OS, HT and LID. The drainage patterns anticipated
for each basin and sub -basin are further described below.
Basin A
Basin A consists of proposed single-family attached buildings, single-family lots,
sidewalk, roadways, landscape areas and Detention Pond 1. Basin A is subdivided
into 8 sub -basins (Al-W. Runoff from Basins Al-A8 is detained in Detention Pond
1. Stormwater runoff within Basin Al is treated for water quality and LID in Rain
Garden 1. Stormwater runoff from Basins A2-A8 is treated for water quality within
Detention Pond 1. The stormwater release from Detention Pond 1 will be routed
south, through the site, to Dixon Creek.
Final Drainage Report
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' (NORTHERN
ENGINEERING Mountain's Ede
' Basin B
Basin B consists of proposed single-family attached buildings, single-family lots,
' sidewalk, roadways, landscape areas and Detention Pond 2. Basin B is subdivided
into 7 sub -basins (131-67). Runoff from Basins 131-137 is detained in Detention Pond
2. Stormwater runoff for Basins 131-67 will be treated for water quality within
' Detention Pond 2. The stormwater release for Detention Pond 2 will be conveyed
south, through the site, to Dixon Creek. Off -site stormwater from Basin OS1 will be
conveyed through the project to the historic discharge location for the Canal
Importation Basin through a proposed pipe.
Basin C
' Basin C consists of proposed single-family attached buildings, sidewalk, roadways,
landscape areas and Detention Pond 3. Basin C is subdivided into 2 sub -basins (Cl-
C2). Runoff from Basins Cl-C2 is detained in Detention Pond 3. Stormwater runoff
' for Basins Cl-C2 will be treated for water quality within Detention Pond 3. The
Stormwater release for Detention Pond 3 will be conveyed south to Dixon Creek.
' Basin D
Basin D consists of proposed single-family attached buildings, single-family lots,
sidewalk, roadways, landscape areas and Detention Pond 4. Basin D is subdivided
' into 6 sub -basins (D1-D6). Runoff from Basins D1-D6 is detained in Detention Pond
4. Stormwater runoff for Basins D1-D5 will be treated for water quality and LID
within Rain Garden 2. Water quality treatment for Basin D6 is planned within
' Detention Pond 4. The stormwater release for Detention Pond 4 will be conveyed
south to Dixon Creek.
Basin LID
Basin UD1 consists of proposed sidewalk and roadways. Runoff from Basin UD1 will
not be detained. Stormwater runoff for Basin UD1 generally will be conveyed through
' existing roadways within the Brown Farm Subdivision. No LID treatment is planned
for Basin UD1.
Basin UD2 consists of open space and Dixon Creek. No detention is proposed for this
basin as it is not being developed and generally will remain undisturbed. Minor
grading is proposed within this basin.
' Basin HTl
Basin HTl is an off -site basin that consists of the existing drive-in theater. Basin HTl
consists of mostly vegetated undeveloped land and gravel parking. HTl generally
' gets conveyed in the small drainage swale on the northside of the Holiday Twin access
road until it reaches the existing ticket booth. At the ticket booth, the flows overtop
the existing access road into an undefined Swale along the boundary of Holiday Twin
and the Brown Farm Subdivision. This basin was included in order to document the
undetained flow from the off -site basin. This flow may affect lots within the Brown
Farm Subdivision. As this is an off -site condition, there are no improvements planned
with this development.
Basin OS
Basin OS1 is an off -site basin west of Overland Trail. This basin stretches to west to
Horsetooth Reservoir. Based on existing topography, this basin was determined to be
approximately 14.7 acres. During a 100-year event, stormwater from this basin will
' Final Drainage Report 9
NORTHERN
ENGINEERING
Mountain's Ede
' be conveyed to a culvert passing under Overland Trail within Basin B1. A SWMM
model was utilized to determine the maximum flow that would pass through the
' existing culvert during a 100-year event. The maximum flow was determined to be
16.2 cfs with ponding west of Overland Trail. This flow will be safely passed through
Basin B to the historic undefined swale along the boundary of Holiday Twin and the
' Brown Farm Subdivision.
Basin OS2 is an off -site basin west of Overland Trail. This basin stretches to west to
the Dixon Creek Reservoir. This off -site basin contributes to Dixon Creek. Based on
the Fort Collins SWMM model for the Spring Creek Basin, this basin was determined
to be approximately 72.2 acres minus 8.58 acres of historic on -site basin, for a total
63.62 acres. During a 100-year event, stormwater from this basin will be conveyed
to an existing 18" culvert passing under Overland Trail within Basin UD2. The full
100-year flow is restricted by the 18" culvert and stormwater will pool west of
' Overland Trail. At a depth of approximately 6 feet above the culvert invert, the water
will bypass the culvert and continue south down a roadside swale on the west side of
Overland Trail. A SWMM model was utilized to determine the maximum flow that
' would pass through the existing culvert during a 100-year event. The maximum flow
was determined to be 22.0 cfs with 18.83 cfs continuing south along Overland Trail.
[]
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Table 2 - Proposed Rational Basin Summary
DRAINAGE SUMMARY
TABLE
DESIGN
POINT
BASIN
ID
TOTAL
AREA
(acres)
CZ
Cioo
2-yr
T�
(min)
100-yr
T�
(min)
�
(cfs)
Q10D
(cfs)
Al
Al
1.45
0.74
0.92
5.0
5.0
3.04
13.25
A2
A2
0.27
0.59
0.73
5.0
5.0
0.45
1.95
A3
I A3
0.23
1 0.57
0.71
1 5.0
5.0
0.38
1.64
A4
A4
0.25
0.58
0.72
5.0
5.0
0.42
1.83
A5
A5
1.14
0.89
1.00
6.7
5.6
2.63
10.95
A6
A6
0.34
0.67
0.83
5.0
5.0
0.65
2.86
A7
A7
0.41
0.55
0.69
12.6
9.5
0.45
2.21
A8
A8
1.54
0.41
0.52
9.3
8.1
1.46
6.66
Bl
Bl
0.42
0.95
1.00
5.2
5.0
1.13
4.14
B2
B2
0.62
0.59
0.74
6.1
5.4
0.98
4.57
B3
B3
1.22
0.83
1.00
5.0
5.0
2.86
12.10
B4
B4
0.06
0.72
0.90
5.0
5.0
0.12
0.52
B5
B5
0.19
0.78
0.98
5.0
5.0
0.42
1.82
B6
B6
0.40
0.50
0.62
10.3
9.1
0.44
2.02
B7
B7
1.09
0.30
0.38
6.9
1 6.4
0.86
3.85
Cl
Cl
0.15
0.56
0.70
5.0
5.0
0.25
1.08
C2
C2
1 0.48
0.39
0.48
5.8
5.1
0.51
2.31
Dl
D1
0.25
0.95
1.00
5.0
5.0
0.68
2.50
D2
D2
1.66
0.71
0.89
5.0
5.0
3.36
14.65
D3
D3
0.88
0.75
0.94
5.3
5.0
1.88
8.22
D4
D4
0.65
0.70
0.88
5.0
5.0
1.30
5.67
D5
D5
0.89
0.42
0.53
8.3
7.4
0.90
4.13
D6
D6
0.57
0.39
0.48
7.1
6.4
0.56
2.57
UD1
UDl
0.05
0.83
1.00
5.0
5.0
0.12
0.52
UD2
UD2
4.05
0.26
0.33
14.2
13.7
2.04
9.04
HTl
HTl
16.86
0.39
0.49
36.8
32.0
7.50
36.00
osl
osl
14.72
0.33
0.41
23.7
23.2
7.06
31.10
Final Drainage Report 10
' (NORTHERN
ENGINEERING
Mountain's Edge
6. Four (4) detention ponds are proposed with the Mountain's Edge development. These
ponds will restrict all runoff from the developed site to historic 2-yr flowrate based on
the master drainage plan for the Spring Creek Basin.
Detention Pond 1
Detention Pond 1 detains developed runoff from Basin A. Detention Pond 1 has a
total 3.50 feet of freeboard from the 100-yr WSEL to the lowest proposed top of
foundation. Additionally, the emergency spill location is 1.1 feet below the lowest
proposed top of foundation. Water Quality is proposed within the pond volume
through an approved outlet structure. The pond release is routed to Dixon Creek.
Detention Pond 2
Detention Pond 2 detains developed runoff from Basin B. All minimum opening
elevations (MOEs) will need to be set at least 1 ft above the 100-yr WSEL. Water
Quality is proposed within the pond volume through an approved outlet structure.
Additionally, Pond 2 will be designed to convey emergency overflow through the outlet
structure. The pond release is routed to Dixon Creek.
Detention Pond 3
Detention Pond 3 detains developed runoff from Basin C. Detention Pond 3 has a
total 2.96 feet of freeboard from the 100-yr WSEL to the lowest proposed top of
foundation. The emergency spill for Pond 3 will be directed through the swale south
of Building 18 to Pond 4. Water Quality is proposed within the pond volume through
an approved outlet structure. The pond release is routed to Dixon Creek.
Detention Pond 4
Detention Pond 4 detains developed runoff from Basin D. Detention Pond 4 has a
total 3.3 feet of freeboard from the 100-yr WSEL to the lowest proposed top of
foundation. The emergency spill for Pond 4 will be directed through an emergency
spill weir. Water Quality is provided upstream of the detention pond within Rain
Garden 2, and additional water quality is proposed within the pond volume through an
approved outlet structure. The pond release is routed to Dixon Creek.
Table 3 - Detention Pond Summary
Detention Pond Summary
Proosed Condition
WQCV
ax
Pond
Volume
WSEL
WSEL
(ft')
WQCV WSEL
Release
(ac-ft)
(Cfs)
1
1.47
5145.38
3,251
5141.81
0.45
2
1.09
5140.12
2,987
5137.87
0.50
3
0.14
5145.67
296
5143.01
0.10
4
1.07
5142.15
1 970
5136.45
1.40
Final Drainage Report 11
(NORTHERN
ENGINEERING
Total Stormwater Release from Site
The total allowable 100-yr release from the site was evaluated based on the historic
Basins HA and HB. The allowable release for the Spring Creek Basin is a summation
of the 100-yr historic runoff from Basin HA1 and the 2-yr historic runoff from Basins
HA2 and HA3. The allowable release for the Canal Importation Basin is a summation
of the 2-yr historic runoff from Basins HB1-1-1133.
Table 4 - Historic Stormwater Release and Allowable Developed Release
Historic Stormwater Release
Allowable
Developed 100-
yr Release (cfs)
Pond/ Basin
2-yr Flow
(cfs)
100-yr Flow
(cfs)
HA1
1.96
8.68
8.68
HA2
1.31
5.95
1.31
HA3
0.27
1.33
0.27
TOTAL BASIN
HA
3.54
15.96
10.26
1-161
2.18
9.80
2.18
1-1132
0.49
2.29
0.49
1-1133
1.32
6.06
1.32
TOTAL BASIN
HB
3.99
18.15
3.99
Based purely on a summation of detention pond releases and the basin runoff for
Basin UD2, the total discharge from Mountain's Edge to Dixon Creek would be 11.49
cfs. This is 1.23 cfs more than the allowable.
Table 5 - Proposed Stormwater Release
Proposed Stormwater Release
Pond/ Basin
100-yr Flow
(cfs)
Basin HA
Pond 1
0.45
Pond 2
0.50
Pond 3
0.10
Pond 4
1.40
Basin UD2
9.04
Total Basin HA
11.49
Basin HB
UD1
0.52
Total Basin HB
0.52
Final Drainage Report
12
NORTHERN
ENGINEERING
Mountain's Ede
' The pond volumes and pond releases were maximized based on a combination of
available storage volume within of the ponds and total release durations based on the
' Colorado Revised Statute 37-92-602(8).
Due to the 1.23 cfs discrepancy, a SWMM model was utilized to measure the flow in
Dixon Creek from this site. The SWMM model accounts for the varying times to peak
for the discharges from the ponds and Basin UD2. This SWMM model shows a 100-
year peak flow from the site of 10.20 cfs contributing to Dixon Creek. This meets the
tallowable discharge of 10.26 cfs.
The proposed site will generally detain all developed flows from the property to the 2-
year historic release for the Spring Creek Basin. Additionally, any undetained runoff
from the site will comply with the 2-year historic release for the Canal Importation
Basin.
