HomeMy WebLinkAboutFOX GROVE PHASE ONE - FDP - FDP140030 - REPORTS - DRAINAGE REPORTFebruary 18, 2015
FINAL DRAINAGE AND
EROSION CONTROL REPORT FOR
FOX GROVE
Fort Collins, Colorado
Prepared for:
Imago Enterprises
140 Palmer Dr.
Fort Collins, CO 80525
Prepared by:
200 South College Avenue, Suite 10
Fort Collins, Colorado 80524
Phone: 970.221.4158 Fax: 970.221.4159
www.northernengineering.com
Project Number: 335-008
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.
February 18, 2015
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
RE: Final Drainage and Erosion Control Report for
Fox Grove
Dear Staff:
Northern Engineering is pleased to submit this Final Drainage and Erosion Control Report for your
review. This report accompanies the Project Development Plan submittal for the proposed Fox
Grove development.
This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM),
and serves to document the stormwater impacts associated with the proposed project. We
understand that review by the City is to assure general compliance with standardized criteria
contained in the FCSCM.
If you should have any questions as you review this report, please feel free to contact us.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
Aaron Cvar, PE
Project Engineer
Fox Grove
Final Drainage Report
TABLE OF CONTENTS
I. GENERAL LOCATION AND DESCRIPTION ................................................................... 1
A. Location ............................................................................................................................................. 1
B. Description of Property ..................................................................................................................... 2
C. Floodplain.......................................................................................................................................... 4
II. DRAINAGE BASINS AND SUB-BASINS ....................................................................... 4
A. Major Basin Description .................................................................................................................... 4
B. Sub-Basin Description ....................................................................................................................... 5
III. DRAINAGE DESIGN CRITERIA ................................................................................... 5
A. Regulations........................................................................................................................................ 5
B. Four Step Process .............................................................................................................................. 5
C. Development Criteria Reference and Constraints ............................................................................ 6
D. Hydrological Criteria ......................................................................................................................... 6
E. Hydraulic Criteria .............................................................................................................................. 6
F. Modifications of Criteria ................................................................................................................... 7
IV. DRAINAGE FACILITY DESIGN .................................................................................... 7
A. General Concept ............................................................................................................................... 7
B. Specific Details .................................................................................................................................. 8
V. CONCLUSIONS ........................................................................................................ 9
A. Compliance with Standards .............................................................................................................. 9
B. Drainage Concept .............................................................................................................................. 9
References ....................................................................................................................... 10
APPENDICES:
APPENDIX A.1 -Hydrologic Computations
APPENDIX A.2 -Street Capacity Calculations
APPENDIX A.3 -Inlet Calculations
APPENDIX A.4 -Storm Line and Culvert Calculations
APPENDIX A.5 -Riprap Calculations
APPENDIX B -Water Quality Design Computations
APPENDIX C -Stormwater Management Model (SWMM)
APPENDIX D -Erosion Control Report
APPENDIX E -FIRMette
Fox Grove
Final Drainage Report
LIST OF TABLES AND FIGURES:
Figure 1 – Aerial Photograph ................................................................................................ 2
Figure 2– Proposed Site Plan ................................................................................................ 3
Figure 3 – Existing Floodplains ............................................................................................. 4
MAP POCKET:
Proposed Drainage Exhibit
Fox Grove
Final Drainage Report 1
I. GENERAL LOCATION AND DESCRIPTION
A. Location
1. Vicinity Map
2. The project site is located in the northwest quarter of Section 15, Township 7 North,
Range 68 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer,
State of Colorado .
3. The proposed development site is located southeast of the I-25/Mulberry (State
Highway 14) interchange in Fort Collins, Colorado. The site is situated along the
existing I-25 east frontage road, just south of the existing Interchange Business Park
development.
4. The proposed development site is in the City of Fort Collins Boxelder Creek Basin.
Detention requirements for this basin are to detain the difference between the 100-
year developed inflow rate and the historic 2-year release rate.
5. The existing Interchange Business Park site is located just north of the project site.
Boxelder Creek runs along the west property boundary.
6. Minimal offsite flows from the north are received by the project site. Two offsite
basins to the north of the site have been identified and are shown on the Drainage
Fox Grove
Final Drainage Report 2
Exhibit. There is an existing drainage channel located along the southern boundary of
the site which receives discharge from an existing detention pond and conveys flows
west into Boxelder Creek. Drainage from these offsite basins is discussed further in
Section IV, below.
B. Description of Property
1. The development area is roughly 36 net acres, which includes future development
area within drainage basin “F” as identified on the Drainage Exhibit.
Figure 1 – Aerial Photograph
2. The subject property is currently leased for farming purposes. The ground cover
generally consists of row crops. Existing ground slopes are mild to moderate (i.e., 1 -
6±%) through the interior of the property. General topography slopes from north to
south.
3. According to the United States Department of Agriculture (USDA) Natural Resources
Conservation Service (NRCS) Soil Survey website:
http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx,
the site consists of Kim Loam (Hydrologic Soil Group B) and Nunn Clay Loam
(Hydrologic Soil Group C).
4. The proposed project site plan is composed of residential development. Associated
roadways, water and sewer lines will be constructed with the development.
Detention/Water Quality will be placed near the southeast corner of the site and will
treat the majority of developed runoff prior to discharge into the adjacent Boxelder
Creek.
Fox Grove
Final Drainage Report 3
Figure 2– Proposed Site Plan
5. Boxelder Creek runs along the west property boundary.
6. The proposed land use is residential.
Fox Grove
Final Drainage Report 4
C. Floodplain
Figure 3 –Area Floodplain Mapping
1. A portion of the subject property is encroached by the FEMA 100-year floodplain
(Boxelder Creek).
2. FEMA FIRM Panel Number 1003G for Larimer County, Dated May 2, 2012 is
referenced in this study. A FIRMette of the area is provided in Appendix E.
3. Base (100-year) flood elevations in the vicinity of the proposed project range from
4925.0 to 4930.5 (elevations referenced to the City of Fort Collins NAVD-88).
4. The project is located outside of the 100-year floodplain but a portion of the project is
within the 500-year floodplain.
5. The Boxelder Creek floodway is located near the north and west boundaries of the
property. No fill is proposed within the floodway. Proposed grading will tie-in with
existing grades outside of the floodway boundary.
6. The benchmark for site survey work is listed as “Found 2.5-inch aluminum cap,
stamped LS7839, at the corner of the Northwest Quarter of Section 15, Township 7
North Range 68 West of the 6th P.M.” (Elevation=4922.50, NGVD 29).
II. DRAINAGE BASINS AND SUB-BASINS
A. Major Basin Description
7. The proposed development site is in the City of Fort Collins Boxelder Creek Basin.
Detention requirements for this basin are to detain the difference between the 100-
year developed inflow rate and the historic 2-year release rate. A historic 2-year
release rate of 7.2 cfs (Please see Appendix A) has been calculated for the overall site
Fox Grove
Final Drainage Report 5
(35.84 acres), which is inclusive of both the current development area and the future
development area.
B. Sub-Basin Description
8. The subject property historically drains overland from north to south. There is an
existing drainage channel that runs along the southern boundary of the site, which
has historically collected the majority of onsite runoff and has directed runoff west,
into Boxelder Creek. The existing drainage channel receives discharge from an existing
offsite detention pond just to the east of the project site.
9. Design of the offsite detention pond just to the east of the project site is detailed in
the report entitled, “Final Drainage and Erosion Control Report for Clydesdale Park
PUD” (Ref. 6).The report specifies a release rate from the offsite detention pond of
12.7 cfs.
10. The project site will now direct the majority of runoff into onsite Detention/Water
Quality ponds, which will discharge into the existing drainage channel and then into
Boxelder Creek at no greater than the historic 2-year rate. A more detailed description
of the project drainage patterns follows in Section IV.A.4., below.
III. DRAINAGE DESIGN CRITERIA
A. Regulations
There are no optional provisions outside of the FCSCM proposed with the proposed
project.
B. Four Step Process
The overall stormwater management strategy employed with the proposed project utilizes
the “Four Step Process” to minimize adverse impacts of urbanization on receiving waters.
The following is a description of how the proposed development has incorporated each
step.
Step 1 – Employ Runoff Reduction Practices
Several techniques have been utilized with the proposed development to facilitate the
reduction of runoff peaks, volumes, and pollutant loads as the site is developed from the
current use by implementing multiple Low Impact Development (LID) strategies including:
Conserving existing amenities in the site including the existing vegetated areas.
Providing vegetated open areas throughout the site to reduce the overall impervious
area and to minimize directly connected impervious areas (MDCIA).
Routing flows, to the extent feasible, through vegetated swales to increase time of
concentration, promote infiltration and provide initial water quality.
Step 2 – Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with
Slow Release
The efforts taken in Step 1 will facilitate the reduction of runoff; however, urban
development of this intensity will still generate stormwater runoff that will require
additional BMPs and water quality. The majority of stormwater runoff from the site will
ultimately be intercepted and treated using extended detention methods prior to exiting the
site.
Fox Grove
Final Drainage Report 6
Step 3 – Stabilize Drainageways
There are no major drainageways within the subject property. While this step may not
seem applicable to proposed development, the project indirectly helps achieve stabilized
drainageways nonetheless. By providing water quality where none previously existed,
sediment with erosion potential is removed from the downstream drainageway systems.
Furthermore, this project will pay one-time stormwater development fees, as well as
ongoing monthly stormwater utility fees, both of which help achieve City-wide drainageway
stability.
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, waste products, etc. that were previously left exposed with the historic trailer
park will no longer be allowed to exposure to runoff and transport to receiving
drainageways. The proposed development will eliminate these sources of potential
pollution.
C. Development Criteria Reference and Constraints
The subject property is surrounded by currently developed properties. Thus, several
constraints have been identified during the course of this analysis that will impact the
proposed drainage system including:
Existing elevations along the property lines will generally be maintained.
As previously mentioned, overall drainage patterns of the existing site will be
maintained.
Elevations of existing downstream facilities that the subject property will release to
will be maintained.
D. Hydrological Criteria
1. The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in
Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations
associated with the proposed development. Tabulated data contained in Table RA-7
has been utilized for Rational Method runoff calculations.
2. The Rational Method has been employed to compute stormwater runoff utilizing
coefficients contained in Tables RO-11 and RO-12 of the FCSCM.
3. Three separate design storms have been utilized to address distinct drainage
scenarios. A fourth design storm has also been computed for comparison purposes.
The first design storm considered is the 80th percentile rain event, which has been
employed to design the project’s water quality features. The second event analyzed is
the “Minor,” or “Initial” Storm, which has a 2-year recurrence interval. The third
event considered is the “Major Storm,” which has a 100-year recurrence interval.
The fourth storm computed, for comparison purposes only, is the 10-year event.
4. No other assumptions or calculation methods have been used with this development
that are not referenced by current City of Fort Collins criteria.
E. Hydraulic Criteria
1. As previously noted, the subject property maintains historic drainage patterns.
2. All drainage facilities proposed with the project are designed in accordance with
criteria outlined in the FCSCM and/or the Urban Drainage and Flood Control District
Fox Grove
Final Drainage Report 7
(UDFCD) Urban Storm Drainage Criteria Manual.
3. As stated above, portions of the subject property are located in a FEMA regulatory
floodplain and floodway.
4. The proposed project does not propose to modify any natural drainageways.
F. 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 project drainage design are to maintain existing drainage
patterns, and to ensure no adverse impacts to any adjacent properties.
2. Onsite detention and water quality treatment will be provided within the four onsite
ponds. The ponds will treat the majority of developed runoff prior to discharge into
Boxelder Creek. PLD features will also be incorporated in three of the ponds and will
provide further water quality treatement.
3. The drainage patterns anticipated for proposed drainage basins are described below.
Basins A – C, and E
Basins A through C, and E consist of residential development. These basins will drain
generally via street curb and gutter to a storm drain system which will direct
developed runoff to detention/water quality ponds. Basin A drains directly into Pond
2, Basin B drains directly into Pond 3, and Basin C drains directly into Pond 4. Basin
E discharges into Pond 1.
Basin D
Basins consists of open space and a small portion of proposed roadway. This basin
will drain undetained into the existing drainage swale that runs along the southern
boundary of the site, which has historically collected the majority of onsite runoff.
This swale then conveys runoff west, into Boxelder Creek. We are requesting a
variance for this undetained flow based on the fact that this basin is composed
primarily of vegetated open space.
Basin F
Basin F consists of future residential and commercial development. It is anticipated
that this basin will drain generally via street curb and gutter to a storm drain system
which will direct developed runoff to detention/water quality pond 1. A percent
imperviousness value of 70% has been assumed for this basin and must be confirmed
when this portion of the site undergoes final site planning.