' A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of
this report.
' B. Water Quality Treatment
1. A combination of 12-hr Rain Gardens and 40-hr Extended Detention Basins will
provide water quality for the site, including a portion of the Overland Trail right of
way.
2. Water Quality within the Detention Ponds will be provided through approved outlet
' structu res.
C. SWMM Modeling
1
1
I
i
1. A SWMM model was created to model multiple drainage concepts that are
challenging to model using standard hydraulic and rational calculations. These
concepts include the following:
• Peak flow from Basin OS2 through the existing pipe under Overland Trail during a
100-yr event. The total flow that spills to the south and bypasses the Dixon Creek
during a 100-yr event.
■ During a 100-year event, total flow in the existing culvert is 17.52 cfs and
additional flow bypasses the Dixon Creek continuing south along Overland
Trail roadside swale.
• Peak flow from Basin OS1 routed through Basin B and discharged at the boundary
of Holiday Twin Drive-in and Brown Farm Subdivision during a 100-year event.
■ During a 100-year event, .16.19 cfs is conveyed through the Mountain's
Edge development from Basin OS1.
• Total emergency overflow rate for Basin B if the 100-yr orifice for Pond 2 is clogged.
The outlet structure for Detention Pond 2 will be required to convey this flow to
Dixon Creek prior to the pond overtopping.
■ If the Detention Pond 2 100-year orifice were to become clogged during a
100-year event, the pond fill up and approximately 0.94 cfs would spill
through the outlet structure and continue to Dixon Creek.
Final Drainage Repo[
13
' ■V (NORTHERN
ENGINEERING Mountain's Edee
' Total emergency overflow rate for Basin D if the 100-yr orifice for Pond 4 is clogged.
The emergency overflow weir for Detention Pond 4 will be required to convey this
tflow to Dixon Creek prior to the pond overtopping.
■ If the Detention Pond 4 100-year orifice were to become clogged during a
' 100-year event, the pond would fill up and approximately 0.97 cfs would
spill through the overflow weir and continue to Dixon Creek. Even though
this flow is minimal, an overflow weir with the capacity to discharge
' approximately 23 cfs was designed for Pond 4.
• Peak flow from the Mountain's Edge site contributing to Dixon Creek based on
differing peaking times for the undetained basin and detained basins during a100-
' year event.
■ During a 100-year event, the peak flow from the Mountain's Edge
development to Dixon Creek is 10.20 cfs. This was determined by
' disallowing flows from Basin OS2 through the existing culvert.
• Total flow in Dixon Creek based on the detained flows from Mountain's Edge,
' undetained basins from Mountain's Edge and upstream undetained off -site Basin
OS2.
■ During a 100-year event, the peak flow in Dixon Creek, along the Mountain's
' Edge property, is 23.04 cfs. This flow accounts for the undetained basin
UD2, the detention pond releases, and the flow from off -site basin OS2.
' D. Overtopping Analysis for Storm Line 10
1. Storm Line 10 collects stormwater discharge from Basins A3-A7. As this area is
intended as a pedestrian -friendly gathering area, the storm infrastructure was
' designed to limit the amount of obstruction within this area and provide the most
usable area.
'
2.
Previously, this area was designed to convey the full 100-year flow in a channel. In
order to be more pedestrian friendly, the 100-year conveyance was split to provide an
underground storm pipe for minor flows and a surface overtopping for 100-year flows.
'
3.
Storm Line 10 was designed to convey the full 100-year flow from Basins A3 and A4
combined with the 2-year flows from Basins A5, A6, and A7.
4.
The inlets for Basins A4 and A5 were designed to collect the full 100-year flow. The
'
inlets for Basin A7 were designed to collect the 2-year flow.
5.
Difference of the 100-year and 2-year flow for Basins A5, A6, and A7 was designed
to overtop the pedestrian gather areas and be conveyed to Detention Pond 1 via
'
surface channel.
6.
The HY-8 model shows a flow depth of 6" in the gathering areas. The buildings were
'
set at least 1' above the 100-year overtopping water surface elevation.
Final Drainage Report
14
e NORTHERN
ENGINEERING
Mountain's Ed
' E. Specific Details
1. Inlets were designed utilizing either Urban Drainage spreadsheets for curb inlets or
area inlets spreadsheets. All inlets, except a couple inlets for Storm Line 10, were
designed to collect the 100-year flow.
' 2. Storm sewers were modeled utilizing Hydroflow for AutoCAD. All stormlines, except
Storm Line 10, were designed to convey the full 100-year flow.
' 3. In lieu of riprap, erosion control mats were designed for the outfalls for each
stormline.
4. Multiple landscape drains were designed to collect relatively small areas of
' landscaping and roofs. These drains have the capacity to collect the 100-year
discharge from the small areas, but these drains were also designed to overtop the
sidewalk in the case of a clogged inlet. As such, these landscape drains are not
' included in the detailed drainage design.
V. CONCLUSIONS
A. Compliance with Standards
1. The drainage design proposed with the Mountain's Edge project complies with the
' City of Fort Collins' Stormwater Criteria Manual.
2. The drainage design proposed with the Mountain's Edge project complies with the
' City of Fort Collins' Master Drainage Plan for the Spring Creek Basin and Canal
Importation Basin.
3. There are no regulatory floodplains associated with the development.
1
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 LID treatment for 49.4% of total impervious areas. This is 0.6%
below the requirements set forth by the City of Fort Collins for Low Impact
Development (LID). Please see LID Exhibit located in the Appendix.
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
not expected to 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 within rain gardens. This is
currently unable to be calculated with available soils data.
Final Drainage Report
15
'
(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. Preliminary Geotechnical Subsurface Exploration Report Proposed Single -Family Residential
Development Herring Proedy — 2430 South Overland Trail. Fort Collins. Colorado, June 11,
2015, Soilogic, Inc. (Soilogic Project No. 15-1132).
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.
Final Drainage Report
16
North ernE nain eerina-cam // 970.221.4158
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B.1 DETENTION PONDS
B.2 WATER QUALITY
B.3 STORM SEWER
B.4 INLETS
B.5 OVERTOPPING ANALYSIS
B.6 OVERFLOW WEIRS
B.7 EROSION CONTROL MAT
r
NorthernEnaineerina.com // 970.221.4158
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Nnrtk.rnFnninnarinn_r nm // Q70 771 415R
NORTHERN
ENGINEERING
Mountain's Edge
Detention Pond Calculation I SWMM Method
Project Number:
Project Location: I ort Collins, Colorado
Calculations By: S
Tr- nos
Date: 4/20/2018
Pond No.:
Input Variables
Results
Design Point
cr1c 1
Design Storm
100-yr
Required Detention Volume
Developed "C" =
0.78
WQCV 3251 ft3
Area (A)=
5.68 acres
Quantity Detention SWMM 63818 ft3
Max Release Rate =
0.45 cfs
Total Volume 63818 ft3
Total Volume 1.465 ac-ft
*SWMM Model accounts for initial WQCV depth in pond prior to beginning of storm. Therefore, SWMM volume includes WQCV as
additional.
4/20/2018 11:48 AM D:IProjectsl911-0071DrainagelDetentionl911-007 Detention Pond 1.XIsmISWMM FC
rd- NORTHERN
ENGINEERING
Mountain's Edge
Stage - Storage Calculation
Project Number.
Project Location: , or, Gali��s, CO
Calculations By: S. Thomas Date: 4/20/2018
Pond No.: 1
Required Volume Water Surface Elevation (WSE)
Design Point � L;
Design Storm WQC11
Require Volume= 3251 ft'
Design Storm 100-yr
Required Volume= 63818 ft3
ft.
Contour
Elevation (Y
values)
Contour
Area
Depth
Incremental Area
Avg. End
Cumulative Volume
Avg. End
Incremental Volume
Conic
Cummulative
Volume Conic (X-
values)
ft
ft.
ft
ft
ft
ft
5,140.40
248
1
558
4
5,141.00
1572
4
513
5,1 TT-2U
5, 0
228
5,141.60
4344
5,141.80
5674
5,1 2.00
1 1
4
5,14
-TT4
865
57142.60
1 117
5,142.80
19
5,143.00
14306
5,143. 0
5714 . 0
1 55
5,143.
4
5,143.8
1 16
44.
5,1 .20
20 10
36660
40
5,144.40
1,612
0.20
4242
5,14 .60
22,320
144. 0
2 ,022
5,145.00
23,739
-67
4
5,145.20
2 ,470
48
5,145.40
25,217
1
4/20/201811:48 AM
D:IProjects1911-0071DrainagelDetentioni911-007_Detention Pond 1.xIsmlStage_Storage
'
NORTHERN
ENGINEERING
ORIFICE RATING CURVE
Pond 1
Q =
CdAo 2gH
'
100-yr Orifice
Q
Project: Mountain's Edge
Ao=
Cd 2gH
'
Date: 4/20/2018
By: S. Thomas
100-yr WSEL= 5145.38
Orifice Plate
Outflow Q
0.45 cfs
Orifice Coefficient Cd
0.65
Gravity Constant g
32.2 ft/SA 2
'
100-year head H
5.38 ft
Orifice Area Ao
0.04 ft^2
Orifice Area Ao
5.36 inA2
'
Radius r
1.3 in
Diameter d
2.6 in
Orifice Curve
Stage (ft)
H (ft)
O (cfs)
SWMM Stage Note
5140.00
0.00
0.00
0.00 Pond Invert
5140.20
0.20
0.09
0.20
5140.40
0.40
0.12
0.40
5140.60
0.60
0.15
0.60
5140.80
0.80
0.17
0.80
5141.00
1.00
0.19
1.00
5141.20
1.20
0.21
1.20
5141.40
1.40
0.23
1.40
5141.60
1.60
0.25
1.60
5141.80
1.80
0.26
1.80
5142.00
2.00
0.27
2.00
5142.20
2.20
0.29
2.20
5142.40
2.40
0.30
2.40
5142.60
2.60
0.31
2.60
5142.80
2.80
0.32
2.80
5143.00
3.00
0.34
3.00
5143.20
3.20
0.35
3.20
5143.40
3.40
0.36
3.40
5143.60
3.60
0.37
3.60
5143.80
3.80
0.38
3.80
5144.00
4.00
0.39
4.00
5144.20
4.20
0.40
4.20
5144.40
4.40
0.41
4.40
5144.60
4.60
0.42
4.60
5144.80
4.80
0.43
4.80
5145.00
5.00
0.43
5.00
5145.20
5.20
0.44
5.20
5145.40
5.40
0.45
5.40 100-yr WSEL
Mountain's Edge
' 4/20/2018 1:40 PM
D: IPojects1911-0071DrainagelDstention1971-007 Pond 1 100-yr Restrictor xlsx10r five Size
Stormwater Detention and Infiltration Design Data Sheet
Stormwater Facility Name: Mountain's Edge - Detention Pond 1
Facility Location &Jurisdiction: Drake Road and Overland Trail - Fort Collins, CO
User (Input) Watershed Characteristics
Watershed Slope =
0.010
ft/ft
Watershed Length -to -Width Ratio =
5.00
L:W
Watershed Area =
5.77
acre
Watershed Imperviousness=
50.0%
per(
Percentage Hydrologic Soil Group A =
per(
Percentage Hydrologic Soil Group B =
100.0%
pert
Percentage Hydrologic Soil Groups C/D =
pert
User Input: Detention Basin Characteristics
WQCV Design Drain Time = 40.00 hours
After completing and printing this worksheet to a pdf, go to:
1 httas•//maoerture diizitaidataservices com/evh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
' Routed H dro ra h Results
Design Storm Return Period =
Two -Hour Rainfall Depth =
Calculated Runoff Volume =
OPTIONAL Override Runoff Volume =
Inflow Hydrograph Volume =
Time to Drain 97%of Inflow Volume =
'
Time to Drain 99% of Inflow Volume =
Maximum Ponding Depth =
Maximum Ponded Area =
'
Maximum Volume Stored =
User Defined
Stage [ft]
User Defined
Area [ft^2)
User Defined
Stage [ft]
User Defined
Discharge [cfs]
0.00
56
0.00
0.09
0.20
248
0.20
0.12
0.40
558
0.40
0.15
0.60
991
0.60
0.17
0.80
1,572
0.80
0.19
1.00
2,314
1.00
0.21
1.20
3,228
1.20
0.23
1.40
4,344
1.40
0.25
1.60
5,674
1.60
0.26
1.80
7,191
1.80
0.27
2.00
8,865
2.00
0.29
2.20
10,469
2.20
0.30
2.40
11,917
2.40
0.31
2.60
13,191
2.60
0.32
2.80
14,306
2.80
0.34
3.00
15,372
3.00
0.35
3.20
16,455
3.20
0.36
3.40
17,573
3.40
0.37
3.60
18,716
3.60
0.38
3.80
19,883
3.80
0.39
4.00
20,810
4.00
0.40
4.20
21,612
4.20
0.41
4.40
22,320
4.40
0.42
4.60
23,022
4.60
0.43
4.80
23,739
4.90
0.43
5.00
24,470
5.00
0.44
5.20
25,217
5.20
0.45
5.40
26,000
5.40
0.46
WQa,
2 Year
5 Year
1.0 Year
25 Year
50 Year
100 Year
0.53
0.98
1.36
1.71
2.31
2.91
3.67
0.098
0.211
0.357
0,498
C.780
1.049
1.408
0.098
0.210
0.356
0.497
0.779
1.049
1.408
5
10
is
20
28
36
45
6
10
15
20
29
37
47
1.51
2.10
2.61
3.01
3.69
4.25
4.91
0.116
0.221
0.303
0.353
0.441
0.500
0.554
0.063
0.161
0.294
0.426
0.696
0.959
1.311
n
cre-ft
cre-ft
cre-ft
lours
lours
t
cres
cre-ft
'Pond 1-State Compliance.xlsm, Design Data
4/20/2018, 2:40 PM
I
Stormwater Detention and Infiltration Design Data Sheet
�100YR IN
— — 100YR OUT
50YR IN
SOYR OUT
_
—
—25YR IN
- - - 25YR OUT
— IOYR IN
- - - 10YR OUT
SYR IN
• • SYR OUT
-- 2YR IN
- - 2YR OUT
WQCV IN
• • • • WQCV OUT
Ida rlrAsl..r'e AM1T�
TTC
�M
�••'�'+
' 0.1
' 6
' S
' 4
' 3
S
2
' 1
0
0.1 - -
I
'Pond 1-State Compliance.xlsm, Design Data
1
TIME [br]
EU
1 10 100
DRAIN TIME [M]
4/20/2018, 2:40 PM
NORTHERN
ENGINEERING
Mountain's Edge
Detention Pond Calculation I SWMM Method
Project Number:
Project Location: Fort Collins, Coioraco
Calculations By: S. Thomas
Date;
4/20,'2018
Pond No.: Pond 2
Input Variables
Results
Design Point
Design Storm 100-yr
Required Detention Volume
Developed "C" = 0.78
WQCV
2987 ft'
Area (A)= 4.09 acres
Quantity Detention from SWMM
47393 ft'
Max Release Rate = 0.50 cfs
Total Volume
47393 ft'
Total Volume
1.088 ac-ft
*SWMM Model accounts for initial WQCV depth in pond prior to beginning of storm. Therefore, SWMM volume includes WQCV as
additional.
4/20/2018 11:49 AM D:IProjects1911-0071Drainage Oetentionl911-007_Detention Pond 2.%IsmlSWMM_FC
1
NORTHERN
1 ENGINEERING
1
1
1
1
1
1
1
1
1
i
1
i
1
i
1
1
Mountain's Edge
Stage - Storage Calculation
Project Number: 911
Project Location: Fort Cui
Calculations By: S. Thor~ Date: 4/20/2018
Pond No.: For
Required Volume Water Surface Elevation (WSE)
Design Point
Design Storm WQC'.
Require Volume= 2987 ft'
Design Storm 100-yr
Required Volume= 47393 ft3
ft.
ft.
Contour
Elevation (Y
values)
Contour
Area
Depth
Incremental Area
Avg. End
Cumulative Volume
Avg. End
Incremental Volume
Conic
Cummulative
Volume Conic (X-
values)
ft
ft
ft
ft
ft
ft
5,137.40
1614
5,1
8
1
5,138.00
13640
4567
2289
4474
5,138.20
17021
7628
3060
7 57-
5,fM--4`J---1-90----=
5,138.80
19938"04
487
5,
4 4
5,1 0
208 5
5,1 .4
1370
5,1 . 00
21877
355,1
0
224354
5,1 0
23229
5, T40.
4 4
5,1 0.40
24959
4
1 4/20/201811:49 AM D:IProjectsl911-0071DrainagelDetentionl911-007_Detention Pond 2.x1smlStage_Storage
■� NORTHERN Mountain's Edge
ENGINEERING
ORIFICE RATING CURVE
0 = CdAo 2gH
Pond 2
100-yr Orifice
Q
Ao=
Cd
Project:
Mountain's Edge
29H
Date:
4/20/2018
By:
S. Thomas
100-yr WSEL= 5140.12
Orifice Plate
Outflow
Q
0.5 cfs
Orifice Coefficient
Cd
0.65
Gravity Constant
g
32.2 ft/s12
100-year head
H
3.12 ft
Orifice Area
Ao
0.05 ft^2
Orifice Area
Ao
7.81 inA2
Radius
r
1.6 in
Diameter
d
3.2 in
Orifice Curve
Stage (ft)
H (ft)
Q (cfs)
SWMM Stage Note
5137.00
0.00
0.00
0.00 Pond Invert
5137.20
0.20
0.13
0.20
5137.40
0.40
0.18
0.40
5137.60
0.60
0.22
0.60
5137.80
0.80
0.25
0.80
5138.00
1.00
0.28
1.00
5138.20
1.20
0.31
1.20
5138.40
1.40
0.33
1.40
5138.60
1.60
0.36
1.60
5138.80
1.80
0.38
1.80
5139.00
2.00
0.40
2.00
5139.20
2.20
0.42
2.20
5139.40
2.40
0.44
2.40
5139.60
2.60
0.46
2.60
5139.80
2.80
0.47
2.80
5140.00
3.00
0.49
3.00
5140.20
3.20
0.51
3.20 100-yr WSEL
4/20/2018 1:42 PM D:IPiojecfs1911-007V)minagelDetentiwr1911-007 Pond 2100my Restncta.xfsxAOni� Size
Stormwater Detention and Infiltration Design Data Sheet
Stormwater Facility Name: Mountain's Edge - Detention Pond 2
Facility Location & Jurisdiction: Drake Road and Overland Trail - Fort Collins, CO
User (Input) Watershed Characteristics
Watershed Slope =
0.014
Watershed Length -to -Width Ratio=
5.00
Watershed Area =
3.99
Watershed Imperviousness=
SO.D%
Percentage Hydrologic Soil Group A =
Percentage Hydrologic Soil Group B =
100.0%
Percentage Hydrologic Soil Groups C/D =
User Input: Detention Basin Characteristics
WQCV Design Drain Time = 40.00 hours
After completing and printing this worksheet to a pdf, go to:
hitos-//maoerrure. dizitaldataservices com/gvh/?viewer--cswdif-
create a new stomirwater facility, and
attach the pdf of this worksheet to that record.
' Routed H dro ra h Results
Design Storm Return Period =
Two -Hour Rainfall Depth =
'
Calculated Runoff Volume =
OPTIONAL Override Runoff Volume =
Inflow Hydrograph Volume =
Time to Drain 97%of Inflow Volume =
Time to Drain 99% of Inflow Volume =
Maximum Ponding Depth =
Maximum Ponded Area =
'
Maximum Volume Stored =
User Defined
Stage [ft]
User Defined
Area [ft-2]
User Defined
Stage [ft]
User Defined
Discharge [cfs]
0.00
238
0.00
0.00
0.20
1,614
0.20
0.13
0.40
4,877
0.40
0.18
0.60
9,379
0.60
0.22
0.80
13,640
0.80
0.25
1.00
1 17,021
1.00
0.28
1.20
18,800
1.20
0.31
1.40
19,491
1.40
0.33
1.60
19,938
1.60
0.36
1.80
20,399
1.80
0.38
2.00
20,875
2.00
0.40
2.20
21,370
2.20
0.42
2.40
21,877
2.40
0.44
2.60
22,435
2.60
0.46
2.80
23,229
2.80
0.47
3.00
24,094
3.00
0.49
3.20
24,959
3.20
0.51
WQCV
2 Year
5 Year
10 Year
25 Year
50 Year
100 Year
0.53
0.98
1.36
1.71
2.31
2.91
3.67
0.068
0.146
0.247
0.345
0.539
0.726
0.974
0.067
0.145
0.246
0.344
0.539
0.725
0.973
5
8
12
16
22
27
33
9
13
16
23
28
35
0.81
1.06
1.27
1.67
2.05
2.53
L
0.317
D.403
0.437
0.461
0.482
0.510
0.109
0.198
0.788
0.469
0.645
0.885
n
cre-ft
acre-ft
cre-ft
lours
lours
t
cres
cre-ft
' Pond 2-State Compliance.xlsm, Design Data 4/20/2018, 2:23 PM
16
14
12
10
0
8
6
1
0.5
Stormwater Detention and Infiltration Design Data Sheet
ROSE
T
0 i
0.1 1 10 100
DRAIN TIME M
' Pond 2-State Compliance.xlsm, Design Data 4/20/2018, 2:23 PM I
NORTHERN
ENGINEERING
Mountain's Edge
Detention Pond Calculation I SWMM Method
Project Number:
Project Location: Fort Collins, Colorauu
Calculations By: S. Thomas
Date:
4/20/2018
Pond No.: Pond 3
Input Variables
Results
Design Point
Design Storm
Required Detention Volume
Developed "C" =
WQCV
296 ft'
Area (A)= acres
Quantity Detention from SWMM
6079 ft'
Max Release Rate = cfs
Total Volume
6079 ft'
Total Volume
0.140 ac-ft
*SWMM Model accounts for initial WQCV depth in pond prior to beginning of storm. Therefore, SWMM volume includes WQCV as
additional.
4/20/2018 11:50 AM D:IProjectsl9ll-007IDrainagelDetentionl9ll-007_Detention Pond 3.x/smlSWMM_FC
nC NORTHERN
' ENGINEERING
Mountain's Edge
Stage - Storage Calculation
Project Number:
Project Location: r ort Gu s, CO
Calculations By: S. Thomas Date: 4/20/2018
Pond No.: Pond 3
Required Volume Water Surface Elevation (WSE)
Design Point
Design Storm WQCV
Require Volume= 296 ft'
Design Storm 100-y^
Required Volume= 6079 ft3
ft.
ft.