Basins OS1, OS2
Offsite Basins OS1 and OS2 are located to the north of the proposed development and
consist of the existing Sunflower Subdivision. These basins have historically drained
through the property, and will be routed through the site with the proposed design.
Discharge from these basins will be directed via sheet flow and street flow into Pond 3
Fox Grove
Final Drainage Report 8
and then be routed through the emergency spillway of Pond 3. Flows will be directed
via surface flow southwest in Fox Grove Drive. Flows will be directed to the low point
in Fox Grove Drive and then received by the existing drainage channel running along
the southern boundary of the development. From this point, flows will be directed
west into Boxelder Creek.
A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of
this report.
B. Specific Details
1. Detention and water quality treatment in the form of extended detention will
be provided for the proposed development within the lower stages of Ponds
1,3, and 4. Additionally, LID features (in the form of off-line PLD treatment)
will be provided in Ponds 1 through 4. Table 1, below outlines preliminary
detention, extended detention, and PLD volume requirements. We have
assumed a ratio of 50% of each basin to be treated by PLD, and the
remainder to be treated by extended detention. We have assumed the
extended detention volume to be present prior to a 100-year storm event, and
the PLD volume to be dry prior to a 100-year event; thus, the total required
volume for each pond is composed of the detention volume required plus
extended detention volume. Further documentation of treatment volumes and
removal rates of stormwater BMPs will be documented with the Final Drainage
Report prepared during the City FCP process.
2. The combined release rate from Ponds 1 through 4 is 4.8 cfs, which does not
exceed the allowable release rate for the overall site of 7.2 cfs.
3. Detention is being provided for the current development plan which involves
construction within Basins A through E. In the future, it is anticipated that
Basin F will be developed. When this occurs, Pond 1 will be increased in size
to accommodate developed flows from this basin. We have completed an
ultimate condition SWMM model (provided in Appendix C), which shows a
future anticipated required volume of 4.98 acre-feet). With current
development the total required pond volume is 1.753 acre-feet as shown in
Table 1, below.
4. Ultimate condition SWMM model (provided in Appendix C), shows a combined
release rate from Ponds 1 through 4 is 7.0 cfs, which does not exceed the
allowable release rate for the overall site of 7.2 cfs.
TABLE 1 –Pond Summary
Pond Detention
Vol. (Ac-Ft)
PLD
(50%)
Vol. (Ac-
Ft)
Ext.Det.
(50%)
Vol. (Ac-
Ft)
Total
Req'd.
Vol. (Ac-
Ft)
100-Yr
WSEL
(Ft)
Peak 100-
Yr
Release
(cfs)
1 1.502 0.138 0.251 1.753 4917.000 2.80
2 0.390 0.038 N/A 0.390 4918.600 16.10
Fox Grove
Final Drainage Report 9
5. LID features have been incorporated into the design of Ponds 2 through 4 in
the form of Porous Landscape Detention (PLD). Basins A, B, and C which
compose 17.3 acres of the currently proposed development area will be
treated by PLD facilities within Ponds 2, 3 and 4. The currently proposed
development area (Basins A through E) composes 22.4 acres. Thus, 77.1%
of the development area will be treated by an LID feature, which exceeds the
City requirement of 50% LID treatment.
6. The drainage features associated with the proposed project are all private facilities,
located on private property.
V. CONCLUSIONS
A. Compliance with Standards
1. The drainage design proposed with the proposed project complies with the City of Fort
Collins’ Stormwater Criteria Manual.
2. The drainage design proposed with this project complies with the Boxelder Creek
Master Plan.
3. The drainage plan and stormwater management measures proposed with the
proposed development are compliant with all applicable State and Federal regulations
governing stormwater discharge.
4. The proposed development will be designed at Final in compliance with Chapter 10 of
City Code.
B. Drainage Concept
1. The drainage design proposed with this project will effectively limit any potential
damage associated with its stormwater runoff by providing detention and extended
detention.
2. The drainage concept for the proposed development is consistent with the Boxelder
Creek Master Plan.
Fox Grove
Final Drainage Report 10
References
1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities,
November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services.
2. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No.
174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code.
3. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and
Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007.
4. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation
Service, United States Department of Agriculture.
5. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control
District, Wright-McLaughlin Engineers, Denver, Colorado, Revised April 2008.
6. Final Drainage and Erosion Control Report for Clydesdale Park, PUD, JR Engineering,
October 27, 2000
APPENDIX A.1
HYDROLOGIC COMPUTATIONS
CHARACTER OF SURFACE:
Runoff
Coefficient
Percentage
Impervious Project: 335-008
Streets, Parking Lots, Roofs, Alleys, and Drives: Calculations By: ATC
Asphalt ……....……………...……….....…...……………….………………………………… 0.95 100% Date:
Concrete …….......……………….….……….………………..….…………………………… 0.95 90%
Gravel ……….…………………….….…………………………..…………………………… 0.50 40%
Roofs …….…….………………..……………….……………………………………………. 0.95 90%
Pavers…………………………...………………..……………………………………………. 0.40 22%
Lawns and Landscaping
Sandy Soil ……..……………..……………….…………………………………………….. 0.15 0%
Clayey Soil ….….………….…….…………..………………………………………………. 0.25 0% 2-year Cf
= 1.00 100-year Cf = 1.25
Basin ID
Basin Area
(s.f.)
Basin Area
(ac)
Area of
Asphalt
(ac)
Area of
Concrete
(ac)
Area of
Roofs
(ac)
Area of
Gravel
(ac)
Area of
Lawns and
Landscaping
(ac)
2-year
Composite
Runoff
Coefficient
10-year
Composite
Runoff
Coefficient
100-year
Composite
Runoff
Coefficient
Composite
% Imperv.
A 258746 5.94 1.020 0.247 1.827 0.000 2.846 0.49 0.49 0.62 49%
B 308405 7.08 1.138 0.228 1.763 0.000 3.951 0.42 0.42 0.52 41%
C 185130 4.25 1.027 0.176 0.620 0.000 2.428 0.41 0.41 0.51 41%
D 155074 3.56 0.000 0.000 0.000 0.000 3.560 0.25 0.25 0.31 0%
E 69696 1.60 0.648 0.125 0.216 0.000 0.612 0.59 0.59 0.73 60%
F 584140 13.41 0.300 0.000 0.000 0.000 0.000 0.73 0.73 0.91 70%
OS1 74923 1.72 0.000 0.000 0.000 0.000 0.000 0.35 0.35 0.44 N/A
OS2 291852 6.70 0.000 0.000 0.000 0.000 0.000 0.55 0.55 0.69 N/A
DEVELOPED COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS
Runoff Coefficients are taken from the City of Fort Collins Storm Drainage Design Criteria and Construction Standards, Table 3-3. % Impervious taken from UDFCD USDCM, Volume I.
Overland Flow, Time of Concentration:
Project: 335-008
Calculations By:
Date:
Gutter/Swale Flow, Time of Concentration:
Tt = L / 60V
Tc = Ti + Tt (Equation RO-2)
Velocity (Gutter Flow), V = 20·S½
Velocity (Swale Flow), V = 15·S½
NOTE: C-value for overland flows over grassy surfaces; C = 0.25
Is Length
>500' ?
C*Cf
(2-yr
Cf=1.00)
C*Cf
(10-yr
Cf=1.00)
C*Cf
(100-yr
Cf=1.25)
Length,
L
(ft)
Slope,
S
(%)
Ti
2-yr
(min)
Ti
10-yr
(min)
Ti
100-yr
(min)
Length,
L
(ft)
Slope,
S
(%)
Velocity,
V
(ft/s)
Tt
(min)
Length,
L
(ft)
Slope,
S
(%)
Velocity,
V
(ft/s)
Tt
(min)
2-yr
Tc
Rational Method Equation: Project: 335-008
Calculations By:
Date:
From Section 3.2.1 of the CFCSDDC
Rainfall Intensity:
A A 5.94 14 14 12 0.49 0.49 0.62 1.92 3.29 7.16 5.6 9.7 26.3
B B 7.08 14 14 13 0.42 0.42 0.52 1.92 3.29 7.04 5.7 9.8 26.2
C C 4.25 15 15 13 0.41 0.41 0.51 1.90 3.24 6.92 3.3 5.6 15.0
D D 3.56 35 35 34 0.25 0.25 0.31 1.18 2.02 4.20 1.1 1.8 4.7
E E 1.60 12 12 9 0.59 0.59 0.73 2.09 3.57 8.03 2.0 3.3 9.4
F F 13.41 15 15 12 0.73 0.73 0.91 1.87 3.19 7.29 18.3 31.2 89.2
OS1 OS1 1.72 25 25 23 0.35 0.35 0.44 1.43 2.44 5.26 0.9 1.5 4.0
OS2 OS2 6.70 22 22 16 0.55 0.55 0.69 1.55 2.64 6.30 5.7 9.7 29.0
Intensity,
i10
(in/hr)
Rainfall Intensity taken from the City of Fort Collins Storm Drainage Design Criteria (CFCSDDC), Figure 3.1
C10
Area, A
(acres)
Intensity,
i2
(in/hr)
100-yr
Tc
(min)
DEVELOPED RUNOFF COMPUTATIONS
C100
Design
Point
Flow,
Q100
(cfs)
Flow,
Q2
(cfs)
10-yr
Tc
(min)
2-yr
Tc
(min)
C2
Flow,
Q10
(cfs)
Intensity,
i100
(in/hr)
Basin(s)
ATC
November 1, 2014
Q C f C i A
APPENDIX A.2
STREET CAPACITY CALCULATIONS
Project: 335‐008
By: ATC
Date: 11/1/2014
Design Basin Street Street 2‐Yr 2‐Yr Comment
Point Name Slope Flow Capacity
(CFS) (CFS)
STREET CAPACITY SUMMARY
(CFS) (CFS)
1 Portion Basin A Fox Grove Dr. 0.60% 1.70 5.40 Capacity Not Exceeded
2 Portion Basin B Fox Grove Dr. 0.65% 2.95 5.70 Capacity Not Exceeded
3 Basin C Carriage Pkwy. 0.55% 3.30 5.20 Capacity Not Exceeded
4 Basin D Vixen Dr. 0.70% 1.10 5.90 Capacity Not Exceeded
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 10.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Manning's Roughness Behind Curb nBACK = 0.016
Height of Curb at Gutter Flow Line HCURB = 4.75 inches
Distance from Curb Face to Street Crown TCROWN = 15.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.098 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.006 ft/ft
Manning's Roughness for Street Section nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 14.0 15.0 ft
Warning 02 Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.6 12.3 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 5.4 6.5 cfs
Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height.
WARNING: MAJOR STORM max. allowable capacity is less than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
2-YR STREET CAPACITY
Design Pt. 1
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD Inlet 3.1-strt cap.xlsm, Q-Allow 11/24/2014, 12:33 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 10.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Manning's Roughness Behind Curb nBACK = 0.016
Height of Curb at Gutter Flow Line HCURB = 4.75 inches
Distance from Curb Face to Street Crown TCROWN = 15.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.098 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.007 ft/ft
Manning's Roughness for Street Section nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 14.0 15.0 ft
Warning 02 Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.6 12.3 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 5.7 6.7 cfs
Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height.
WARNING: MAJOR STORM max. allowable capacity is less than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
2-YR STREET CAPACITY
Design Pt. 2
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD Inlet 3.1-strt cap.xlsm, Q-Allow 11/24/2014, 12:34 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 10.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Manning's Roughness Behind Curb nBACK = 0.016
Height of Curb at Gutter Flow Line HCURB = 4.75 inches
Distance from Curb Face to Street Crown TCROWN = 15.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.098 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.006 ft/ft
Manning's Roughness for Street Section nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 14.0 15.0 ft
Warning 02 Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.6 12.3 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 5.2 6.2 cfs
Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height.
WARNING: MAJOR STORM max. allowable capacity is less than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
2-YR STREET CAPACITY
Design Pt. 3
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD Inlet 3.1-strt cap.xlsm, Q-Allow 11/24/2014, 12:40 PM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = 10.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.020 ft/ft
Manning's Roughness Behind Curb nBACK = 0.016
Height of Curb at Gutter Flow Line HCURB = 4.75 inches
Distance from Curb Face to Street Crown TCROWN = 25.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.098 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.007 ft/ft
Manning's Roughness for Street Section nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 14.0 15.0 ft
Warning 02 Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.6 12.3 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow = 5.9 7.0 cfs
Warning 02: Max Allowable Depth for Minor Storm is greater than the Curb Height.
WARNING: MAJOR STORM max. allowable capacity is less than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
2-YR STREET CAPACITY
Design Pt. 4
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD Inlet 3.1-strt cap.xlsm, Q-Allow 11/24/2014, 12:45 PM
APPENDIX A.3
INLET CALCULATIONS
Project: 335‐008
By: ATC
Date: 11/1/2014
Inlet Basin Inlet Inlet Design Design
ID Type Condition Storm Flow Inlet Capacity
(CFS) (CFS)
INLET CAPACITY SUMMARY
2‐2 Portion of Basin B Double Combination Sump 100‐yr 10.10 16.80
2‐3 Portion of Basin B Triple Combination Sump 100‐yr 19.20 23.90
4‐7 Portion of Basin C Single Combination Sump 100‐yr 1.20 7.90
4‐8 Portion of Basin C Double Combination Sump 100‐yr 9.10 16.80
5‐3 Portion of Basin C Single Combination Sump 100‐yr 3.00 7.90
5‐4 Portion of Basin C Single Combination Sump 100‐yr 1.50 7.90
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal
= 2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Flow Depth = 6.0 9.2 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = 3.00 3.00 feet
Warning 1 Width of a Unit Grate Wo
= 2.00 2.00 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= 0.31 0.31
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf
(G) = 0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw
(G) = 3.60 3.60
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co
(G) = 0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo
(C) = 3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert
= 6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat
= 5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp
= 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf
(C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.6) Cw
(C) = 3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co
(C) = 0.66 0.66
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 4.0 7.3 cfs
WARNING: Inlet Capacity less than Q Peak for Minor and Major Storms Q
PEAK REQUIRED = 6.0 16.0 cfs
Warning 1: Dimension entered is not a typical dimension for inlet type specified.
INLET IN A SUMP OR SAG LOCATION
335-008
Combo Inlet - Single
Denver No. 16 Combination
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
UD Inlet 3.1-comboinlet-double.xlsm, Inlet In Sump 11/25/2014, 2:09 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal
= 2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Flow Depth = 6.0 10.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = 3.00 3.00 feet
Warning 1 Width of a Unit Grate Wo
= 2.00 2.00 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= 0.31 0.31
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf
(G) = 0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw
(G) = 3.60 3.60
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co
(G) = 0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo
(C) = 3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert
= 6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat
= 5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp
= 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf
(C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.6) Cw
(C) = 3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co
(C) = 0.66 0.66
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 4.0 7.9 cfs
WARNING: Inlet Capacity less than Q Peak for Minor and Major Storms Q
PEAK REQUIRED = 6.0 16.0 cfs
Warning 1: Dimension entered is not a typical dimension for inlet type specified.
INLET IN A SUMP OR SAG LOCATION
335-008
Combo Inlet - Single-Parkway
Denver No. 16 Combination
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
UD Inlet 3.1-comboinlet-double.xlsm, Inlet In Sump 11/25/2014, 2:11 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal
= 2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 2 2
Water Depth at Flowline (outside of local depression) Flow Depth = 6.0 9.2 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = 3.00 3.00 feet
Warning 1 Width of a Unit Grate Wo
= 2.00 2.00 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= 0.31 0.31
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf
(G) = 0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw
(G) = 3.60 3.60
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co
(G) = 0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo
(C) = 3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert
= 6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat
= 5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp
= 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf
(C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.6) Cw
(C) = 3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co
(C) = 0.66 0.66
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 6.2 16.8 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q
PEAK REQUIRED = 6.0 16.0 cfs
Warning 1: Dimension entered is not a typical dimension for inlet type specified.
INLET IN A SUMP OR SAG LOCATION
335-008
Combo Inlet - Double
Denver No. 16 Combination
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
UD Inlet 3.1-comboinlet-double.xlsm, Inlet In Sump 11/25/2014, 2:12 PM
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal
= 2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 3 3
Water Depth at Flowline (outside of local depression) Flow Depth = 6.0 9.2 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = 3.00 3.00 feet
Warning 1 Width of a Unit Grate Wo
= 2.00 2.00 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= 0.31 0.31
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf
(G) = 0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw
(G) = 3.60 3.60
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co
(G) = 0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo
(C) = 3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert
= 6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat
= 5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp
= 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf
(C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.6) Cw
(C) = 3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co
(C) = 0.66 0.66
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 7.5 23.9 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q
PEAK REQUIRED = 6.0 16.0 cfs
Warning 1: Dimension entered is not a typical dimension for inlet type specified.
INLET IN A SUMP OR SAG LOCATION
335-008
Combo Inlet - Triple
Denver No. 16 Combination
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
UD Inlet 3.1-comboinlet-double.xlsm, Inlet In Sump 11/25/2014, 2:14 PM
APPENDIX A.4
STORM LINE AND CULVERT CALCULATIONS
Hydraflow Plan View
Project File: storm1.stm No. Lines: 7 11-24-2014
Hydraflow Storm Sewers 2005
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 Pipe - (117) 19.00 24 c 161.8 4911.60 4912.82 0.754 4913.07 4914.36 0.00 4914.36 End
2 STRM PIPE 1 1.60 15 c 38.4 4912.96 4913.34 0.989 4915.17* 4915.19* 0.00 4915.19 1
3 STRM PIPE 1-1 1.60 15 c 138.9 4913.38 4913.83 0.324 4915.19* 4915.26* 0.00 4915.26 2
4 STRM PIPE 1-2 1.60 15 c 41.8 4913.83 4913.97 0.335 4915.26* 4915.28* 0.00 4915.28 3
5 STRM PIPE 1-3 1.60 15 c 278.7 4913.97 4914.89 0.330 4915.28 4915.54 0.00 4915.54 4
6 STRM PIPE 1-4 1.60 15 c 42.3 4914.89 4915.03 0.330 4915.61 4915.65 0.00 4915.65 5
7 Pipe - (116) 17.40 24 c 115.3 4912.82 4913.69 0.755 4914.72 4915.17 n/a 4915.17 j 1
Project File: storm1.stm Number of lines: 7 Run Date: 11-24-2014
NOTES: c = cir; e = ellip; b = box; Return period = 2 Yrs. ; *Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Hydraflow Storm Sewers 2005
Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 24 19.00 4911.60 4913.07 1.47 2.48 7.65 0.91 4913.99 0.678 162 4912.82 4914.36 1.54** 2.60 7.30 0.83 4915.19 0.678 0.678 n/a 0.00 0.00
2 15 1.60 4912.96 4915.17 1.25 1.23 1.30 0.03 4915.19 0.052 38.4 4913.34 4915.19 1.25 1.23 1.30 0.03 4915.21 0.052 0.052 0.020 0.00 0.00
3 15 1.60 4913.38 4915.19 1.25 1.23 1.30 0.03 4915.21 0.052 139 4913.83 4915.26 1.25 1.23 1.30 0.03 4915.29 0.052 0.052 0.073 0.00 0.00
4 15 1.60 4913.83 4915.26 1.25 1.23 1.30 0.03 4915.29 0.052 41.8 4913.97 4915.28 1.25 1.23 1.30 0.03 4915.31 0.052 0.052 0.022 0.00 0.00
5 15 1.60 4913.97 4915.28 1.25 1.23 1.30 0.03 4915.31 0.052 279 4914.89 4915.54 0.65 0.64 2.48 0.10 4915.64 0.184 0.118 0.329 0.00 0.00
6 15 1.60 4914.89 4915.61 0.72 0.73 2.19 0.07 4915.68 0.132 42.3 4915.03 4915.65 0.62 0.61 2.63 0.11 4915.76 0.214 0.173 0.073 0.00 0.00
7 24 17.40 4912.82 4914.72 1.90 3.08 5.65 0.50 4915.21 0.436 115 4913.69 4915.17 j 1.48** 2.49 6.99 0.76 4915.93 0.629 0.532 n/a 0.00 0.00
Project File: storm1.stm Number of lines: 7 Run Date: 11-24-2014
Notes: ; ** Critical depth.; j-Line contains hyd. jump.
Hydraflow Storm Sewers 2005
Hydraflow Plan View
Project File: storm2.stm No. Lines: 2 11-25-2014
Hydraflow Storm Sewers 2005
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 STRM PIPE 2-1 29.31 24 c 14.0 4915.00 4915.07 0.500 4916.85* 4917.13* 0.00 4917.13 End
2 STRM PIPE 2-2 19.16 18 c 30.0 4915.10 4915.19 0.299 4917.13* 4917.99* 0.00 4917.99 1
Project File: storm2.stm Number of lines: 2 Run Date: 11-25-2014
NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; *Surcharged (HGL above crown).
Hydraflow Storm Sewers 2005
Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 24 29.31 4915.00 4916.85 1.85 3.04 9.64 1.45 4918.30 1.239 14.0 4915.07 4917.13 2.00 3.14 9.33 1.35 4918.49 1.431 1.335 0.186 0.00 0.00
2 18 19.16 4915.10 4917.13 1.50 1.77 10.84 1.83 4918.96 2.838 30.0 4915.19 4917.99 1.50 1.77 10.84 1.83 4919.81 2.837 2.837 0.851 0.00 0.00
Project File: storm2.stm Number of lines: 2 Run Date: 11-25-2014
Hydraflow Storm Sewers 2005
Hydraflow Plan View
Project File: storm3.stm No. Lines: 4 11-24-2014
Hydraflow Storm Sewers 2005
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 STRM PIPE 3 15.10 24 c 61.4 4915.90 4916.16 0.424 4917.28 4917.74 0.00 4917.74 End
2 STRM PIPE 3-1w 14.70 24 c 32.6 4916.16 4916.30 0.428 4917.90 4917.99 0.00 4917.99 1
3 STRM PIPE 3-1n 0.40 15 c 148.8 4916.14 4916.59 0.302 4918.24* 4918.24* 0.00 4918.24 1
4 STRM PIPE 3-2 0.40 15 c 87.8 4916.59 4916.85 0.296 4918.24* 4918.25* 0.00 4918.25 3
Project File: storm3.stm Number of lines: 4 Run Date: 11-24-2014
NOTES: c = cir; e = ellip; b = box; Return period = 2 Yrs. ; *Surcharged (HGL above crown).
Hydraflow Storm Sewers 2005
Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 24 15.10 4915.90 4917.28 1.38 2.31 6.55 0.67 4917.94 0.567 61.4 4916.16 4917.74 1.58 2.66 5.67 0.50 4918.24 0.407 0.487 0.299 0.00 0.00
2 24 14.70 4916.16 4917.90 1.74 2.90 5.07 0.40 4918.30 0.328 32.6 4916.30 4917.99 1.69 2.83 5.19 0.42 4918.41 0.342 0.335 0.109 0.00 0.00
3 15 0.40 4916.14 4918.24 1.25 1.23 0.33 0.00 4918.24 0.003 149 4916.59 4918.24 1.25 1.23 0.33 0.00 4918.25 0.003 0.003 0.005 0.00 0.00
4 15 0.40 4916.59 4918.24 1.25 1.23 0.33 0.00 4918.25 0.003 87.8 4916.85 4918.25 1.25 1.23 0.33 0.00 4918.25 0.003 0.003 0.003 0.00 0.00
Project File: storm3.stm Number of lines: 4 Run Date: 11-24-2014
Hydraflow Storm Sewers 2005
Hydraflow Plan View
Project File: storm4.stm No. Lines: 8 11-25-2014
Hydraflow Storm Sewers 2005
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 STRM PIPE 4 10.31 24 c 26.3 4917.00 4917.08 0.305 4918.14 4918.36 0.00 4918.36 End
2 STRM PIPE 4-1 10.31 24 c 44.1 4917.08 4917.21 0.295 4918.56 4918.64 0.00 4918.64 1
3 STRM PIPE 4-2 10.31 24 c 52.1 4917.21 4917.37 0.307 4918.76 4918.84 0.00 4918.84 2
4 STRM PIPE 4-3 10.31 18 c 15.7 4917.37 4917.42 0.317 4918.84 4918.92 0.00 4918.92 3
5 STRM 4-4 10.31 18 c 21.3 4917.42 4917.48 0.283 4918.92* 4919.10* 0.00 4919.10 4
6 STRM PIPE 4-5 10.31 15 c 75.8 4917.48 4917.71 0.303 4919.10* 4920.74* 0.00 4920.74 5
7 STRM PIPE 4-6 10.31 15 c 16.5 4916.54 4916.59 0.302 4920.74* 4921.10* 0.00 4921.10 6
8 STRM PIPE 4-7 9.14 15 c 30.0 4916.59 4916.68 0.301 4921.34* 4921.85* 0.00 4921.85 7
Project File: storm4.stm Number of lines: 8 Run Date: 11-25-2014
NOTES: c = cir; e = ellip; b = box; Return period = 2 Yrs. ; *Surcharged (HGL above crown).