Contour
Elevation (Y
values)
Contour
Area
Depth
Incremental Area
Avg. End
Cumulative Volume
Avg. End
Incremental Volume
Conic
Cummulative
Volume Conic (X-
values)
ft
ft
ft
ft
ft
ft
5, 42.40
154
5,1 2.60
321
4
143.00
81
,143.20
1,114
0.20
482
192
4
5,143.40
1,3 0
43.60
1,
5,143.80
1,685
0.20
1341
5,144.00
1,850
97 U
5,144.20
2,022
4 0
2,384
5,144.80
2,575
77U
3458
5,145.00
2,773
4
5,1 0
3,191
5.145.60
3,412
5,145.80
3 TT2
1
4/20/201811:50 AM D:lProjectS1911-007IDrainagelDetentionl9ll-007_Detention Pond 3.xlsmlStage_Storage
NORTHERN
ENGINEERING
'
ORIFICE RATING CURVE
Pond 3
Q =
CdAo 2gH
'
100-yr Orifice
Q
Project: Mountain's Edge
Ao=
Cd 29H
'
Date: 4/20/2018
By: S. Thomas
100-yr WSEL= 5145.67
Orifice Plate
Outflow Q
0.1 cfs
Orifice Coefficient Cd
0.65
Gravity Constant 9
32.2 ft/s^2
'
100-year head H
3.56 ft
Orifice Area An
0.01 ft^2
Orifice Area Ao
1.46 in^2
Radius r
0.7 in
Diameter d
1.4 in
Orifice Curve
Stage (ft)
H (ft)
Q (cfs)
SWMM Stage Note
5142.11
0.00
0.00
0.00 Pond Invert
5142.61
0.50
0.04
0.50
5143.11
1.00
0.05
1.00
5143.61
1.50
0.06
1.50
5144.11
2.00
0.07
2.00
5144.61
2.50
0.08
2.50
5145.11
3.00
0.09
3.00
5145.61
3.50
0.10
3.50
5145.67
3.56
0.10
3.56 100-yr WSEL
5146.11
4.00
0.11
4.00
5146.61
4.50
0.11
4.50
5147.11
5.00
0.12
5.00
5147.61
5.50
0.12
5.50
5148.11
6.00
0.13
6.00
5148.61
6.50
0.14
6.50
5149.11
7.00
0.14
7.00
Mountain's Edge
1 4/20/2018 11:21 AM
D:IProjegsl911-0071DrainagelDetentbn1911-007_Pond 3 10a-y RestiaoridsNorfte size
Stormwater Detention and Infiltration Design Data Sheet
Stormwater Facility Name: Mountain's Edge - Detention Pond 3
Facility Location &Jurisdiction: Drake Road and Overland Trail - Fort Collins, CO
User (Input) Watershed Characteristics
Watershed Slope =
0.010
ft/ft
Watershed Length -to -Width Ratio=
1.00
L:W
Watershed Area =
0.67
acres
Watershed Imperviousness=
23.0%
percent
Percentage Hydrologic Soil Group A =
percent
Percentage Hydrologic Soil Group B =
iDD.0%
percent
Percentage Hydrologic Soil Groups C/D =
percent
User Input: Detention Basin Characteristics
WQCV Design Drain Time = 40.00 hours
After completing and printing this worksheet to a pdf, go to:
t httos://maoerture.dieitaldatasemices.com/evh/?viewer-cswdif
create a new stormwater facility, and
attach the pelf of this worksheet to that record.
1
Routed H dro ra h Results
Design Storm Return Period =
Two -Hour Rainfall Depth =
Calculated Runoff Volume =
OPTIONAL Override Runoff Volume =
Inflow Hydrograph Volume =
Time to Drain 97% of Inflow Volume =
Time to Drain 99% of Inflow Volume =
Maximum Ponding Depth
Maximum Ponded Area =
Maximum Volume Stored =
User Defined
Stage Iftl
User Defined
Area Ift^2]
User Defined
Stage [ft]
User Defined
Discharge [cfs]
0.00
43
0.00
0.00
0.20
154
0.20
0.02
0.40
321
0.40
0.03
0.60
544
0.60
0.04
0.80
814
0.80
0.05
1.00
1,114
1.00
1 0.05
1.20
1,370
1.20
0.06
1.40
1,525
1.40
0.06
1.60
1,685
1.60
0.07
1.80
1,850
1.80
0.07
2.00
2,022
2.00
0.07
2.20
2,199
2.20
0.08
2.40
2,384
2.40
1 0.08
2.60
2,575
2.60
0.09
2.80
2,773
2.80
0.09
3.00
2,979
3.00
0.09
3.20
3,191
3.20
0.09
3.40
3,412
3.40
0.10
3.60
3,642
3.60
0.10
WQCV
2 Year
5 Year
10 Year
25 Yea.-
50 Year
100 Year
0.53
0.98
1.36
1.71
2.31
2.91
3.67
0.007
0,010
0.023
C.C37
0.068
0.096
0.135
0.007
0.010
0.022
0.036
0.067
0,096
0.134
3
3
6
8
13
16
21
3
3
6
8
13
17
22
0.62
0.76
1.20
1.55
2.21
2.69
3.24
0.013
0.017
0.031
0.038
0.050
0.061
0.074
0.004
0.006
0.017
0.029
0.058
0.085
0.122
n
cre-ft
cre-ft
cre-ft
lours
lours
t
cres
cre-ft
'Pond 3-State Compliance.xism, Design Data
111111111
4/20/2C18, 2:51 PM
Stormwater Detention and Infiltration Design Data Sheet
'
— 0.1
'
3.5
—SOOYR
'
3
—SOYR
-25YR
-
2.S
_10YR
—
'
x
—SYR
x
W 2
—2YR
z
—wnN
zz
0
c 1.5
-
1
0.5
0
—
I
0.1
�ond
3-State Compliance.xlsm, Design Data
1
TIME [hr]
ix
1 10 100
DRAIN TIME DWI
4/20/2018, 2:51 PM
■tom NORTHERN
E N G I N c E R ! N G
Mountain's Edge
Project Location: Far Couins, i uiurauu
Calculations By: S. Thomas
Date:
4/20/2018
Pond No.: 4
Input Variables
Results
Design Point
Design Storm 00-yr
Required Detention Volume
Developed "C" = 0.80
WQCV
970 ft3
Area (A)= 4.89 acres
Quantity Detention from SWMM
46507 ft3
Max Release Rate = 1.4 cfs
Total Volume
46507 ft3
Total Volume
1.068 ac-ft
'SWMM Model accounts for initial WQCV depth in pond prior to beginning of storm. Therefore, SWMM volume includes WQCV as
additional.
4/20/2018 11:51 AM D:lProjectsl9ll-0071DrainagelDetentionl9ll-007_Detention Pond 4.x1smlSWMM_FC
■y NORTHERN
' ENGINEERING
1
1
Mountain's Edge
- Storage Calculation
COStage
Project Number:
Project Location: -or, Collins,
ThomasCalculations By: S !. •
Pond No.:
R Water Surface Elevation (WSE)
Design Point •.
Design Storm WQCV
Require Volume= • !
Design Storm ••
Required Volume= 4650
5136.45
5142.15
. .
Contour
Area
�•.
Cummulative
Volume Conic (X-
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4/20/201811:51 AM D:IProjectsl911-0071DrainagelDetentionl911-007_Detention Pond 4.xlsmlStage_Storage
NORTHERN
ENGINEERING
'
ORIFICE RATING CURVE
Pond 4
Q =
CdAo 2gH
'
100-yr Orifice
Q
Project: Mountain's Edge
Ao-
Cd 29H
'
Date: 4/20/2018
By: S. Thomas
100-yr WSEL= 5142.15
Orifice Plate
Outflow Q
1.4 cfs
Orifice Coefficient Cd
0.65
Gravity Constant g
32.2 ft/sA2
'
100-year head H
6.76 ft
Orifice Area Ao
0.10 ftA2
Orifice Area Ao
14.86 inA2
Radius r
2.2 in
'
Diameter d
4.4 in
I
C
1
Orifice Curve
Stage (ft)
H (ft)
Q (cfs)
SWMM Stage Note
5135.39
0.00
0.00
0.00 Pond Invert
5135.59
0.20
0.24
0.20
5135.79
0.40
0.34
0.40
5135.99
0.60
0.42
0.60
5136.19
0.80
0.48
0.80
5136.39
1.00
0.54
1.00
5136.59
1.20
0.59
1.20
5136.79
1.40
0.64
1.40
5136.99
1.60
0.68
1.60
5137.19
1.80
0.72
1.80
5137.39
2.00
0.76
2.00
5137.59
2.20
0.80
2.20
5137.79
2.40
0.83
2.40
5137.99
2.60
0.87
2.60
5138.19
2.80
0.90
2.80
5138.39
3.00
0.93
3.00
5138.59
3.20
0.96
3.20
5138.79
3.40
0.99
3.40
5138.99
3.60
1.02
3.60
5139.19
3.80
1.05
3.80
5139.39
4.00
1.08
4.00
5139.59
4.20
1.10
4.20
5139.79
4.40
1.13
4.40
5139.99
4.60
1.15
4.60
5140.19
4.80
1 A 8
4.80
5140.39
5.00
1.20
5.00
5140.59
5.20
1.23
5.20
5140.79
5.40
1.25
5.40
5140.99
5.60
1.27
5.60
5141.19
5.80
1.30
5.80
5141.39
6.00
1.32
6.00
5141.59
6.20
1.34
6.20
5141.79
6.40
1.36
6.40
5141.99
6.60
1.38
6.60
5142.19
6.80
1.40
6.80 100-yr WSEL
Mountain's Edge
4/20/2018 1:43 PM O]Projects1911-007U)muegelOetentionL911-007_Pond 4 10L-yr ResmctordulOnfice She
Stormwater Detention and Infiltration Design Data Sheet
Stormwater Facility Name: Mountain's Edge - Detention Pond 4
Facility Location &Jurisdiction: Drake Road and Overland Trail - Fort Collins, CO
User (Input) Watershed Characteristics
Watershed Slope=
0.010
ft/ft
Watershed Length -to -Width Ratio=
1.00
LW
Watershed Area =
4.89
acres
Watershed Imperviousness=
53.0%
percent
Percentage Hydrologic Soil Group A =
percent
Percentage Hydrologic Soil Group B =
100.0%
percent
Percentage Hydrologic Soil Groups C/D =I
percent
User Input: Detention Basin Characteristics
WQCV Design Drain Time = 40.00 hours
I
After completing and printing this worksheet to a pdf, go to:
' '�ttos.//manerture.dicitaldataservices.42m/avh/?viewer--cswdif.