Hydraflow Storm Sewers 2005
Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 24 10.31 4917.00 4918.14 1.14 1.84 5.59 0.49 4918.62 0.464 26.3 4917.08 4918.36 1.28 2.12 4.86 0.37 4918.73 0.324 0.394 0.104 0.00 0.00
2 24 10.31 4917.08 4918.56 1.48 2.49 4.14 0.27 4918.83 0.220 44.1 4917.21 4918.64 1.43 2.40 4.29 0.29 4918.93 0.240 0.230 0.101 0.00 0.00
3 24 10.31 4917.21 4918.76 1.55 2.61 3.95 0.24 4919.00 0.199 52.1 4917.37 4918.84 1.47 2.47 4.17 0.27 4919.11 0.224 0.211 0.110 0.00 0.00
4 18 10.31 4917.37 4918.84 1.47 1.76 5.86 0.53 4919.37 0.734 15.7 4917.42 4918.92 1.50 1.77 5.83 0.53 4919.45 0.813 0.774 0.122 0.00 0.00
5 18 10.31 4917.42 4918.92 1.50* 1.77 5.84 0.53 4919.45 0.822 21.3 4917.48 4919.10 1.50 1.77 5.83 0.53 4919.62 0.821 0.822 0.175 0.00 0.00
6 15 10.31 4917.48 4919.10 1.25 1.23 8.40 1.10 4920.19 2.173 75.8 4917.71 4920.74 1.25 1.23 8.40 1.10 4921.84 2.172 2.173 1.647 0.00 0.00
7 15 10.31 4916.54 4920.74 1.25 1.23 8.40 1.10 4921.84 2.173 16.5 4916.59 4921.10 1.25 1.23 8.40 1.10 4922.20 2.172 2.173 0.358 0.00 0.00
8 15 9.14 4916.59 4921.34 1.25 1.23 7.45 0.86 4922.20 1.708 30.0 4916.68 4921.85 1.25 1.23 7.45 0.86 4922.71 1.707 1.707 0.512 0.00 0.00
Project File: storm4.stm Number of lines: 8 Run Date: 11-25-2014
Notes: * Critical depth assumed.
Hydraflow Storm Sewers 2005
Hydraflow Plan View
5 No. Lines: 4 11-25-2014
Hydraflow Storm Sewers 2005
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 STRM PIPE 5 11.41 18 c 21.6 4917.00 4917.07 0.323 4918.29* 4918.63* 0.00 4918.63 End
2 Pipe - (107) 4.50 15 c 105.2 4917.07 4917.38 0.295 4919.06* 4919.50* 0.00 4919.50 1
3 STRM PIPE 5-2 4.50 15 c 18.0 4917.55 4917.60 0.280 4919.50* 4919.57* 0.00 4919.57 2
4 STRM PIPE 5-3 1.50 15 c 50.0 4917.60 4917.75 0.300 4919.76* 4919.78* 0.00 4919.78 3
5 Number of lines: 4 Run Date: 11-25-2014
NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; *Surcharged (HGL above crown).
Hydraflow Storm Sewers 2005
Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 18 11.41 4917.00 4918.29 1.29 1.62 7.04 0.77 4919.06 0.929 21.6 4917.07 4918.63 1.50 1.77 6.46 0.65 4919.27 1.006 0.967 0.209 0.00 0.00
2 15 4.50 4917.07 4919.06 1.25 1.23 3.67 0.21 4919.27 0.414 105 4917.38 4919.50 1.25 1.23 3.67 0.21 4919.71 0.414 0.414 0.435 0.00 0.00
3 15 4.50 4917.55 4919.50 1.25 1.23 3.67 0.21 4919.71 0.414 18.0 4917.60 4919.57 1.25 1.23 3.67 0.21 4919.78 0.414 0.414 0.074 0.00 0.00
4 15 1.50 4917.60 4919.76 1.25 1.23 1.22 0.02 4919.78 0.046 50.0 4917.75 4919.78 1.25 1.23 1.22 0.02 4919.81 0.046 0.046 0.023 0.00 0.00
5 Number of lines: 4 Run Date: 11-25-2014
Hydraflow Storm Sewers 2005
Hydraflow Plan View
Project File: storm6.stm No. Lines: 3 11-24-2014
Hydraflow Storm Sewers 2005
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 STRM PIPE 6 16.10 24 c 225.3 4914.22 4915.42 0.532 4915.64 4916.97 0.00 4916.97 End
2 STRM PIPE 6-1 16.10 18 c 39.1 4915.42 4915.63 0.537 4916.97* 4917.75* 0.00 4917.75 1
3 STRM PIPE 6-1 (1) 16.10 18 c 25.7 4915.63 4915.76 0.506 4917.75* 4918.27* 0.00 4918.27 2
Project File: storm6.stm Number of lines: 3 Run Date: 11-24-2014
NOTES: c = cir; e = ellip; b = box; Return period = 2 Yrs. ; *Surcharged (HGL above crown).
Hydraflow Storm Sewers 2005
Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 24 16.10 4914.22 4915.64 1.42 2.39 6.74 0.71 4916.35 0.593 225 4915.42 4916.97 1.55 2.61 6.17 0.59 4917.56 0.484 0.538 1.213 0.00 0.00
2 18 16.10 4915.42 4916.97 1.50 1.77 9.11 1.29 4918.26 2.004 39.1 4915.63 4917.75 1.50 1.77 9.11 1.29 4919.04 2.003 2.003 0.784 0.00 0.00
3 18 16.10 4915.63 4917.75 1.50 1.77 9.11 1.29 4919.04 2.004 25.7 4915.76 4918.27 1.50 1.77 9.11 1.29 4919.56 2.003 2.003 0.514 0.00 0.00
Project File: storm6.stm Number of lines: 3 Run Date: 11-24-2014
Hydraflow Storm Sewers 2005
Hydraflow Plan View
Project File: storm9.stm No. Lines: 1 11-24-2014
Hydraflow Storm Sewers 2005
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 STRM PIPE 8 5.00 18 c 102.3 4911.28 4913.12 1.799 4911.87 4913.97 0.00 4913.97 End
Project File: storm9.stm Number of lines: 1 Run Date: 11-24-2014
NOTES: c = cir; e = ellip; b = box; Return period = 2 Yrs.
Hydraflow Storm Sewers 2005
Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 18 5.00 4911.28 4911.87 0.59 0.65 7.69 0.92 4912.79 0.505 102 4913.12 4913.97 0.85** 1.04 4.82 0.36 4914.33 0.505 0.505 n/a 0.00 0.00
Project File: storm9.stm Number of lines: 1 Run Date: 11-24-2014
Notes: ; ** Critical depth.
Hydraflow Storm Sewers 2005
CULVERT MODELING OUTPUT
HY-8 Culvert Analysis Report
Table 1 - Summary of Culvert Flows at Crossing: Storm 7
Headwater Elevation (Total ft) Discharge (cfs)Culvert 1 Discharge
(cfs)
Roadway Discharge
(cfs)
Iterations
4916.76 5.00 5.00 0.00 1
4917.37 14.50 14.50 0.00 1
4917.78 24.00 24.00 0.00 1
4918.14 33.50 33.50 0.00 1
4918.49 43.00 43.00 0.00 1
4918.85 52.50 52.50 0.00 1
4919.28 62.00 62.00 0.00 1
4919.77 71.50 71.50 0.00 1
4920.02 75.90 75.90 0.00 1
4920.89 90.50 90.50 0.00 1
4921.51 100.00 100.00 0.00 1
4922.20 109.76 109.76 0.00 Overtopping
Rating Curve Plot for Crossing: Storm 7
Table 2 - Culvert Summary Table: Culvert 1
Total
Discharg
e (cfs)
Culvert
Discharg
e (cfs)
Headwate
r
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)
Tailwater
Velocity
(ft/s)
5.00 5.00 4916.76 0.700 0.0* 1-S2n 0.469 0.514 0.473 0.967 3.843 1.529
14.50 14.50 4917.37 1.221 1.308 1-S1t 0.811 0.886 1.441 1.441 2.475 1.995
24.00 24.00 4917.78 1.638 1.720 1-S1t 1.068 1.156 1.741 1.741 3.289 2.262
33.50 33.50 4918.14 1.980 2.083 1-S1t 1.297 1.378 1.973 1.973 4.035 2.459
43.00 43.00 4918.49 2.293 2.430 1-S1t 1.517 1.572 2.166 2.166 4.772 2.618
52.50 52.50 4918.85 2.612 2.788 5-S1t 1.745 1.746 2.335 2.335 5.538 2.751
62.00 62.00 4919.28 2.962 3.219 7-M1t 2.020 1.890 2.485 2.485 6.320 2.868
71.50 71.50 4919.77 3.358 3.713 4-FFf 2.500 2.023 2.500 2.622 7.283 2.972
75.90 75.90 4920.02 3.559 3.957 4-FFf 2.500 2.069 2.500 2.681 7.731 3.017
90.50 90.50 4920.89 4.310 4.830 4-FFf 2.500 2.223 2.500 2.864 9.218 3.153
100.00 100.00 4921.51 4.865 5.453 4-FFf 2.500 2.324 2.500 2.973 10.186 3.232
* theoretical depth is impractical. Depth reported is corrected.
********************************************************************************
Inlet Elevation (invert): 4916.06 ft, Outlet Elevation (invert): 4915.70 ft
Culvert Length: 72.00 ft, Culvert Slope: 0.0050
********************************************************************************
Culvert Performance Curve Plot: Culvert 1
Water Surface Profile Plot for Culvert: Culvert 1
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 4916.06 ft
Outlet Station: 72.00 ft
Outlet Elevation: 4915.70 ft
Number of Barrels: 2
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 2.50 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Inlet Type: Conventional
Inlet Edge Condition: Grooved End in Headwall
Inlet Depression: NONE
Table 3 - Downstream Channel Rating Curve (Crossing: Storm 7)
Flow (cfs) Water Surface
Elev (ft)
Depth (ft) Velocity (ft/s) Shear (psf) Froude Number
5.00 4916.67 0.97 1.53 0.22 0.39
14.50 4917.14 1.44 1.99 0.32 0.41
24.00 4917.44 1.74 2.26 0.39 0.43
33.50 4917.67 1.97 2.46 0.44 0.44
43.00 4917.87 2.17 2.62 0.49 0.44
52.50 4918.03 2.33 2.75 0.52 0.45
62.00 4918.19 2.49 2.87 0.56 0.45
71.50 4918.32 2.62 2.97 0.59 0.46
75.90 4918.38 2.68 3.02 0.60 0.46
90.50 4918.56 2.86 3.15 0.64 0.46
100.00 4918.67 2.97 3.23 0.67 0.47
Tailwater Channel Data - Storm 7
Tailwater Channel Option: Triangular Channel
Side Slope (H:V): 3.50 (_:1)
Channel Slope: 0.0036
Channel Manning's n: 0.0350
Channel Invert Elevation: 4915.70 ft
Roadway Data for Crossing: Storm 7
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 100.00 ft
Crest Elevation: 4922.20 ft
Roadway Surface: Paved
Roadway Top Width: 50.00 ft
HY-8 Culvert Analysis Report
Table 1 - Summary of Culvert Flows at Crossing: Storm 8
Headwater Elevation (Total ft) Discharge (cfs)Culvert 1 Discharge
(cfs)
Roadway Discharge
(cfs)
Iterations
4917.05 5.00 5.00 0.00 1
4917.65 14.50 14.50 0.00 1
4918.18 24.00 24.00 0.00 1
4918.68 33.50 33.50 0.00 1
4919.30 41.00 41.00 0.00 1
4920.40 52.50 52.50 0.00 1
4921.49 62.00 62.00 0.00 1
4922.62 71.50 70.70 0.61 24
4922.71 81.00 70.42 10.39 6
4922.77 90.50 69.96 20.45 5
4922.82 100.00 69.46 30.40 4
4922.60 70.66 70.66 0.00 Overtopping
Rating Curve Plot for Crossing: Storm 8
Table 2 - Culvert Summary Table: Culvert 1
Total
Discharg
e (cfs)
Culvert
Discharg
e (cfs)
Headwate
r
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)
Tailwater
Velocity
(ft/s)
5.00 5.00 4917.05 0.745 0.0* 1-S2n 0.526 0.543 0.533 0.967 3.690 1.529
14.50 14.50 4917.65 1.352 0.0* 1-S2n 0.941 0.953 0.943 1.441 4.976 1.995
24.00 24.00 4918.18 1.807 1.876 3-M1t 1.291 1.241 1.541 1.741 4.620 2.262
33.50 33.50 4918.68 2.264 2.378 7-M1t 1.749 1.470 1.773 1.973 5.688 2.459
41.00 41.00 4919.30 2.692 2.996 7-M2t 2.000 1.619 1.928 2.128 6.601 2.587
52.50 52.50 4920.40 3.503 4.104 4-FFf 2.000 1.789 2.000 2.335 8.356 2.751
62.00 62.00 4921.49 4.313 5.189 4-FFf 2.000 1.929 2.000 2.485 9.868 2.868
71.50 70.70 4922.62 5.149 6.317 4-FFf 2.000 2.000 2.000 2.622 11.252 2.972
81.00 70.42 4922.71 5.121 6.408 4-FFf 2.000 2.000 2.000 2.747 11.207 3.067
90.50 69.96 4922.77 5.074 6.470 4-FFf 2.000 2.000 2.000 2.864 11.134 3.153
100.00 69.46 4922.82 5.025 6.520 4-FFf 2.000 2.000 2.000 2.973 11.055 3.232
* theoretical depth is impractical. Depth reported is corrected.
********************************************************************************
Inlet Elevation (invert): 4916.30 ft, Outlet Elevation (invert): 4915.90 ft
Culvert Length: 93.60 ft, Culvert Slope: 0.0043
********************************************************************************
Culvert Performance Curve Plot: Culvert 1
Water Surface Profile Plot for Culvert: Culvert 1
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 4916.30 ft
Outlet Station: 93.60 ft
Outlet Elevation: 4915.90 ft
Number of Barrels: 2
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 2.00 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Inlet Type: Conventional
Inlet Edge Condition: Grooved End in Headwall
Inlet Depression: NONE
Table 3 - Downstream Channel Rating Curve (Crossing: Storm 8)
Flow (cfs) Water Surface
Elev (ft)
Depth (ft) Velocity (ft/s) Shear (psf) Froude Number
5.00 4916.67 0.97 1.53 0.22 0.39
14.50 4917.14 1.44 1.99 0.32 0.41
24.00 4917.44 1.74 2.26 0.39 0.43
33.50 4917.67 1.97 2.46 0.44 0.44
41.00 4917.83 2.13 2.59 0.48 0.44
52.50 4918.03 2.33 2.75 0.52 0.45
62.00 4918.19 2.49 2.87 0.56 0.45
71.50 4918.32 2.62 2.97 0.59 0.46
81.00 4918.45 2.75 3.07 0.62 0.46
90.50 4918.56 2.86 3.15 0.64 0.46
100.00 4918.67 2.97 3.23 0.67 0.47
Tailwater Channel Data - Storm 8
Tailwater Channel Option: Triangular Channel
Side Slope (H:V): 3.50 (_:1)
Channel Slope: 0.0036
Channel Manning's n: 0.0350
Channel Invert Elevation: 4915.70 ft
Roadway Data for Crossing: Storm 8
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 100.00 ft
Crest Elevation: 4922.60 ft
Roadway Surface: Paved
Roadway Top Width: 50.00 ft
APPENDIX A.5
RIPRAP CALCULATIONS
Circular
D or Da,
Pipe
Diameter
(ft)
H or Ha,
Culvert
Height
(ft)
W,
Culvert
Width
(ft)
Yt/D Q/D
1.5
Q/D
2.5 Y
t/H Q/WH
1.5
Storm Line 3 15.10 2.00 0.80 0.40 5.34 2.67 N/A N/A 4.80 2.67 3.02 8.52 Type M 10.00 10.00 1.5
Storm Line 4 10.30 2.00 0.80 0.40 3.64 1.82 N/A N/A 5.90 1.82 2.06 3.39 Type M 5.00 8.00 1.5
Storm Line 5 11.40 1.50 0.60 0.40 6.21 4.14 N/A N/A 3.30 4.14 2.28 7.59 Type M 8.00 10.00 1.5
Storm Line 6 16.10 2.00 0.80 0.40 5.69 2.85 N/A N/A 4.50 2.85 3.22 9.11 Type M 10.00 10.00 1.5
Storm Line 7 75.90 2.50 5.00 1.00 0.40 N/A N/A 0.40 3.84 2.20 3.84 15.18 33.40 Type M 35.00 20.00 1.5
Storm Line 8 41.00 2.00 4.00 0.80 0.40 N/A N/A 0.40 3.62 2.70 3.62 8.20 27.68 Type M 30.00 20.00 1.5
Storm Line 9 5.00 1.50 0.60 0.40 2.72 1.81 N/A N/A 6.10 1.81 1.00 1.02 Type M 5.00 12.00 1.5
By: ATC
CALCULATE
Date: 11/1/14
INPUT
Storm
Line/Culvert
Label
Design
Discharge
(cfs)
Expansion
Factor
1/(2tanq)
(From
Figure
MD‐23 or
MD‐24)
OUTPUT
Spec
Length
of
Riprap
(ft)
Box Culvert
Yt,
Tailwater
Depth
(ft)
Culvert Parameters
At=Q/V (ft)
CALCULATIONS FOR RIPRAP PROTECTION AT PIPE OUTLETS
Circular
Pipe
(Figure MD‐21)
DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE
Figure MD-21—Riprap Erosion Protection at Circular Conduit Outlet Valid for Q/D
2.5 ≤ 6.0
Rev. 04/2008 MD-107
Urban Drainage and Flood Control District
MAJOR DRAINAGE DRAINAGE CRITERIA MANUAL (V. 1)
Figure MD-22—Riprap Erosion Protection at Rectangular Conduit Outlet Valid for Q/WH
1.5 ≤ 8.0
MD-108 04/2008
Urban Drainage and Flood Control District
DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE
Figure MD-23—Expansion Factor for Circular Conduits
Rev. 04/2008 MD-109
Urban Drainage and Flood Control District
MAJOR DRAINAGE DRAINAGE CRITERIA MANUAL (V. 1)
Figure MD-24—Expansion Factor for Rectangular Conduits
MD-110 04/2008
Urban Drainage and Flood Control District
APPENDIX B
WATER WAWAWATER QUALITY DESIGN COMPUTATIONS
EXTENDED DETENTION WATER QUALITY POND DESIGN CALCULATIONS
Pond 1
Project: 335-008
By: ATC
Date: 11/1/14
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA = 20.960 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS PERCENT = 64.00 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO = 0.6400 <-- CALCULATED
WQCV (watershed inches) = 0.250 <-- CALCULATED from Figure EDB-2
WQCV (ac-ft) = 0.525 <-- CALCULATED from UDFCD DCM V.3 Section 6.5
WQ Depth (ft) = 1.700 <-- INPUT from stage-storage table
AREA REQUIRED PER ROW, a (in
2
) = 1.489 <-- CALCULATED from Figure EDB-3
CIRCULAR PERFORATION SIZING:
dia (in) = 1 3/8 <-- INPUT from Figure 5
number of columns = 1
EXTENDED DETENTION WATER QUALITY POND DESIGN CALCULATIONS
Pond 3
Project: 335-008
By: ATC
Date: 11/1/14
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA = 3.540 <-- INPUT from impervious calcs
(50% OF BASIN AREA; REMAINDER TREATED VIA PLD)
BASIN IMPERVIOUSNESS PERCENT = 41.00 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO = 0.4100 <-- CALCULATED
WQCV (watershed inches) = 0.182 <-- CALCULATED from Figure EDB-2
WQCV (ac-ft) = 0.065 <-- CALCULATED from UDFCD DCM V.3 Section 6.5
WQ Depth (ft) = 1.200 <-- INPUT from stage-storage table
AREA REQUIRED PER ROW, a (in
2
) = 0.248 <-- CALCULATED from Figure EDB-3
CIRCULAR PERFORATION SIZING:
dia (in) = 1/2 <-- INPUT from Figure 5
number of columns = 1
EXTENDED DETENTION WATER QUALITY POND DESIGN CALCULATIONS
Pond 4
Project: 335-008
By: ATC
Date: 11/1/14
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA = 2.130 <-- INPUT from impervious calcs
(50% OF BASIN AREA; REMAINDER TREATED VIA PLD)
BASIN IMPERVIOUSNESS PERCENT = 41.00 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO = 0.4100 <-- CALCULATED
WQCV (watershed inches) = 0.182 <-- CALCULATED from Figure EDB-2
WQCV (ac-ft) = 0.039 <-- CALCULATED from UDFCD DCM V.3 Section 6.5
WQ Depth (ft) = 1.000 <-- INPUT from stage-storage table
AREA REQUIRED PER ROW, a (in
2
) = 0.162 <-- CALCULATED from Figure EDB-3
CIRCULAR PERFORATION SIZING:
dia (in) = 1/2 <-- INPUT from Figure 5
number of columns = 1
WATER QUALITY POND DESIGN CALCULATIONS FOR PLD
POND 2
Project: 335-008
By: ATC
Date: 11/1/14
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA = 5.940 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS PERCENT = 49.00 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO = 0.4900 <-- CALCULATED
WQCV (watershed inches) = 0.155 <-- CALCULATED from Figure EDB-2
WQCV (ac-ft) = 0.077 <-- CALCULATED from UDFCD DCM V.3 Section 6.5
WATER QUALITY POND DESIGN CALCULATIONS FOR PLD
POND 3
Project: 335-008
By: ATC
Date: 11/1/14
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA = 7.080 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS PERCENT = 41.00 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO = 0.4100 <-- CALCULATED
WQCV (watershed inches) = 0.155 <-- CALCULATED from Figure EDB-2
WQCV (ac-ft) = 0.091 <-- CALCULATED from UDFCD DCM V.3 Section 6.5
WATER QUALITY POND DESIGN CALCULATIONS FOR PLD
POND 4
Project: 335-008
By: ATC
Date: 11/1/14
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA = 4.250 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS PERCENT = 41.00 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO = 0.4100 <-- CALCULATED
WQCV (watershed inches) = 0.155 <-- CALCULATED from Figure EDB-2
WQCV (ac-ft) = 0.055 <-- CALCULATED from UDFCD DCM V.3 Section 6.5
APPENDIX C
STORMWATER MANAGEMENT MODEL (SWMM)
Elevation (ft) Area (sf) Depth (ft) Ave. End
Inc. Vol.
(cu ft)
Ave. End
Total Vol.
(cu ft)
Conic Inc.
Vol. (cu
ft)
Conic
Total Vol.
(cu ft)
Conic
Total Vol.
(ac‐ft)
4,912.40 135.36 N/A N/A 0 N/A 0
4,912.60 632.11 0.2 76.75 76.75 70.67 70.67 0.001622
4,912.80 1,494.25 0.2 212.64 289.38 206.55 277.21 0.006364
4,913.00 2,706.26 0.2 420.05 709.43 414.1 691.31 0.01587
4,913.20 4,404.29 0.2 711.06 1420.49 704.2 1395.51 0.032037
4,913.40 6,684.27 0.2 1108.86 2529.35 1100.96 2496.47 0.057311
4,913.60 9,552.56 0.2 1623.68 4153.03 1615.17 4111.64 0.09439
4,913.80 13,081.04 0.2 2263.36 6416.39 2254.14 6365.77 0.146138
4,914.00 15,488.44 0.2 2856.95 9273.34 2853.56 9219.33 0.211647
4,914.20 17,092.01 0.2 3258.05 12531.38 3256.73 12476.06 0.286411
4,914.40 18,291.38 0.2 3538.34 16069.72 3537.66 16013.72 0.367624
4,914.60 19,109.69 0.2 3740.11 19809.82 3739.81 19753.53 0.453479
4,914.80 19,864.87 0.2 3897.46 23707.28 3897.21 23650.74 0.542946
4,915.00 20,623.85 0.2 4048.87 27756.15 4048.63 27699.38 0.63589
4,915.20 21,388.33 0.2 4201.22 31957.37 4200.99 31900.36 0.732331
4,915.40 22,157.00 0.2 4354.53 36311.9 4354.31 36254.67 0.832293
4,915.60 22,929.56 0.2 4508.66 40820.56 4508.44 40763.1 0.935792
4,915.80 23,706.16 0.2 4663.57 45484.13 4663.36 45426.46 1.042848
4,916.00 24,487.60 0.2 4819.38 50303.51 4819.17 50245.63 1.153481
4,916.20 25,274.29 0.2 4976.19 55279.7 4975.98 55221.61 1.267714
4,916.40 26,070.45 0.2 5134.47 60414.17 5134.27 60355.88 1.38558
4,916.60 26,877.12 0.2 5294.76 65708.93 5294.55 65650.43 1.507126
4,916.80 27,681.39 0.2 5455.85 71164.78 5455.65 71106.08 1.632371
4,917.00 28,487.47 0.2 5616.89 76781.66 5616.69 76722.78 1.761313
4,917.20 29,297.89 0.2 5778.54 82560.2 5778.35 82501.12 1.893965
4,917.40 30,113.30 0.2 5941.12 88501.32 5940.93 88442.05 2.03035
4,917.60 30,933.29 0.2 6104.66 94605.98 6104.48 94546.53 2.17049
4,917.80 31,758.30 0.2 6269.16 100875.1 6268.98 100815.5 2.314406
4,918.00 32,588.66 0.2 6434.7 107309.8 6434.52 107250 2.462122
4,918.20 33,424.49 0.2 6601.31 113911.2 6601.14 113851.2 2.613663
4918.4 34265.78 0.2 6769.03 120680.2 6768.85 120620 2.769055
4918.6 35112.86 0.2 6937.86 127618 6937.69 127557.7 2.928322
4918.8 35966.43 0.2 7107.93 134726 7107.76 134665.5 3.091494
4919 36826.53 0.2 7279.3 142005.3 7279.13 141944.6 3.258599
4919.2 37693.19 0.2 7451.97 149457.2 7451.8 149396.4 3.429669
4919.4 38566.42 0.2 7625.96 157083.2 7625.79 157022.2 3.604733
4919.6 39445.9 0.2 7801.23 164884.4 7801.07 164823.3 3.783821
4919.8 40331.58 0.2 7977.75 172862.2 7977.58 172800.8 3.966961
4920 41223.57 0.2 8155.51 181017.7 8155.35 180956.2 4.154183
STAGE STORAGE TABLE‐POND 1
Elevation
(ft)
Area (sf) Depth (ft) Ave. End
Inc. Vol.