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
' Routed H dro ra h Results
Design Storm Return Period =
Two -Hour Rainfall Depth =
'
Calculated Runoff Volume =
OPTIONAL Override Runoff Volume =
Inflow Hydrograph Volume =
Time to Drain 97% of Inflow Volume =
'
Time to Drain 99% of Inflow Volume =
Maximum Ponding Depth =
Maximum Ponded Area =
'
Maximum Volume Stored =
User Defined
Stage Ift]
User Defined
Area [ft"2]
User Defined
Stage Iftl
User Defined
Discharge [cfs]
0.00
201
0.00
0.24
0.40
SS6
0.40
0.34
0.60
1,007
0.60
0.42
0.80
1,531
0.90
0.48
1.00
2,038
1.00
0.54
1.20
2,544
1,20
0.59
1.40
3,030
1.40
0.64
1.60
3,318
1.60
0.68
1.80
3,511
1.80
0.72
2.00
3,707
2.00
0.76
2.20
3,906
2.20
0.90
2.40
4,112
2.40
0.83
2.60
4,324
2.60
0.87
2.80
4,545
2.80
0.90
3.00
4,775
3.00
0.93
3.20
5,016
3.20
0.96
3.40
5,276
3.40
0.99
3.60
5,567
3.60
1 1.02
3.80
5,834
3.80
1.05
4.00
6,113
4.00
1.08
4.20
6,382
4.20
1.10
4.40
9,105
4.40
1.13
4.60
9,693
4.60
1.15
4.80
10,291
4.80
1.18
5.00
10,907
5.00
1.20
5.20
11,532
5.20
1.23
5.40
12,168
5.40
1.25
5.60
12,825
5.60
1.27
5.80
13,488
5.80
1.30
6.00
14,170
6.00
1.32
6.20
14,873
6.20
1.34
6.40
15,591 1
6.40
1.36
6.60
16,330
6.60
1.38
6.80
17,127
6.80
1.40
WQCV
2 Year
5 Year
10 Year
25 Year
50 Year
100 Year
0.53
0.98
1.36
1.71
2.31
2.91
3.67
0.087
0.191
0.318
0.440
0.679
0.910
1,217
0.086
0.191
0.318
0.440
0.679
0.910
1.216
2
3
5
6
8
10
13
2
4
5
6
9
it
13
1.36
2.35
3.35
4.15
5.13
5.87
6.69
0.067
0.093
0.120
0.145
0260
0.314
0.374
0.041
0.122
0.227
0.332
0.546
0.756
1.004
n
acre-ft
acre-ft
acre-ft
lours
lours
t
acres
acre-ft
'Pond 4-State Compliance.xlsm, Design Data 4/20/2018, 3:18 PM
Stormwater Detention and Infiltration Design Data Sheet 11
�100YR IN
100YR OUT
0 1 1 '1 ► 1
al 10 100
DRAIN TIME [hr]
'Pond 4-State Compliance.xlsm, Design Data 4/20/2018, 3:18 PM
11
J
NnrlharnEnninoarina.mm // 970.271-415A
WATER QUALITY CONTROL STRUCTURE PLATE
POND 1
Project: Mountain's Edge
By: S. Thomas
February 13, 2018
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA (acres)=
5.770
<-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS PERCENT =
50.00
<-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO =
0.5000
<--CALCULATED
Drain Time Mrs)
40
<— INPUT
Drain Time Coefficient
1.0
<-- CALCULATED from Figure Table 3-2
WQCV (watershed inches) =
0.206
<-- CALCULATED from Figure 3-2
WQCV (ac-ft) =
0.099
<-- CALCULATED from UDFCD DCM V.3 Section 6.5
Rain Garden WQCV (ft3) =
1069
<--CALCULATED
Adjusted WQCV (cu-ft) =
3251
<-- CALCULATED (minus Rain Garden)
WQ Depth (ft) =
1.810
<— INPUT from stage -storage table
AREA REQUIRED PER ROW, a (in) =
0.248
<-- CALCULATED from Figure EDB-3
CIRCULAR PERFORATION SIZING:
dia (in) =
I
0.56
<-- INPUT from Figure 5
Standard Drill BR Size =
35/64
Drill Bit Area (in2) =
0.2349
number of rows =
5
t (in) =
0.500
<--INPUT from Figure 5
number of columns =
1.000
<— CALCULATED from WQ Depth and row spacing
I
1
1
1
1
WATER QUALITY CONTROL STRUCTURE PLATE
POND 2
Project: Mountain's Edge
By: S. Thomas
April 20, 2018
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA (acres)=
3.990
<-- INPUT from impervious tales
BASIN IMPERVIOUSNESS PERCENT =
50.00
<-- INPUT from impervious tales
BASIN IMPERVIOUSNESS RATIO =
0.5000
<— CALCULATED
Drain Time (hrs)
40
<— INPUT
Drain Time Coefficient
1.0
<-- CALCULATED from Figure Table 3-2
WQCV (watershed inches) =
0.206
<-- CALCULATED from Figure 3-2
WQCV (ac-ft) =
0.069
<-- CALCULATED from UDFCD DCM V.3 Section 6.5
Rain Garden WQCV (ft3) =
0
<--CALCULATED
Adjusted WQCV (cu-ff) =
2987
<-- CALCULATED (minus Rain Garden)
WQ Depth (ft) =
1.000
<-- INPUT from stage -storage table
AREA REQUIRED PER ROW, a (inZ) =
0.278
<-- CALCULATED from Figure EDB-3
CIRCULAR PERFORATION SIZING:
dia (in) =
0.59
<-- INPUT from Figure 5
Standard Drill BR Sim =
19/32
Drill Bit Area (inZ) =
0.2769
number of rows =
3
t (in) =
0.500
<-- INPUT from Figure 5
number of columns =
1.000
<-- CALCULATED from WQ Depth and row spacing
I
1
1
WATER QUALITY CONTROL STRUCTURE PLATE
POND 3
Project: Mountain's Edge
By: S. Thomas
April 20, 2018
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA (acres)=
0.640
<-- INPUT from impervious talcs
BASIN IMPERVIOUSNESS PERCENT =
23.00
<-- INPUT from impervious talcs
BASIN IMPERVIOUSNESS RATIO =
0.2300
<-- CALCULATED
Drain Time Mrs)
40
<-- INPUT
Drain Time Coefficient
1.0
<-- CALCULATED from Figure Table 3-2
WQCV (watershed inches) =
0.128
<-- CALCULATED from Figure 3-2
WQCV (ac-ft) =
0.007
<-- CALCULATED from UDFCD DCM V.3 Section 6.5
Rain Garden WQCV W) =
0
<-- CALCULATED
Adjusted WQCV (cu-ft) =
296
<-- CALCULATED (minus Rain Garden)
WQ Depth (ft) =
1.000
<-- INPUT from stage -storage table
AREA REQUIRED PER ROW, a (in) =
0.031
<-- CALCULATED from Figure EDB-3
CIRCULAR PERFORATION SIZING:
dia (in) =
0.20
<-- INPUT from Figure 5
Standard Drill Bit Size =
9
Drill Bit Area (in2) =
0.0302
number of rows =
3
t (in) =
0.500
<-- INPUT from Figure 5
number of columns =
1.000
<-- CALCULATED from WO Depth and row spacing
P
1
1
WATER QUALITY CONTROL STRUCTURE PLATE
POND 4
Project: Mountain's Edge
By: S. Thomas
April 20, 2018
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA (acres)=
4.890
<-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS PERCENT =
53.00
<— INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO =
0.5300
<--CALCULATED
Drain Time (hrs)
40
<-- INPUT
.Drain Time Coefficient
1.0
<-- CALCULATED from Figure Table 3-2
WQCV (watershed inches) =
0.215
<-- CALCULATED from Figure 3-2
WQCV (ac-ff) =
0.087
<-- CALCULATED from UDFCD DCM V.3 Section 6.5
Rain Garden WQCV (W) =
2843
<— CALCULATED
Adjusted WQCV (cu-ft) =
970
<-- CALCULATED (minus Rain Garden)
WQ Depth (ft) =
1.060
<-- INPUT from stage -storage table
AREA REQUIRED PER ROW, a (in2) =
0.094
<-- CALCULATED from Figure EDB-3
CIRCULAR PERFORATION SIZING:
dia (in) =
0.35
<-- INPUT from Figure 5
Standard Drill Bit Size =
11/32
Drill Bit Area (in') =
0.0928
number of rows =
3
t (in) =
0.500
<-- INPUT from Figure 5
number of columns =
1.000
<-- CALCULATED from WQ Depth and row spacing
Desion Procedure Form: Rain Garden (RG)
UO-BMP (Versior 3.06, November 2016)
Designer:
Stephanie Thomas
Company:
Northern Engineering
Date:
February 17, 2018
Project:
Mountain's Edge - Rain Garden 1
Location:
Drake and overland, Fort Collins, CO
Sheet 1 of 2
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
I, =
65.0
%
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = I,/100)
i =
0.650
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
0.20
watershed inches
(WQCV= 0.8' (0.91. 12- 1.19 - i2+ 0.78' i)
D) Contributing Watershed Area (including rain garden area)
Area =
63.123
sq IN
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocv=
1,069
cu ft
Vol = (WQCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
de =
In
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
Vwcc,2 oniEa =
cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwcc,2 useR =
cu It
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwocv=
12
in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dirt per unit vertical)
Z =
4.00
ft / ft
(Use'0' it rain garden has vertical walls)
C) Mimimum Flat Surface Area
Awn =
821
sq It
D) Actual Flat Surface Area
A� =
933
sq It
E) Area at Design Depth (Top Surface Area)
AT, =
1577
sq ft
F) Rain Garden Total Volume
VT=
1,255
cu it
(Vr ((AT.+ Aram) 12) * Depth)
3. Growing Media
Choose One
QQ 78" Rain Garden Growing Media
Q Other (Explain):
4. Underdrain System
Choose One
A) Are underdrains provided?
p NO
B) Underdrain system orifice diameter for 12 hour drain time
I) Distance From Lowest Elevation of the Storage
y=
ft
Volume to the Center of the ice
ii) Volume to Drain in 12 Hours
Volr2=
N/A
cu It
lii) Orifice Diameter, 3/8" Minimum
Dc =
NIA
in
Rain Garden t.xlsm, RG 2/1712018, 4:45 PM
I
Design Procedure Form: Rain Garden (RG)
UD-BMP (Version 3.06, NOvemrn_r 19'. c' Sheet 1 of 2
Designer:
Stephanie Thomas
Company:
Northam Engineering
Date:
February 17, 2018
'
Project:
Mountain's Edge - Rain Garden 2
Location:
Drake and Overland, Fort Collins CO
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I"
I, =
57.0
%
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = 1.1100)
i =
0.570
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
0.18
watershed inches
(WQCV= 0.8' (0.91• i3- 1.19' P+ 0.78 " 0
D) Contributing Watershed Area (including rain garden area)
Area =
188,303
sq ft
E) Water Quality Capture Volume (WQCV) Design Volume
VwQCV =
2,843
cu it
Vol = (WQCV / 12) " Area
F) For Watersheds Outside of the Denver Region, Depth of
de =
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
Vwa„ crHsa =
cu It
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
VWOLV uses =
Cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwocv =
12
in
B) Rain Garden Side Slopes (Z = 4 min., honz. dist per unit vertical)
Z =
4.00
It / ft
(Use "0" if min garden has vertical walls)
C) Mimimum Flat Surface Area
Av, =
2147
sq It
D) Actual Flat Surface Area
A� =
2334
sq ft
E) Area at Design Depth (Top Surface Area)
AT, =
3974
sq fl
F) Rain Garden Total Volume
Vr=
3,154
cu 1f
(Vr ((Arm - Aram) f 2) " Depth)
3. Growing Media
Ir Choose One
p 18" Rain Garden Growing Media
Q Other (Explain):
4. Underdmin System
Choose One
@) YES
A) Are underdmins provided?
p NO
B) Underdrain system orifice diameter for 12 hour drain time
t) Distance From Lowest Elevation of the Storage
y=
fl
Volume to the Center of the Ortfice
li) Volume to Drain in 12 Hours
VOIrz=
NIA
cu ft
iii) Orifice Diameter, 3/8" Minimum
Do =
N/A
in
Rain Garden 2.xlsm, RG
2/17/2018, 4:45 PM
I
11
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North ernEnain eerina.rom // 970.221.4158
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North ern En ain eeri no -cam i/ 970.221.415R
Area Inlet Performance Curve:
Design Point A2 - Inline Drain 12-3
Governing Equations:
At low flow depths, the inlet will act like a weir governed by the following equation:
' where P=2(L+IN)
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 O .6 / = A 2 l I
7 lgu
• 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
6.00
�- WSY Fbr
5.00
0r m Rm
4.00
u
0
� 3.00
L
_q 2.00
C
1.00
0.00 .
0.00 0.10 0.20 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: 15" ADS Drop In Grate 1599CGD
Shape Circular
Length of Grate (ft): 1.25
Width of Grate (ft): 1.25
Open Area of Grate (ft): 0.85
Flowline Elevation (ft): 5149.270
Allowable Capacity: 50%
Depth vs. Flow:
Shallow
Orifice
Actual
Elevation Weir Flow
Flow
Flow
Depth Above Inlet (ft) (ft) (cfs)
(cfs)
(cfs)
0.00 5149.27 0.00
0.00
0.00
0.10 5149.37 0.19
0.72
0.19
0.20 5149.47 0.53
1.02
0.53
0.30 5149.57 0.97
1.25
0.97
0.40 5149.67 1.49
1.44
1.44
0.50 5149.770 2.08
1.62
1.62
0.60 5149.87 2.74
1.77
1.77
0.70 5149.97 3.45
1.91
1.91 Q100
0.80 5150.07 4.21
2.04
2.04
0.90 5150.17 5.03
2.17
2.17
1.00 5150.270 5.89
2.28
2.28
Inlet at Desi n Point A2 is designed to intercept the full 100-yrflow of 1.95 cfs at the elevation 5150.00
Area Inlet Performance Curve:
Design Point A3 - Inline Drain 10-3A
Governing Equations:
At low flow depths, the inlet will act like a weir governed by the following equation:
'where P=2(L+IN) 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: 0.5
L
' where A equals the open area of the inlet grate Q = 0.67 A (2 g[ ir )
` 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
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters:
Type of Grate:
15" ADS Drop In Grate 1599CGD
Shape
Circular
Length of Grate (ft):
1.25
Width of Grate (ft):
1.25
Open Area of Grate (ft):
0.85
Flowline Elevation (ft):
5148.230
Allowable Capacity:
50%
Depth vs. Flow:
Shallow
Orifice
Actual
Elevation
Weir Flow
Flow
Flow
Depth Above Inlet (ft)
(ft)
(cfs)
(cfs)
(cfs)
0.00
5148.23
0.00
0.00
0.00
0.10
5148.33
0.19
0.72
0.19
0.20
5148.43
0.53
1.02
0.53
0.30
5148.53
0.97
1.25
0.97
0.40
5148.63
1.49
1.44
1.44
0.50
5148.730
2.08
1.62
1.62 100-year
0.60
5148.83
2.74
1.77
1.77
0.70
5148.93
3.45
1.91
1.91
0.80
5149.03
4.21
2.04
2.04
0.90
5149.13
5.03
2.17
2.17
1.00
5149.230
5.89
2.28
2.28
Inlet at Design Point A3 is designed
to intercept the full 100-yr
flow of 1.64 cfs at the elevation 5148.74
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Area Inlet Performance Curve:
Design Point A4 - Inline Drain 10-7D
Governing Equations:
At low flow depths, the inlet will act like a weir governed by the following equation:
' where P = 2(L + W)
-
Q 3.0P
-
H
' where H corresponds to the depth of water above the llowline
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 ) °
' 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
6.00 -
� Wow Fbw
5.00
-
--,_� 0Mm Flo.