(cu ft)
Ave. End
Total Vol.
(cu ft)
Conic Inc.
Vol. (cu
ft)
Conic
Total Vol.
(cu ft)
Conic
Total Vol.
(ac‐ft)
4,915.80 6.09 N/A N/A 0 N/A 0 0
4,916.00 160.93 0.2 16.7 16.7 13.22 13.22 0.000303
4,916.20 507.61 0.2 66.85 83.56 63.62 76.85 0.001764
4,916.40 1,049.65 0.2 155.73 239.28 152.48 229.33 0.005265
4,916.60 1,789.67 0.2 283.93 523.21 280.66 509.99 0.011708
4,916.80 2,748.58 0.2 453.83 977.04 450.41 960.4 0.022048
4,917.00 3,808.81 0.2 655.74 1632.78 652.86 1613.26 0.037035
4,917.20 4,705.62 0.2 851.44 2484.22 849.86 2941.78 0.067534
4,917.40 5,514.14 0.2 1021.98 3506.2 1020.91 4474.81 0.102728
4,917.60 6,371.54 0.2 1188.57 4694.77 1187.54 6208.7 0.142532
4,917.80 7,104.87 0.2 1347.64 6042.41 1346.98 8136.99 0.1868
4,918.00 7,868.75 0.2 1497.36 7539.77 1496.71 10250.78 0.235326
4,918.20 8,922.04 0.2 1679.08 9218.85 1677.98 11928.23 0.273834
4,918.40 10,214.98 0.2 1913.7 11132.55 1912.24 13840.48 0.317734
4,918.60 15,118.93 0.2 2533.39 13665.94 2517.42 16357.89 0.375525
4,918.80 16,153.28 0.2 3127.22 16793.16 3126.65 19484.54 0.447303
4,919.00 17,017.89 0.2 3317.12 20110.28 3316.74 22801.29 0.523446
STAGE STORAGE TABLE‐POND 2
Elevation
(ft)
Area (sf) Depth (ft) Ave. End
Inc. Vol.
(cu ft)
Ave. End
Total Vol.
(cu ft)
Conic Inc.
Vol. (cu
ft)
Conic Total
Vol. (cu ft)
Conic
Total Vol.
(ac‐ft)
4,915.40 200.27 N/A N/A 0 N/A 0 0
4,915.60 550.95 0.2 75.12 75.12 72.23 72.23 0.0016582
4,915.80 1,039.09 0.2 159 234.13 156.44 228.67 0.0052495
4,916.00 1,674.06 0.2 271.32 505.44 268.8 497.47 0.0114203
4,916.20 2,464.50 0.2 413.86 919.3 411.32 1247.48 0.0286382
4,916.40 3,203.81 0.2 566.83 1486.13 565.22 2205.58 0.0506331
4,916.60 4,013.45 0.2 721.73 2207.85 720.21 3373.93 0.0774548
4,916.80 4,866.97 0.2 888.04 3095.9 886.67 4764.9 0.1093871
4,917.00 5,819.16 0.2 1068.61 4164.51 1067.2 6393.4 0.1467723
4,917.20 10,039.00 0.2 1585.82 5750.32 1566.76 7959.84 0.1827328
4,917.40 11,348.69 0.2 2138.77 7889.09 2137.43 10097.27 0.2318014
4,917.60 12,776.92 0.2 2412.56 10301.65 2411.15 12508.42 0.2871538
4,917.80 13,833.73 0.2 2661.06 12962.72 2660.36 15168.79 0.3482275
4,918.00 14,983.23 0.2 2881.7 15844.41 2880.93 18049.72 0.4143646
4,918.20 16,263.54 0.2 3124.68 18969.09 3123.8 21173.52 0.4860771
4,918.40 17,639.79 0.2 3390.33 22359.42 3389.4 24562.92 0.5638871
4,918.60 18,915.69 0.2 3655.55 26014.97 3654.81 28217.73 0.6477899
4,918.80 20,130.26 0.2 3904.6 29919.57 3903.97 32121.69 0.7374125
4,919.00 21,403.31 0.2 4153.36 34072.93 4152.71 36274.4 0.8327456
4,919.20 22,686.78 0.2 4409.01 38481.94 4408.39 40682.79 0.9339483
4,919.40 23,715.28 0.2 4640.21 43122.14 4639.83 45322.61 1.040464
4,919.60 24,545.23 0.2 4826.05 47948.19 4825.81 50148.43 1.1512495
4,919.80 25,411.43 0.2 4995.67 52943.86 4995.42 55143.84 1.2659284
4,920.00 26,313.87 0.2 5172.53 58116.39 5172.27 60316.11 1.3846674
4920.5 38604 0.5 *Interpolated contour‐incld. 6" street depth 1.707
STAGE STORAGE TABLE‐POND 3
Elevation
(ft)
Area (sf) Depth (ft) Ave. End
Inc. Vol.
(cu ft)
Ave. End
Total Vol.
(cu ft)
Conic Inc.
Vol. (cu
ft)
Conic
Total Vol.
(cu ft)
Conic
Total Vol.
(ac‐ft)
4,917.00 99.43 N/A N/A 0 N/A 0 0
4,917.20 412.23 0.2 51.17 51.17 47.61 250.22 0.005744
4,917.40 955.03 0.2 136.73 187.89 132.98 607.25 0.013941
4,917.60 1,721.40 0.2 267.64 455.54 263.91 1117.43 0.025653
4,917.80 2,699.43 0.2 442.08 897.62 438.43 1825.12 0.041899
4,918.00 3,911.34 0.2 661.08 1558.7 657.34 2775.46 0.063716
4,918.20 6,879.13 0.2 1079.05 2637.74 1065.18 3840.45 0.088165
4,918.40 8,302.06 0.2 1518.12 4155.86 1515.89 5356.34 0.122965
4,918.60 8,649.15 0.2 1695.12 5850.98 1695 7051.34 0.161876
4,918.80 9,038.77 0.2 1768.79 7619.78 1768.65 8819.99 0.202479
4,919.00 9,440.45 0.2 1847.92 9467.7 1847.78 10667.77 0.244898
4,919.20 9,850.21 0.2 1929.07 11396.77 1928.92 12596.69 0.28918
4,919.40 10,268.08 0.2 2011.83 13408.6 2011.68 14608.37 0.335362
4,919.60 10,694.04 0.2 2096.21 15504.81 2096.07 16704.44 0.383481
4,919.80 11,128.10 0.2 2182.21 17687.02 2182.07 18886.51 0.433575
4,920.00 11,570.25 0.2 2269.83 19956.86 2269.69 21156.2 0.48568
4,920.20 12,020.50 0.2 2359.08 22315.93 2358.93 23515.13 0.539833
4,920.40 12,478.85 0.2 2449.93 24765.87 2449.79 25964.93 0.596073
4,920.60 12,945.29 0.2 2542.41 27308.28 2542.27 28507.2 0.654435
4,920.80 13,419.83 0.2 2636.51 29944.79 2636.37 31143.57 0.714958
4,921.00 13,902.47 0.2 2732.23 32677.02 2732.09 33875.66 0.777678
4,921.20 14,393.20 0.2 2829.57 35506.59 2829.42 36705.08 0.842633
4,921.40 14,892.03 0.2 2928.52 38435.11 2928.38 39633.46 0.909859
4,921.60 15,398.95 0.2 3029.1 41464.21 3028.96 42662.42 0.979394
STAGE STORAGE TABLE‐POND 4
ORIFICE RATING CURVE
POND 1
PROJECT: 335-008
DATE: 2-17-15
BY: ATC
ORIFICE RATING
Orifice Dia (in) 6.8
Orifice Area (sf) 0.2522
Orifice invert (ft) 4912.4
Orifice Coefficient 0.65
Outlet
Orifice Area Stage release
(SF) (FT) (CFS)
0.2522 4912.4 0.00
0.2522 4912.6 0.00
0.2522 4912.8 0.45
0.2522 4913 0.74
0.2522 4913.2 0.95
0.2522 4913.4 1.11
0.2522 4913.6 1.26
0.2522 4913.8 1.39
0.2522 4914 1.51
0.2522 4914.2 1.62
0.2522 4914.4 1.72
0.2522 4914.6 1.82
0.2522 4914.8 1.91
0.2522 4915 2.00
0.2522 4915.2 2.09
0.2522 4915.4 2.17
0.2522 4915.6 2.25
0.2522 4915.8 2.32
0.2522 4916 2.40
0.2522 4916.2 2.47
0.2522 4916.4 2.54
0.2522 4916.6 2.60
0.2522 4916.8 2.67
0.2522 4917 2.73
ORIFICE RATING CURVE
POND 3
PROJECT: 335-008
DATE: 2-17-15
BY: ATC
ORIFICE RATING
Orifice Dia (in) 5.1
Orifice Area (sf) 0.1419
Orifice invert (ft) 4915.4
Orifice Coefficient 0.65
Outlet
Orifice Area Stage release
(SF) (FT) (CFS)
0.1419 4915.4 0.00
0.1419 4915.6 0.00
0.1419 4915.8 0.32
0.1419 4916 0.46
0.1419 4916.2 0.57
0.1419 4916.4 0.66
0.1419 4916.6 0.74
0.1419 4916.8 0.81
0.1419 4917 0.87
0.1419 4917.2 0.93
0.1419 4917.4 0.99
0.1419 4917.6 1.04
0.1419 4917.8 1.09
0.1419 4918 1.14
0.1419 4918.2 1.19
0.1419 4918.4 1.24
0.1419 4918.6 1.28
0.1419 4918.8 1.32
0.1419 4919 1.36
0.1419 4919.2 1.40
0.1419 4919.4 1.44
0.1419 4919.6 1.48
0.1419 4919.8 1.51
0.1419 4920 1.55
0.1419 4920.1 1.57
ORIFICE RATING CURVE
POND 4
PROJECT: 335-008
DATE: 2-17-15
BY: ATC
ORIFICE RATING
Orifice Dia (in) 2.5
Orifice Area (sf) 0.0341
Orifice invert (ft) 4917
Orifice Coefficient 0.65
Outlet
Orifice Area Stage release
(SF) (FT) (CFS)
0.0341 4917 0.00
0.0341 4917.2 0.00
0.0341 4917.4 0.10
0.0341 4917.6 0.13
0.0341 4917.8 0.15
0.0341 4918 0.17
0.0341 4918.2 0.19
0.0341 4918.4 0.20
0.0341 4918.6 0.22
0.0341 4918.8 0.23
0.0341 4919 0.24
0.0341 4919.2 0.26
0.0341 4919.4 0.27
0.0341 4919.6 0.28
0.0341 4919.8 0.29
0.0341 4920 0.30
0.0341 4920.2 0.31
0.0341 4920.4 0.32
0.0341 4920.6 0.33
0.0341 4920.8 0.34
0.0341 4921 0.35
0.0341 4921.2 0.36
0.0341 4921.4 0.37
0.0341 4921.6 0.38
B2 B3 B4
B1
C1
O2
O3
O1 O4
J1
BoxelderCreek
P2 P3
P1 P4
FtCollins-100yr
11/21/2012 00:15:00
SWMM 5 Page 1
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022)
--------------------------------------------------------------
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ NO
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... KINWAVE
Starting Date ............ NOV-21-2012 00:00:00
Ending Date .............. NOV-21-2012 06:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:15:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 30.00 sec
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 5.770 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 1.268 0.806
Surface Runoff ........... 4.466 2.840
Final Surface Storage .... 0.071 0.045
Continuity Error (%) ..... -0.619
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 4.466 1.455
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 1.952 0.636
Internal Outflow ......... 0.000 0.000
Storage Losses ........... 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 2.513 0.819
Continuity Error (%) ..... 0.037
********************************
SWMM 5 Page 1
Highest Flow Instability Indexes
********************************
Link O2 (16)
Link C1 (2)
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 30.00 sec
Average Time Step : 30.00 sec
Maximum Time Step : 30.00 sec
Percent in Steady State : 0.00
Average Iterations per Step : 1.00
***************************
Subcatchment Runoff Summary
***************************
--------------------------------------------------------------------------------------------------------
Total Total Total Total Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Coeff
Subcatchment in in in in in 10^6 gal CFS
--------------------------------------------------------------------------------------------------------
B2 3.67 0.00 0.00 0.75 2.90 0.47 44.00 0.790
B3 3.67 0.00 0.00 0.87 2.78 0.53 47.91 0.757
B4 3.67 0.00 0.00 0.87 2.78 0.32 28.77 0.757
B1 3.67 0.00 0.00 0.56 3.08 0.13 14.14 0.839
******************
Node Depth Summary
******************
---------------------------------------------------------------------
Average Maximum Maximum Time of Max
Depth Depth HGL Occurrence
Node Type Feet Feet Feet days hr:min
---------------------------------------------------------------------
J1 JUNCTION 0.18 0.21 101.21 0 02:10
BoxelderCreek OUTFALL 0.18 0.21 100.21 0 02:10
P2 STORAGE 0.17 0.96 105.96 0 00:51
P3 STORAGE 4.52 5.56 111.56 0 02:09
P4 STORAGE 3.71 4.35 111.35 0 02:15
P1 STORAGE 2.01 2.56 104.56 0 02:10
*******************
Node Inflow Summary
*******************
-------------------------------------------------------------------------------------
Maximum Maximum Lateral Total
Lateral Total Time of Max Inflow Inflow
Inflow Inflow Occurrence Volume Volume
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal
-------------------------------------------------------------------------------------
J1 JUNCTION 0.00 4.85 0 02:10 0.000 0.636
BoxelderCreek OUTFALL 0.00 4.85 0 02:10 0.000 0.636
P2 STORAGE 44.00 44.00 0 00:40 0.467 0.467
SWMM 5 Page 2
P3 STORAGE 47.91 47.91 0 00:40 0.534 0.534
P4 STORAGE 28.77 28.77 0 00:40 0.320 0.320
P1 STORAGE 14.14 27.06 0 00:40 0.134 0.600
**********************
Node Surcharge Summary
**********************
Surcharging occurs when water rises above the top of the highest conduit.