4.00
0
a 3.00
-
m
r
a 2.00
-
o
1.00
_
- - -
0.00
.
0.00 0.10 0.20 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: 15" ADS Drop In Grate 1599CGD
Shape Circular
Length of Grate (ft): 1.25
Width of Grate (ft): 1.25
Open Area of Grate (ft): 0.85
Flowline Elevation (ft): 5147.240
Allowable Capacity: 50%
Depth vs. Flow:
Shallow
Orifice
Actual
Elevation Weir Flow
Flow
Flow
Depth Above Inlet (ft) (ft) (cfs)
(cfs)
(cfs)
0.00 5147.24 0.00
0.00
0.00
0.10 5147.34 0.19
0.72
0.19
0.20 5147.44 0.53
1.02
0.53
0.30 5147.54 0.97
1.25
0.97
0.40 5147.64 1.49
1.44
1.44
0.50 5147.740 2.08
1.62
1.62
0.60 5147.84 2.74
1.77
1.77 100-year
0.70 5147.94 3.45
1.91
1.91
0.80 5148.04 4.21
2.04
2.04
0.90 5148.14 5.03
2.17
2.17
1.00 5148.240 5.89
2.28
2.28
Inlet at Design Point A4 is designed to intercept the full 1 00-r flow of 1.83cfs at the elevation 5147.88
I
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Area Inlet Performance Curve:
Design Point A7 - Drain Basin 10-2
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 1.5
` where H corresponds to the depth of water above the flcwline
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 l 2 gH \ 0.5
1
` 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
1.40 -
1.20 -War Fbr
Deets Flow
..� 1.00
0.80
t 0.60
u
a
p 0.40
0.20
0.00 .
0.00 0.05 0.10 0.15
0.20 0.25
0.30
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: 15 ADS Drop In Grate 1599CGD
Shape Circular
Length of Grate (ft): 1.25
Width of Grate (ft): 1.25
Open Area of Grate (ft2): 0.85
Flowline Elevation (ft): 5147.050
Allowable Capacity: 50%
Depth vs. Flow:
Shallow
Orifice
Actual
Elevation Weir Flow
Flow
Flow
Depth Above Inlet (ft) (ft) (cfs)
(cfs)
(cfs)
0.00 5147.05 0.00
0.00
0.00
0.03 5147.08 0.03
0.40
0.03
0.06 5147.11 0.09
0.56
0.09
0.09 5147.14 0.16
0.69
0.16
0.12 5147.17 0.24
0.79
0.24
0.15 5147.200 0.34
0.88
0.34
0.18 5147.23 0.45
0.97
0.45 Q2
0.21 5147.26 0.57
1.05
0.57
0.24 5147.29 0.69
1.12
0.69
0.27 5147.32 0.83
1.19
0.83
0.30 5147.350 0.97
1.25
0.97
Inlet at Design Point A7 is designed to intercept the full 2- r flow of 0.45 cfs at the elevation 5147.23
1
Pnoject:
Inlet IDt
I ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor S Major Storm) 11
lmwgwdw�
vm Al . a Wien for Spread Behind CUM
lope Behind Curb (have blank for no conveyance direct Nahnd curb)
ng's Roughness Behind Curb (typically between 0.012 and 0,020)
of Curb at Gutter Flow Line
a from Curb Face to Street Crawn
Width
Transverse Slope
Cmee Stops (typcWIy 2 incres over 24 Inches or 0.08311A)
LongOudn it Slope - Enter 0 for sump mnddton
ig's Roughness for Street Secbon (typically between 0.012 and 0.020)
M.N. Spread for Minor 8 Major Storm
AAowabie Depth at Gutter FloWim for Minor A Major Storm
k boxes are not applicable in SUMP cone bons
42 STORM Allowable Capacity Is based on Depth Criterion
M STORM Allowable Capacity Is based on Depth Criterion
V1 07
'R1.y
Tap,' 0.0 S
Seca • 0.020 Mt
neux • 0.012
HdU,a • 6.00 In
Taoee • 40.0 8
W . 2.00 S
as • 0.020 0/8
Sw. 0.083 01ft
Sp 0.000 BI8
nenarr 0.012
Minor Sloan Mayor Sturm
Ta.k 18.5 18.0 ft
dau` 6.0 6.0 manes
Minor Storm Meta St..
Q ..• SUMP I SUMP 'd.
Basin B - Inlets.slsm, OP B1 - INLET 7-1 2/172018, 3:45 PM
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
La (C)
H-Curb H-van - - - - - - - - We
w wp
Le (G)
an infornudbbn nimoulti CDOT/Denver 13 Combina8on
of Inlet
Type
I Depression (adddlonal to continuous guaer depreaslon'a'trom above)
ear.,
bar of Unit Inlet, (Grata or, Curb Opening)
No
ir Depth at FlolNine (outside of local deprasaion)
Ponding Depth
s Infic, .
M of a Unit Greta
L, (G)
, of a Unit Grate
W.
Opening Ratio for a Grate (typical values, 0.15-0.90)
A.
Bing FaC for a Single Grate (typical value 0.50 - 0,70)
C, (a)
I Weir CoeRiciant (typical value 2.15 - 3.60)
C. (G)
I Onfice Coefficient (typical value 0.60 - 0.80)
C, (G)
Opening lnfortna0on
th of a Una Curb Opening
L. (C)
,t of Vardcal Curb Opening In Inc bma
H.a.'.
,t of Curb Critics Throat in Inches
Hw.a'.
I aT, oat (a. USDCM Figure ST-5)
TMts
Widgi for De cession Pan (tygcalty en gutler vnf of 2 feet)
W.
gang Factor for a Single Curb Opening (typical value 0.10)
Cl (C)'
Opening Wen Coefficient (typical value 2.3-3 7)
C. (C)
Opening Orlflce Coef cent (lypirai value 0.60 - 0 70)
C. (C)'
(bad Parferman a Reduction f alcnabdl
, for Grate MldwMih
dye.
, for Curb Opening Weir Equation
dam
Nnation Inlet Performance Reduction Factor for Long Inlets
RFca,,.n..e,
Opening Pedortnanra Reducgon Factor for Long inlets
RFy ,
M Inlet PeK.. Reduction Factor for Long Inlets
RFya,
H Inlet Interception GPedty (eeemmmee Copped condlijan)
4'
.:•,d Manor Storrna(>p PEAK]
�ruaipei'
CDOTIDenwr 13 Combinabc
2.00
2
5.5
5.8
3.00
1.73
0.43
0.50
D.50
3.30
0.00
0.4n
0.509
0.29
0.32
0.64
0.69
1.00
1.00
0.64
0.69
,ches
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Override Depins
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9
Basin B - Inlets,Idssm, DP Bt - INLET 7-1 2/17/2018, 3:45 PM
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Area Inlet Performance Curve:
Mountain's Edge - Design Point 62/Inlet 6-4
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.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:
25.00
20.00
w
15.00
10.00
n
0
5.00
0.00
0.00
Stage - Discharge Curves
0.10 0.20 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:
CDOT Type C Close Mesh Grate
Shape
Rectangular
Length of Grate (ft):
3.33
Width of Grate (ft):
2.75
Open Area of Grate (ft):
7.54
Flowline Elevation (ft):
5140.600
Allowable Capacity:
50%
vs. Flow:
Shallow
Orifice
Actual
Elevation
Weir Flow
Flow
Flow
Depth Above Inlet (ft)
(ft)
(cfs)
(cfs)
(cfs)
0.00
5140.60
0.00
0.00
0.00
0.10
5140.70
0.58
6.41
0.58
0.20
5140.80
1.63
9.06
1.63
0.30
5140.90
3.00
11.10
3.00
0.40
5141.00
4.61
12.81
4.61
0.50
5141.100
6.45
14.33
6.45
0.60
5141.20
8.48
15.69
8.48 Q100
0.70
5141.30
10.68
16.95
10.68�
0.80
5141.40
13.05
18.12
13.05
0.90
5141.50
15.57
19.22
15.57
1.00
5141.600
18.24
20.26
18.24
Inlet at Design Point B2 full 100-yr flow of 8.71 (131 and B2)
cfs at the elevation 0.61 above the inlet elevation.
Area Inlet Performance Curve:
Mountain's Edge - Design Point B3tlnlet 6-4A
Governing Equations:
At low flow depths, the inlet will act like a weir govemed by the following equation:
• where P = 2(L + W) Q = 3 . OP H ' 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:
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters:
Type of Grate:
CDOT Type C Close Mesh Grate
Shape
Rectangular
Length of Grate (ft):
3.33
Width of Grate (ft):
2.75
Open Area of Grate (ft):
7.54
Flowline Elevation (ft):
5143.500
Allowable Capacity:
50%
Depth vs. Flow:
Shallow
Orifice
Actual
Elevation
Weir Flow
Flow
Flow
Depth Above Inlet (ft)
(ft)
(cfs)
(cfs)
(cfs)
0.00
5143.50
0.00
0.00
0.00
0.10
5143.60
0.58
6.41
0.58
0.20
5143.70
1.63
9.06
1.63
0.30
5143.80
3.00
11.10
3.00
0.40
5143.90
4.61
12.81
4.61
0.50
5144.000
6.45
14.33
6.45
0.60
5144.10
8.48
15.69
8.48
0.70
5144.20
10.68
16.95
10.68
0.80
5144.30
13.05
18.12
13.05 � 0100
0.90
5144.40
15.57
19.22
15.57
1.00
5144.500
18.24
20.26
18.24
Inlet at Design Point B3 full 100-yr flow of 12.10 cfs at the elevation 0.76 above the inlet elevation.
Project:
InletlD:
Version 4.0-
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storrn)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
DV B4 INLET 6-2
w T-....
1 L..
�_.. M
mum Allowable Widih for Speed BehiM Curb
Slope Behind Curb (leave blank for no conveyanm credit behind curb)
ring's Roughness Behind Cub (typically between 0.012 and 0.020)
it of Curb at Gutter Flow Line
not from Curb Fare to Street Crown
e Width
n Transverse S"
x Crow Slope (typ <:aIy 2 mdros over 24 inches or 0.083 f18)
n Lmglbtdlnal Slope - Enter 0 for sump mndWon
ring's Roughness for Street Sectmn (typ"Ity between 0.012 and 0.020)
Allowable Spud for Minor 6 Mapr Stom
Allowable Depth at Cutter FlaNlne for Mawr 6 Major St
Flow Depth at Street Crown (leave blank for no)
)R STORM Allowable Capacly la based on Depth Criterion
DR STORM Allowable Capacity Ia based on Depth Criterion
T crz • 10.0 0
S.— `
0.020
Mea •
0.012
Rcure •
8.00
Ino—
Tmowx'
1S.0it
W •
2.00
Ss=
0.023
Sw=
0.083
iM
Sc `
0.020
full
nsrnen
0.012
Mlnor Storm Major Sbrtn
Tw.. `
16.5
18.0
cl w -1
6.0
6.0
Intlms
r =yaa
Mina Sronn Mycr Storm
Gr— • 23.6 1 23.6 c1a
Basin 8 - Inleis.xism, DP B4 INLET 6-2 2/17/2018. 3:46 PM
INLET ON A CONTINUOUS GRADE
Version 4.05 Released March 2017
Lo (C q
H-Cutb
r1-van
\VV \\
_o (G)
in
ype of Inlet Usar-DeMecl Combination
eml lMper eaelon (atltlNanal to wnenuws guitarOesaabn'e')
otal Numbof Unlls in tlu Inlet (Ores or Curb Opening)
enyth of a Single Unit Inlet (Grate or Cum Opening)
idth of a Unara Gs (cannot be tial e greater n W, Guber Width)
oggirg Factor for a Single Una Gres "Fill min. value = 0.5)
loctaino Factor for a S le Unit Cum O nin ical min. value = 0.1
Type.
hove •
No •
L. =
W. •
CnG •
C.0 =�.