---------------------------------------------------------------------
Max. Height Min. Depth
Hours Above Crown Below Rim
Node Type Surcharged Feet Feet
---------------------------------------------------------------------
P2 STORAGE 6.01 0.963 9.037
P3 STORAGE 6.01 5.563 4.437
P4 STORAGE 6.01 4.349 5.651
P1 STORAGE 6.01 2.563 7.437
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
--------------------------------------------------------------------------------------------
Average Avg E&I Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS
--------------------------------------------------------------------------------------------
P2 2.151 0 0 18.548 1 0 00:50 16.85
P3 45.871 27 0 61.498 36 0 02:09 1.60
P4 32.700 19 0 40.391 24 0 02:14 0.40
P1 44.431 4 0 65.719 7 0 02:09 2.85
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg. Max. Total
Freq. Flow Flow Volume
Outfall Node Pcnt. CFS CFS 10^6 gal
-----------------------------------------------------------
BoxelderCreek 97.09 4.05 4.85 0.636
-----------------------------------------------------------
System 97.09 4.05 4.85 0.636
********************
Link Flow Summary
********************
SWMM 5 Page 3
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
C1 CONDUIT 4.85 0 02:10 12.57 0.00 0.02
O2 DUMMY 16.85 0 00:51
O3 DUMMY 1.60 0 00:48
O4 DUMMY 0.40 0 01:25
O1 DUMMY 2.85 0 02:10
*************************
Conduit Surcharge Summary
*************************
No conduits were surcharged.
Analysis begun on: Tue Nov 25 12:45:24 2014
Analysis ended on: Tue Nov 25 12:45:24 2014
Total elapsed time: < 1 sec
SWMM 5 Page 4
POND 1 ‐ INTERIM CONDITION
STAGE STORAGE TABLE
ELEV AREA DEPTH VOLUME VOLUME
(ft) (sq ft) (ft) (cu ft) (ac ft)
4,912.40 72.44 N/A 0 0
4,912.60 514.75 0.2 52.02 0.001194
4 4,912.912 80 1 1,344.344 91 02 0.2 231 231.47 0 0.005314
4,913.00 2,549.50 0.2 614.54 0.014108
4,913.20 4,236.59 0.2 1286.05 0.029524
4,913.40 6,558.62 0.2 2357.15 0.054113
4,913.60 9,499.85 0.2 3953.94 0.09077
4,913.80 13,144.51 0.2 6208.53 0.142528
4,, 914.00 15,, 525.72 0.2 9072.25 0.20827
4,914.20 17,150.59 0.2 12338.54 0.283254
4,914.40 18,346.76 0.2 15887.6 0.364729
4,914.60 19,178.53 0.2 19639.82 0.450868
4,914.80 19,947.03 0.2 23552.13 0.540683
4,915.00 20,718.98 0.2 27618.49 0.634033
4,915.20 21,494.37 0.2 31839.58 0.730936
4 4,915.915 40 22 22,273.273 20 02 0.2 36216 36216.11 0 0.831407
4,915.60 23,055.48 0.2 40748.75 0.935463
4,915.80 23,841.20 0.2 45438.2 1.043118
4,916.00 24,630.37 0.2 50285.14 1.154388
4,916.20 25,422.98 0.2 55290.27 1.26929
4,916.40 26,219.03 0.2 60454.27 1.387839
4,916.60 27,018.53 0.2 65777.82 1.510051
4,916.80 27,821.47 0.2 71261.63 1.635942
4,917.00 28,627.85 0.2 76906.36 1.765527
4,917.20 29,437.68 0.2 82712.73 1.898823
4,917.40 30,250.95 0.2 88681.41 2.035845
4,917.60 31,067.67 0.2 94813.09 2.176609
4,917.80 31,887.83 0.2 101108.5 2.321131
4 4,918 918.00 32 32,711 711.43 02 0.2 107568 107568.2 2 2.469426
4,918.20 33,538.48 0.2 114193 2.621511
4,918.40 34,368.97 0.2 120983.6 2.777402
4,918.60 35,202.91 0.2 127940.6 2.937113
4,918.80 36,040.29 0.2 135064.8 3.100661
4,919.00 36,881.11 0.2 142356.8 3.268062
4,919.20 37,725.37 0.2 149817.3 3.439331
4,919.40 38,573.09 0.2 157446.9 3.614484
4,919.60 39,424.24 0.2 165246.5 3.793538
4,919.80 40,278.84 0.2 173216.7 3.976508
4,920.00 41,136.88 0.2 181358.1 4.163409
POND 2
STAGE STORAGE TABLE
ELEV AREA DEPTH VOLUME VOLUME
(ft) (sq ft) (ft) (cu ft) (ac ft)
4,915.80 3.52 N/A 0 0
4,916.00 149.99 0.2 11.77 0.00027
4,916.20 506.05 0.2 73.87 0.001696
4,916.40 1,087.67 0.2 229.58 0.00527
4,916.60 1,938.33 0.2 528.11 0.012124
4,916.80 2,997.78 0.2 1017.88 0.023367
4,917.00 4,068.39 0.2 1721.78 0.039527
4,917.20 4,889.73 0.2 2616.34 0.071042
4,917.40 5,668.42 0.2 3671.19 0.107015
4,917.60 6,532.24 0.2 4890.24 0.147542
4,917.80 7,301.45 0.2 6272.9 0.192629
4,918.00 8,040.89 0.2 7806.54 0.242003
4,918.20 12,173.21 0.2 9813.72 0.288079
4,918.40 13,394.42 0.2 12369.51 0.346752
4,918.60 14,708.41 0.2 15178.77 0.411244
4,918.80 15,915.22 0.2 18240.34 0.481528
4,919.00 16,998.29 0.2 21531.09 0.557073
POND 3
STAGE STORAGE TABLE
ELEV AREA DEPTH VOLUME VOLUME
(ft) (sq ft) (ft) (cu ft) (ac ft)
4,915.20 19.98 N/A 0 0
4,915.40 208.02 0.2 19.5 0.000448
4,915.60 564.33 0.2 93.83 0.002154
4,915.80 1,055.44 0.2 253.27 0.005814
4,916.00 1,690.09 0.2 525.34 0.01206
4,916.20 2,475.76 0.2 939.43 0.029326
4,916.40 3,205.57 0.2 1506 0.051352
4,916.60 4,012.37 0.2 2226.28 0.078175
4,916.80 4,865.15 0.2 3112.67 0.110101
4,917.00 5,820.34 0.2 4179.79 0.147485
4,917.20 10,045.54 0.2 5747.28 0.183455
4,917.40 11,355.15 0.2 7886.01 0.232553
4,917.60 12,783.83 0.2 10298.5 0.287936
4,917.80 13,838.52 0.2 12960.04 0.349037
4,918.00 14,984.43 0.2 15841.58 0.415188
4,918.20 16,262.81 0.2 18965.43 0.486902
4,918.40 17,635.81 0.2 22354.36 0.564701
4,918.60 18,910.45 0.2 26008.24 0.648582
4,918.80 20,126.33 0.2 29911.29 0.738184
4,919.00 21,394.16 0.2 34062.69 0.833487
4,919.20 22,686.63 0.2 38470.14 0.934668
4,919.40 23,705.36 0.2 43108.97 1.041161
4,919.60 24,510.19 0.2 47930.3 1.151843
4,919.80 25,346.52 0.2 52915.74 1.266293
4,920.00 26,214.36 0.2 58071.58 1.384655
4,920.20 27,113.71 0.2 63404.14 1.507074
ULTIMATE CONDITION SWMM MODEL OUTPUT
B2 B3
B4
B1
C1
O2
O3
O1 O4
J1
BoxelderCreek
P2 P3
P1 P4
FtCollins-100yr
11/21/2012 00:15:00
SWMM 5 Page 1
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022)
--------------------------------------------------------------
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ NO
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... KINWAVE
Starting Date ............ NOV-21-2012 00:00:00
Ending Date .............. NOV-21-2012 06:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:15:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 30.00 sec
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 9.870 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 1.723 0.640
Surface Runoff ........... 8.062 2.997
Final Surface Storage .... 0.151 0.056
Continuity Error (%) ..... -0.667
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 8.062 2.627
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 3.108 1.013
Internal Outflow ......... 0.000 0.000
Storage Losses ........... 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 4.952 1.614
Continuity Error (%) ..... 0.024
********************************
SWMM 5 Page 1
Highest Flow Instability Indexes
********************************
Link O2 (16)
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 30.00 sec
Average Time Step : 30.00 sec
Maximum Time Step : 30.00 sec
Percent in Steady State : 0.00
Average Iterations per Step : 1.00
***************************
Subcatchment Runoff Summary
***************************
--------------------------------------------------------------------------------------------------------
Total Total Total Total Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Coeff
Subcatchment in in in in in 10^6 gal CFS
--------------------------------------------------------------------------------------------------------
B2 3.67 0.00 0.00 0.75 2.90 0.47 44.00 0.790
B3 3.67 0.00 0.00 0.87 2.78 0.53 47.91 0.757
B4 3.67 0.00 0.00 0.87 2.78 0.32 28.77 0.757
B1 3.67 0.00 0.00 0.42 3.20 1.31 133.11 0.873
******************
Node Depth Summary
******************
---------------------------------------------------------------------
Average Maximum Maximum Time of Max
Depth Depth HGL Occurrence
Node Type Feet Feet Feet days hr:min
---------------------------------------------------------------------
J1 JUNCTION 0.22 0.24 101.24 0 01:25
BoxelderCreek OUTFALL 0.22 0.24 100.24 0 01:26
P2 STORAGE 0.17 0.96 105.96 0 00:51
P3 STORAGE 4.52 5.56 111.56 0 02:09
P4 STORAGE 3.71 4.35 111.35 0 02:15
P1 STORAGE 3.78 4.55 106.55 0 02:11
*******************
Node Inflow Summary
*******************
-------------------------------------------------------------------------------------
Maximum Maximum Lateral Total
Lateral Total Time of Max Inflow Inflow
Inflow Inflow Occurrence Volume Volume
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal
-------------------------------------------------------------------------------------
J1 JUNCTION 0.00 7.00 0 01:25 0.000 1.013
BoxelderCreek OUTFALL 0.00 7.00 0 01:26 0.000 1.013
P2 STORAGE 44.00 44.00 0 00:40 0.467 0.467
P3 STORAGE 47.91 47.91 0 00:40 0.534 0.534
SWMM 5 Page 2
P4 STORAGE 28.77 28.77 0 00:40 0.320 0.320
P1 STORAGE 133.11 146.03 0 00:40 1.305 1.772
**********************
Node Surcharge Summary
**********************
Surcharging occurs when water rises above the top of the highest conduit.