MINOR MAJOR
Mcnec
ft
fl
Uaer-Deflne0 ComNNtlm
2.0
1
3.00
2.00
0.50
0.50
0.10
0.10
<
Fiat Inlet marceintlon C Ioscay
otel Intel Carry-O er Flow (flow bWassing Inlet)
a Lure Percens e • p c-
p •
O„ =
C°/ •
MINOR
0.1
0.0
I UU
MAJOR
0.0
0.0
100
cfs
clis
%
Basin B - Inlets.xism, DP B4 INLET 6-2 V172018, 3:46 PM
' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Bind on Reaulaad Criteria for Maximum Allowable Flow Daldh and Sorsadl
ammt�!
ium Allowable WKIth fa Spread Behind Curb
elope Belwnd Curb (have blank for no conveyance credit behind curb)
ng'e Roughness Behind Curb typically between 0.012 and 0.020)
of Curb at Gutter Flora Line
ce Iran Curb Face to Street Crown
Width
Transverse Slope
Chose Slope (typically 2 inches over 24 Inches or 0.0831M)
Longitudinal Slope - Enter 0 for sump condition
ng'a Roughness for Street Sacbm (typlaly between 0.012 and 0.020)
Allowable Spread for Mina 8 Major Sloan
Allowable Depth at GMar Flowllne for Mina 8 Male Stonn
Flow Depth at Street Crown (leave dank for no)
IR STORM Allowable Capacity la based on Depth Criterion
3R STORM Allowable Capacity Is based on Depth Criterion
� SIU:Iti mllZ. d:UVJ:: .
TMa-
10.0
n
B'""-
0.020
f1m
n.
0.012
Mauve'
{.76
Inaba
Tapwa'
18.0
It
W -
1.17
it
Si,-
0.230
nm
Sw-
0.0m
0m
So'
0.020
nsraea*'
0.012
Mina Stone
Main, Stone
Tor..=
1e.o
18.0
it
dw. =1
4.8
1 4.8
linch..
neck = yea
Minor Storm Major Storm
Q-1— 4.4 J 4A eta
Basin 8 - Inlets.ldsm, DP B51NLET 6-1 2/172018, 3:46 PM
INLET ON A CONTINUOUS GRADE 71
Version 4.05 Released March 2017
f -Lib (Ct -rI
FI-Cutb H-Vert
we
W
LO (G)
ype of Inlet User -Defined Combination
oral Depression (addi0onal to continuous putter deposala�,y=
oral Number o/ Units in 01s Inlet (Grote or Curb Openlnp)
ength of a Single Unit Inlet (Grate or Curb Opening)
idth of a Unit Grate (cannot he greater Nan W, Gutter Width)
logging Factor for a Single Unit Grate (typical min. value = 0.5)
in Fedor for a Single Unit Cub O anin iral min. value = 0.1
Type-
No =
la =
W. =
CrG =
MINOR MAJOR
Inches
it
O
User Defined ComMlutlon
2.0
2
3.00
2.00
0.50
0.50
0.70
0.10
oral inter Interception Capacity
oral Inlet Carry -Over Flow (flow bypassing Inict)
a ture Percentage, = 0 -
D �
On=,
C % =I
MINOR
OA
0.0
100
MAJOR
1.fi
0.0
100
this
efa
%
Basin B - Inlets.xlsm, DP 85 INLET 6-1 2/17/2C18, 3:46 PM
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Area Inlet Performance Curve:
Mountain's Edge - Design Point C111nlet 4-1
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 1 .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
AAA
3.50
3.00
w
2.50
0
?D 2.00
w
u 1.50
n
1.00
0.50
0.00 r
0.00
�WeY Flow
- onr� now
0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50
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-3409
Shape
Rectangular
Length of Grate (ft):
2.4
Width of Grate (ft):
1.4
Open Area of Grate (ft):
1.50
Flowline Elevation (ft):
5151.110
Allowable Capacity:
50%
Depth vs. Flow:
Shallow
Orifice
Actual
Elevation
Weir Flow
Flow
Flow
Depth Above Inlet (ft)
(ft)
(cfs)
(cfs)
(cfs)
0.00
5151.11
0.00
0.00
0.00
0.05
5151.16
0.13
0.90
0.13
0.10
5151.21
0.36
1.27
0.36
0.15
5151.26
0.66
1.56
0.66
0.20
5151.31
1.02
1.80
1.02 Q100
0.25
5151.360
1.43
2.02
1.43
0.30
5151.41
1.87
2.21
1.87
0.35
5151.46
2.36
2.38
2.36
0.40
5151.51
2.88
2.55
2.55
0.45
5151.56
3.44
2.70
2.70
0.50
5151.610
4.03
2.85
2.85
Inlet at Design Point C1 is designed to intercept the full 100-yr
flow of 1.08 cfs at the elevation 5151.32.
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Area Inlet Performance Curve:
Mountain's Edge - Design Point D211nlet 1-4
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 1 .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:
0.5
• where A equals the open area of the inlet grate
Q = 0.67
A (2 gH
• where H corresponds to the depth of water above the centroid of the cross -sectional area (A)
The enact 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
25.00
�Wer Fbw
20.00
OMfim Flow
q
15.00
I
10-00
N i
0 f
5.00
0.00 .
0.00 0.10 0.20 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: CDOT Type C Close Mesh Grate
Shape Rectangular
Length of Grate (ft): 3.33
Width of Grate (ft): 2.75
Open Area of Grate (ft): 7.54
Flowline Elevation (ft): 5143.370
Allowable Capacity: 50%
Depth vs. Flow:
Shallow
Orifice
Actual
Elevation weir Flow
Flow
Flow
Depth Above Inlet (ft) (ft) (cfs)
(cfs)
(cfs)
0.00 5143.37 0.00
0.00
0.00
0.10 5143.47 0.58
6.41
0.58
0.20 5143.57 1.63
9.06
1.63
0.30 5143.67 3.00
11.10
3.00
0.40 5143.77 4.61
12.81
4.61
0.50 5143.870 6.45
14.33
6.45
0.60 5143.97 8.48
15.69
8.48
0.70 5144.07 10.68
16.95
10.68
0.80 5144.17 13.05
18.12
13.05
0.90 5144.27 15.57
19.22
15.57 Q100
F
1.00 5144.370 18.24
20.26
18.24
Inlet at Design Point D2 full 1 00-r flow of 17.15 cfs at the elevation 5144.33.
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Area Inlet Performance Curve:
Mountain's Edge - Design Point D3/Inlet 1-4C
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 1 .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 (2pgH l 0.5
• where H corresponds to the depth of water above the centroid of the cross -sectional area (A) \ b 1
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
25.00
Wen Fbw
20.00
�� onto Flow
tl!
15.00
10.00
N
5.00
0.00 . i I I
0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70
Stage (ft)
If H > 1.792 (AJP), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters:
Type of Grate:
CDOT Type C Close Mesh Grate
Shape
Rectangular
Length of Grate (ft):
3.33
Width of Grate (ft):
2.75
Open Area of Grate (ft):
7.54
Flowline Elevation (ft):
5142.600
Allowable Capacity:
50%
vs. Flow:
0.80 0.90 1.00
Shallow
Orifice
Actual
Elevation
Weir Flow
Flow
Flow
Depth Above Inlet (ft)
(ft)
(cfs)
(cfs)
(cfs)
0.00
5142.60
0.00
0.00
0.00
0.10
5142.70
0.58
6.41
0.58
0.20
5142.80
1.63
9.06
1.63
0.30
5142.90
3.00
11.10
3.00
0.40
5143.00
4.61
12.81
4.61
0.50
5143.100
6.45
14.33
6.45
0.60
5143.20
8.48
15.69
8.48 E- Q100
0.70
5143.30
10.68
16.95
10.68
0.80
5143.40
13.05
18.12
13.05
0.90
5143.50
15.57
19.22
15.57
1.00
5143.600
18.24
20.26
18.24
Inlet at Design Point D3 full 100-yr flow of 8.22 cfs at the elevation 5143.19.
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Area Inlet Performance Curve:
Mountain's Edge - Design Point DSfOutlet Structure 14-1
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 IS
• 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 g1l
' 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
60.00
+-W.., R.
50.00
4
40.00
030.00
a
s
a
20.00
�
I
10.00
0.00 .
0.00 0.20 0.40 0.60 0.80 1.00
1.20 1.40
1.60
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: Rain Garden Outlet Grate (3 Grates)
Shape Rectangular
Length of Grate (ft): 5.75
Width of Grate (ft): 1.75
Open Area of Grate (ft): 9.00
Flowline Elevation (ft): 5140.650
Allowable Capacity: 75%
Depth vs. Flow:
Shallow
Orifice
Actual
Elevation Weir Flow
Flow
Flow
Depth Above Inlet (ft) (ft) (cfs)
(cfs)
(cfs)
0.00 5140.65 0.00
0.00
0.00
0.15 5140.80 1.96
14.05
1.96
0.30 5140.95 5.55
19.87
5.55
0.45 5141.10 10.19
24.33
10.19
0.60 5141.25 15.69
28.10
15.69
0.75 5141.400 21.92
31.42
21.92
0.90 5141.55 28.82
34.41
28.82
1.05 5141.70 36.31
37.17
36.31 Q100
1.20 5141.85 44.37
39.74
39.74
1.35 5142.00 52.94
42.15
42.15
1.50 5142.150 62.00
44.43
44.43
Inlet at Design Point D5 full 100- r flow of 36.35 cfs at the elevation 5141.70
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Area Inlet Performance Curve:
Mountain's Edge - Pond 2 Outlet Structure Emergency Overflow
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 )
• 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
40.00
35.00 w., ra,.
- -
30.00
a
v 25.00
20.00
A
m 15.00
10.00
5.00
0.00 0.05 0.10 0.15 0.20 0.25 0.30
0.35 0.40
0.45 0.50
Sege (n)
If H > 1.792 (A!P), then the grate operates like an orifice; otherwise it operates like
a weir.
Input Parameters:
Type of Grate: 5x5 Outlet Structure
Shape Rectangular
Length of Grate (ft): 5
Width of Grate (ft): 5
Open Area of Grate (ft 2): 20.00
Flowline Elevation (ft): 5140.120
Allowable Capacity: 50%
Depth vs. Flow:
Shallow
Orifice
Actual
Elevation Weir Flow
Flow
Flow
Depth Above Inlet (ft) (ft) (cfs)
(cfs)
(cfs)
0.00 5140.12 0.00
0.00
0.00
0.05 5140.17 0.34
12.02
0.34
0.10 5140.22 0.95
16.99
0.95 Q100
0.15 5140.27 1.74
20.81
1.74
0.20 5140.32 2.68
24.03
2.68
0.25 5140.370 3.75
26.87
3.75
0.30 5140.42 4.93
29.44
4.93
0.35 5140.47 6.21
31.79
6.21
0.40 5140.52 7.59
33.99
7.59
0.45 5140.57 9.06
36.05
9.06
0.50 5140.620 10.61
38.00
10.61
The Outlet Structure for Pond 2 has the capacity to capture 1 cfs at the elevation 0.1 ft above the inlet elevation.
[1
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NnrtharnEnninoorinn_mm 11 970.221_41SIl
HY-8 Culvert Analysis Report
Project Notes
Project Title:
Designer:
Project Date:Wednesday, February 07, 2018
Notes:
Project Units: U.S. Customary Units
Outlet Control Option: Profiles
Exit Loss Option: Standard Method
Crossing Notes:
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 19.49 cfs
Design Flow: 19.49 cfs
Maximum Flow: 19.49 cis
lam'
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Table 1 - Summary of Culvert Flows at Crossing: Storm 10 Overtopping
Headwater Elevation
(ft)
Total Discharge (ds)
Culvert 2 Discharge
(ds)
Roadway Discharge
(cls)
Iterations
47.94
19.49
12.36
7.10
7
47.94
19.49
12.36
7.10
2
47.94
19.49
12.36
7.10
2
47.94
19.49
12.36
7.10
2
47.94
19.49
12.36
7.10
2
47.94
19.49
12.36
7.10
2
47.94
19.49
12.36
7.10
2
47.94
19.49
12.36
7.10
2
47.94
19.49
12.36
7.10
2
47.94
19.49
12.36
7.10
2
47.94
19.49
12.36
7.10
2
47.50
10.87
10.87
0.00
Overtopping
I
Crossing Front View (Roadway Profile): Storm 10 Overtopping
CTOSSllliz Front Flew
('.got to scale)
0
Roadway Design Headwater Culvert 2
475
c 47.0
0
a..
46 5
w
![Y6
45.5
45.0
0 5 10 15
Station (ft)
Culvert Notes: Culvert 2
20 �-
Table 2 - Culvert Summary Table: Culvert 2
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
Critical
Depth (ft)
Outlet Depth
(ft)
Tailwater
Depth (ft)
Outlet
Velocity
(ft/s)
TsihAater
Velocity
(ftfs)
19.49
12.36
47.94
2.939
2.641
9JA2c
-1.000
1.327
1.327
1.107
7.491
3.522
19.49
12.36
47.94
2.939
2.641
9JA2c
-1.000
1.327
1.327
1.107
7.491
3.522
19.49
12.36
47.94
2.939
2.641
9JA2c
-1.000
1.327
1.327
1.107
7.491
3.522
19.49
12.36
47.94
2.939
2.641
9JA2c
-1.000
1.327
1.327
1.107
7.491
3.522
19.49
12.36
47.94
2.939
2.641
9JA2c
A.000
1.327
1.327
1.107
7.491
3.522
19.49
12.36
47.94
2.939
2.641
9JA2c
-1.000
1.327
1.327
1.107
7.491
3.522
19.49
12.36
47.94
2.939
2.641
9JA2c
-1.000
1.327
1.327
1.107
7.491
3.522
19.49
12.36
47.94
2.939
2.641
9JA2c
-1.000
1.327
1.327
1.107
7.491
3.522
19A9
12.36
47.94
2.939
2.641
9JA2c
-1.000
1.327
1.327
1.107
7.491
3.522
19.49
12.36
47.94
2.939
2.641
9JA2c
-1.000
1.327
1.327
1.107
7.491
3.522
19.49
12.36
47.94
2.939
2.641
9JA2c
-1.000
1.327
1.327
1.107
7.491
3.522
11
Water Surface Profile Plot for Culvert: Culvert 2
Crossing - Stonn 10 Overtoppuig. Design Discharge - 19.5 cfs
Culvert - Cuh*at ? Cuh-ert Discharge - 12.4 cfs
48.5
We
47.5
Y
c 47.0
0
Y
146.5
w
NOR
45.5
45.0
0 20
Station (ft)
Site Data - Culvert 2
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 45.00 ft
Outlet Station: 62.00 ft
Outlet Elevation: 45.30 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 2
Barrel Shape: Circular
Barrel Diameter: 1.50 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: NONE
' Table 3 - Downstream Channel Rating Curve (Crossing: Storm 10 Overtopping)
Flow (cfs)
Water Surface
Elev (ft)
Depth (ft)
Velocity (f 1s)
Shear (psf)
Froude Number
19.49
46.41
1.11
3.52
0.35
0.59
19.49
46.41
1.11
3.52
0.35
0.59
19.49
46.41
1.11
3.52
0.35
0.59
19.49
46.41
1.11
3.52
0.35
0.59
19.49
46.41
1.11
3.52
0.35
0.59
19.49
46.41
1.11
3.52
0.35
0.59
19.49
46.41
1.11
3.52
0.35
0.59
19.49
46.41
1.11
3.52
0.35
0.59
19.49
46.41
1.11
3.52
0.35
0.59
19.49
46.41
1.11
3.52
0.35
0.59
19.49
46.41
t 1.11
3.52
0.35
0.59
[1
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North ornFnninaarina.cnm 11 970.271.4750
Weir Report
'
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Detention Pond 4
Emergency Overflow Weir
'
Trapezoidal Weir
Crest
= Sharp
Bottom Length (ft)
= 20.00
Total Depth (ft)
= 0.50
Side Slope (z:1)
= 4.00
Calculations
Weir Coeff. Cw
= 3.10
tCompute
by:
Q vs Depth
No. Increments
= 38
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
epth (ft) Detention Pond 4 Emergency Overflow Weir
' 1.00
MT11]
M
' -0.50
0 5 10 15 20 25
Weir W.S.
30
Saturday, Feb 17 2018
= 0.50
= 23.67
= 11.00
= 2.15
= 24.00
Depth (ft)
1.00
0.50
99
-0.50
35
Length (ft)
Weir Report
'
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Rain Garden 1
100-yr Overflow
Trapezoidal Weir
Crest
= Sharp
'Bottom
Length (ft)
= 11.00
Total Depth (ft)
= 0.50
Side Slope (z:1)
= 4.00
Calculations
Weir Coeff. Cw
= 3.10
Compute by:
Known Q
Known Q (cfs)
= 13.25
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (fUs)
Top Width (ft)
Rain Garden 1 100-yr Overflow
Friday, Feb 16 2018
= 0.49
= 13.25
= 6.35
= 2.09
= 14.92
Depth (ft)
1.00
0.50
Elm
-0.50
0 2 4 6 8 10 12 14 16 18 2U
Weir W.S. Length (ft)
I
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NnrthornEnninoorinn.rnm // 070.221.615A
ScourStopf2
DESIGN GUIDE
Circular Culvert Outlet Protection
7
L
PERFORMANCE AESTHETICS
NPDES-COMPLIANT o COST-EFFECTIVE
............
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.................
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scourstop
scourstop.com
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.)
S. Performance of protected area assumes stable downstream conditions.
I
0
' D = CULVERT DIAMETER
I
LENGTH OF PROTECTION
TRANSITION MAT APRON LENGTH
rA
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) —
CULVERT FLOWLINE ONTO SCOURSTOP MATS
' SECTION VIEW AA - solL COVER
PROFILE VIEW
1
1
1
t
DIRECTION • • •
OF FLOW
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
T; WASHER
t/
TRANSITION MAT
3W ANCHOR STRAP
9ULLET 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.
HANE5GEO COMPONENTS- A LEADER in the GEOSYNTHETIC and EROSION CONTROL industries
A 4rw�6&4 Learn more about our products at: HanesGeo.com 1888.239.4539
the Veen solution to nprap
scour_ op
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C2014 Leggett It Platt, Incorporated 116959_1114
CALCULATIONS FOR SCOURSTOP PROTECTION AT
PIPE OUTLETS
Date: February 14, 2018
Calculation by: SJT
Scourstop Schedule
Storm
Pipe
Velocity
Transition
Line
Diameter
(cfs)
Mat W x L
in
1
30
6.59
8'x12'
2
15
3.82
41x4'
3
15
1.65
41x4'
4
15
3.10
41x4'
5
24
5.91
81x8'
6
24
7.73
8'x8'
7
18
4.46
8'x8'
8
18
12.45
8'x12'
9
12
4.49
41x4'
10
18
7.49
8'x8'
11
10
4.69
4'x4'
12
12
4.00
41x4'
14
30
7.96
8'x12'
_1
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At LJ!.
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Northern F nain eerina.rom 11 970.221.41 SB
NORTHERN
ENGINEERING Mountain's Edge
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.
1 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.
Preliminary Erosion Condo/ Report
I
1
1
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1
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1
NnrtharnEnninaurina.enm 11 970.221_3759
PROPOSED LID COMPUTATIONS
Project: Mountain's Edge
Calculations By: S. Thomas
Date: February 17, 2018
PROPOSED LID TREATED AREA
LID BASIN NODE
Sub-Basin(s)
Area, A
(sfl
Percent
Impervious
Impervious
Area, A
ISO
LID Treatment
Ll
Al
63,123
65%
41,335
Rain Garden 1
Total Ll
63,123
65%
41,335
L2
DI
10,927
99%
10,871
D2
72,144
62%
44,888
D3
38,358
68%
26,248
Rain Garden 2
D4
28,254
61%
17,175
D5
38,620
22%
8,635
Total L2
188,303
57%
107,817
Total Treated
251,426
59%
149,152
PROPOSED LID UNTREATED AREA
LID BASIN NODE
Sub-Basin(s)
Area, A
(yfl
Percent
Impervious
Impervious
Area, A
A2
11,641
43%
5,051
A3
10,068
41%
4,149
A4
11,096
42%
4,679
A5
49,551
84%
41,724
A6
15,003
55%
8,211
A7
17,678
39%
6,916
A8
66,983
21%
14,066
Bl
18143
'99%
18010
B2
26,995
44%
11,906
B3
52,955
77%
40 698
B4
2,534
66%
1,662
B5
8,132
74%
1 6,013
B6
17,641
33%
5,806
B7
47,481
7%
3,399
Cl
6,746
40%
2,715
C2
20,976
17%
3,648
D6
24,840
18%
4,500
UD1
1 2 263
80%
1,810
Total Proposed
Untreated
410,726
45%
184,963
AREA NOT REQUIRED TO BE TREATED WITH
LID
Bl
18,143
99%
18,010
Dl
10,927
99%
10,871
Overland Sidewalk in Basins A2, A3,
3,819
90%
3,437
A4 B2 B3 Cl
Total Overland
32,889
98%
32,318
Trail ROW
PROPOSED UD COMPUTATIONS
Project: Mountain's Edge
Calculations By: S. Thomas
Date: February 17 2018
UD TREATMENT SUMMARY
Total Site Area (sf)
662,152
Total Overland ROW Impervious Area
not required to be treated (sf) (Basins
Bl D1)
32,318
Total Proposed Impervious Area (sf)
334,115
Total Net Proposed Impervious Area (sf)
301,796
50% Required Minimum Area to be
Treated by LID measures (sf)
150,898
Total Treated Impervious Area (sf)
149,152
Percent Impervious Treated by LID
measures
49.4%
RAIN GARDEN SUMMARY
Rain Garden 1
Rain Garden 2
Total Contributing
63,123
188,303
Area (sf)
Percent
65%
57%
Impervious
Total Volume
1,086
2,843
Re uired (cf)
Total Volume
1 2.%
3 154
Provided (cf)
I I t1 t11111 1 ' ' \
1 .
i ♦y ,i / 1 I l AV A
PROPOSED LID TREATED AREA
11D 81WM MODE
i►WWeI
IOW kpM�
lID Twe1�Y
Al
I
65%
41.335
63123
65%
4133
f4in GUM I
F;
Di
02
)z 144
6z%
u,etle
993511
fib%
26 4
"a Q• 2
28 54
61%
38 620
27%
5
IB83D3
57%
ID7817
252426
59%
149,152
PROPOSED
LID UNTREATED
AREA
1Jp Y8pl Mao[
48%
5 51
A341%
4 4Bl%
4155X
141
8,211
A7
]9%
6.916
21%
14,m8182
M%
11,906
B3
77%
M
2,534
66%
1,6
85
,13
74X
6013
86
33%
8
57
4
7%
99
cl
6.74
40%
2, 15
C2
0
17%
D6
a
18%
4,
u0i
.z
eox
1 B D
410.726
45%
184,96]
AREA
NOT REQUIRED
TO BE TREATED
WRH
LID
91
111,143
99X
18010
51
83 cl
3,019
Sax
].N)
Zn
m.889
"%
32,518
I
RAIN GARDEN SUMMARY
W9IGWOUi1
R41nCWn2
�
Anu
63,12]
188,3m
artarn
85%
6J%
elU
B ulnp Id)
1,D38
2813
dal duw
n9,le.B
1,255
3.154
LID TREATMENT SUMMARY
Twl
DD Dleao 1
. lr 1 81, Dl ro d
32 31fl
hnp
T9b1 Im Ana WI
301796
nlnUm b
LIO meeero lsD
MAN
wl rYlb 6n Aru 40
149.152
Ilm iYl mMauea
494%
LEGEND
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' Hydrologic Soil Group
11
Mountain's Edge
Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
3 Altvan-Satanta loans, 0 B 8.7 42.7%
to 3 percent slopes
4 Altvan-Satanta foams, 3 B 11.6 57.3%
to 9 percent slopes
Totals for Area of Interest 20.3 100.0%
'
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.
1
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Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Natural Resources
did& Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/21 /2016
Page 3 of 4
Hydrologic Soil Group--Larimer County Area, Colorado
Mountain's Edge
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
usDA Natural Resources Web Soil Survey 121212016
Conservation Service National Cooperative Soil Survey Page 4 of 4
North PmF n oineerina.com /i 970.221.41S8
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