---------------------------------------------------------------------
Max. Height Min. Depth
Hours Above Crown Below Rim
Node Type Surcharged Feet Feet
---------------------------------------------------------------------
P2 STORAGE 6.01 0.963 9.037
P3 STORAGE 6.01 5.563 4.437
P4 STORAGE 6.01 4.349 5.651
P1 STORAGE 6.01 4.546 5.454
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
--------------------------------------------------------------------------------------------
Average Avg E&I Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full Loss 1000 ft3 Full days hr:min CFS
--------------------------------------------------------------------------------------------
P2 2.151 0 0 18.548 1 0 00:50 16.85
P3 45.871 27 0 61.498 36 0 02:09 1.60
P4 32.700 19 0 40.391 24 0 02:14 0.40
P1 155.391 16 0 206.659 21 0 02:10 5.00
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg. Max. Total
Freq. Flow Flow Volume
Outfall Node Pcnt. CFS CFS 10^6 gal
-----------------------------------------------------------
BoxelderCreek 97.23 6.44 7.00 1.013
-----------------------------------------------------------
System 97.23 6.44 7.00 1.013
********************
Link Flow Summary
********************
-----------------------------------------------------------------------------
SWMM 5 Page 3
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
C1 CONDUIT 7.00 0 01:26 13.92 0.00 0.02
O2 DUMMY 16.85 0 00:51
O3 DUMMY 1.60 0 00:48
O4 DUMMY 0.40 0 01:25
O1 DUMMY 5.00 0 01:09
*************************
Conduit Surcharge Summary
*************************
No conduits were surcharged.
Analysis begun on: Fri Nov 21 11:20:52 2014
Analysis ended on: Fri Nov 21 11:20:52 2014
Total elapsed time: < 1 sec
SWMM 5 Page 4
POND 1 ‐ ULTIMATE CONDITION (CONCEPTUAL)
STAGE STORAGE TABLE
ELEV AREA DEPTH VOLUME VOLUME
(ft) (sq ft) (ft) (cu ft) (ac ft)
4,912.40 164.64 N/A 0 0
4,912.60 797.66 0.2 88.31 0.002027
4,912.80 1,969.32 0.2 356.33 0.00818
4,913.00 3,691.15 0.2 913.44 0.02097
4,913.20 5,933.91 0.2 1867.11 0.042863
4,913.40 8,036.74 0.2 3258.87 0.074813
4,913.60 10,278.85 0.2 5085.84 0.116755
4,913.80 12,797.46 0.2 7388.88 0.169625
4,914.00 15,515.61 0.2 10215.82 0.234523
4,914.20 18,331.01 0.2 13596.58 0.312135
4,914.40 21,226.90 0.2 17548.83 0.402866
4,914.60 24,231.64 0.2 22091.37 0.507148
4,914.80 26,743.70 0.2 27186.84 0.624124
4,915.00 28,890.91 0.2 32748.92 0.751812
4,915.20 31,014.03 0.2 38738.16 0.889306
4,915.40 33,139.67 0.2 45152.35 1.036555
4,915.60 35,287.35 0.2 51993.93 1.193616
4,915.80 37,486.04 0.2 59270.16 1.360656
4,916.00 39,711.63 0.2 66988.86 1.537853
4,916.20 41,936.31 0.2 75152.64 1.725267
4,916.40 44,167.17 0.2 83762.03 1.922912
4,916.60 46,189.31 0.2 92796.92 2.130324
4,916.80 48,082.79 0.2 102223.5 2.346729
4,917.00 49,760.48 0.2 112007.3 2.571335
4,917.20 51,036.55 0.2 122086.8 2.802727
4,917.40 52,316.99 0.2 132421.9 3.039988
4,917.60 53,601.80 0.2 143013.5 3.283138
4,917.80 54,890.98 0.2 153862.5 3.532197
4,918.00 56,184.53 0.2 164969.8 3.787186
4,918.20 57,482.45 0.2 176336.3 4.048124
4,918.40 58,784.73 0.2 187962.7 4.315031
4,918.60 60,091.39 0.2 199850.1 4.587927
4,918.80 61,402.42 0.2 211999.3 4.866833
4,919.00 62,717.82 0.2 224411.1 5.151769
4,919.20 64,037.59 0.2 237086.4 5.442754
4,919.40 65,361.72 0.2 250026.1 5.739809
4,919.60 67,987.62 0.2 263360.1 6.045917
4,919.80 72,587.42 0.2 277415.1 6.368575
4,920.00 77,883.69 0.2 292459.1 6.713938
POND 2
STAGE STORAGE TABLE
ELEV AREA DEPTH VOLUME VOLUME
(ft) (sq ft) (ft) (cu ft) (ac ft)
4,915.80 3.52 N/A 0 0
4,916.00 149.99 0.2 11.77 0.00027
4,916.20 506.05 0.2 73.87 0.001696
4,916.40 1,087.67 0.2 229.58 0.00527
4,916.60 1,938.33 0.2 528.11 0.012124
4,916.80 2,997.78 0.2 1017.88 0.023367
4,917.00 4,068.39 0.2 1721.78 0.039527
4,917.20 4,889.73 0.2 2616.34 0.071042
4,917.40 5,668.42 0.2 3671.19 0.107015
4,917.60 6,532.24 0.2 4890.24 0.147542
4,917.80 7,301.45 0.2 6272.9 0.192629
4,918.00 8,040.89 0.2 7806.54 0.242003
4,918.20 12,173.21 0.2 9813.72 0.288079
4,918.40 13,394.42 0.2 12369.51 0.346752
4,918.60 14,708.41 0.2 15178.77 0.411244
4,918.80 15,915.22 0.2 18240.34 0.481528
4,919.00 16,998.29 0.2 21531.09 0.557073
POND 3
STAGE STORAGE TABLE
ELEV AREA DEPTH VOLUME VOLUME
(ft) (sq ft) (ft) (cu ft) (ac ft)
4,915.20 19.98 N/A 0 0
4,915.40 208.02 0.2 19.5 0.000448
4,915.60 564.33 0.2 93.83 0.002154
4,915.80 1,055.44 0.2 253.27 0.005814
4,916.00 1,690.09 0.2 525.34 0.01206
4,916.20 2,475.76 0.2 939.43 0.029326
4,916.40 3,205.57 0.2 1506 0.051352
4,916.60 4,012.37 0.2 2226.28 0.078175
4,916.80 4,865.15 0.2 3112.67 0.110101
4,917.00 5,820.34 0.2 4179.79 0.147485
4,917.20 10,045.54 0.2 5747.28 0.183455
4,917.40 11,355.15 0.2 7886.01 0.232553
4,917.60 12,783.83 0.2 10298.5 0.287936
4,917.80 13,838.52 0.2 12960.04 0.349037
4,918.00 14,984.43 0.2 15841.58 0.415188
4,918.20 16,262.81 0.2 18965.43 0.486902
4,918.40 17,635.81 0.2 22354.36 0.564701
4,918.60 18,910.45 0.2 26008.24 0.648582
4,918.80 20,126.33 0.2 29911.29 0.738184
4,919.00 21,394.16 0.2 34062.69 0.833487
4,919.20 22,686.63 0.2 38470.14 0.934668
4,919.40 23,705.36 0.2 43108.97 1.041161
4,919.60 24,510.19 0.2 47930.3 1.151843
4,919.80 25,346.52 0.2 52915.74 1.266293
4,920.00 26,214.36 0.2 58071.58 1.384655
4,920.20 27,113.71 0.2 63404.14 1.507074
35
(12) A new Section 4.1 is added, to read as follows:
4.1 Intensity-Duration-Frequency Curves for SWMM:
The hyetograph input option must be selected when creating SWMM input files.
Hyetographs for the 2-, 5-, 10-, 25-, 50-, and 100-year City of Fort Collins rainfall events
are provided in Table RA-9.
Table RA-9 – City of Fort Collins
Rainfall Intensity-Duration-Frequency Table
for Use with SWMM
2-Year 5-Year 10-Year 25-Year 50-Year 100-Year
Duration
(min)
Intensity
(in/hr)
Intensity
(in/hr)
Intensity
(in/hr)
Intensity
(in/hr)
Intensity
(in/hr)
Intensity
(in/hr)
5 0.29 0.40 0.49 0.63 0.79 1.00
10 0.33 0.45 0.56 0.72 0.90 1.14
15 0.38 0.53 0.65 0.84 1.05 1.33
20 0.64 0.89 1.09 1.41 1.77 2.23
25 0.81 1.13 1.39 1.80 2.25 2.84
30 1.57 2.19 2.69 3.48 4.36 5.49
35 2.85 3.97 4.87 6.30 7.90 9.95
40 1.18 1.64 2.02 2.61 3.27 4.12
45 0.71 0.99 1.21 1.57 1.97 2.48
50 0.42 0.58 0.71 0.92 1.16 1.46
55 0.35 0.49 0.60 0.77 0.97 1.22
60 0.30 0.42 0.52 0.67 0.84 1.06
65 0.20 0.28 0.39 0.62 0.79 1.00
70 0.19 0.27 0.37 0.59 0.75 0.95
75 0.18 0.25 0.35 0.56 0.72 0.91
80 0.17 0.24 0.34 0.54 0.69 0.87
85 0.17 0.23 0.32 0.52 0.66 0.84
90 0.16 0.22 0.31 0.50 0.64 0.81
95 0.15 0.21 0.30 0.48 0.62 0.78
100 0.15 0.20 0.29 0.47 0.60 0.75
105 0.14 0.19 0.28 0.45 0.58 0.73
110 0.14 0.19 0.27 0.44 0.56 0.71
115 0.13 0.18 0.26 0.42 0.54 0.69
120 0.13 0.18 0.25 0.41 0.53 0.67
43
Table RO-13
SWMM Input Parameters
Depth of Storage on Impervious Areas 0.1 inches
Depth of Storage on Pervious Areas 0.3 inches
Maximum Infiltration Rate 0.51 inches/hour
Minimum Infiltration Rate 0.50 inches/hour
Decay Rate 0.0018 inches/sec
Zero Detention Depth 1%
Manning’s n Value for Pervious Surfaces 0.025
Manning’s n Value for Impervious Surfaces 0.016
4.3.2 Pervious-Impervious Area
Table RO-14 should be used to determine preliminary percentages of impervious land
cover for a given land-use or zoning. The final design must be based on the actual
physical design conditions of the site.
Table RO-14
Percent Imperviousness Relationship to Land Use*
LAND USE OR ZONING
PERCENT IMPERVIOUS
(%)
Business:
T
CCN, CCR, CN
E, RDR, CC, LC
C, NC, I, D, HC, CS
20
70
80
90
Residential:
RF,UE
RL, NCL
LMN,NCM
MMN, NCB
30
45
50
70
Open Space:
Open Space and Parks (POL)
Open Space along foothills ridge
(POL,RF)
RC
10
20
20
*For updated zoning designations and definitions, please refer to Article Four of the City Land
Use Code, as amended
APPENDIX D
EROSION CONTROL REPORT
Erosion Control Report
EROSION CONTROL REPORT
A comprehensive Erosion and Sediment Control Plan (along with associated details) HAS BEEN
PROVIDED BY SEPARATE DOCUMENT. It should be noted, however, that any such Erosion and
Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of
the BMPs depicted, and additional or different BMPs from those included may be necessary during
construction, or as required by the authorities having jurisdiction.
It shall be the responsibility of the Contractor to ensure erosion control measures are properly
maintained and followed. The Erosion and Sediment Control Plan is intended to be a living
document, constantly adapting to site conditions and needs. The Contractor shall update the
location of BMPs as they are installed, removed or modified in conjunction with construction
activities. It is imperative to appropriately reflect the current site conditions at all times.
The Erosion and Sediment Control Plan shall address both temporary measures to be implemented
during construction, as well as permanent erosion control protection. Best Management Practices
from the Volume 3, Chapter 7 – Construction BMPs will be utilized. Measures may include, but are
not limited to, silt fencing along the disturbed perimeter, gutter protection in the adjacent roadways
and inlet protection at existing and proposed storm inlets. Vehicle tracking control pads, spill
containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site
restrooms shall also be provided by the Contractor.
Grading and Erosion Control Notes can be found on the Utility Plans. The Final Plans contain a
full-size Erosion Control sheet 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 the Development Agreement for the development. 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, prior to any earth disturbance 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.
APPENDIX E
FIRMETTE
MAP POCKET
DRAINAGE EXHIBITS
POND 1
X
X X X X X
X X X X
X
X
X
X
X
X
X
X
OHE OHE OHE
X
G
6
2
5
OS2
OS1
D
OS1
OS2
F
POND 2
POND 3
POND 4
1
3
4
4922.09FT
NAVD 88
4926.89FT
NAVD 88
XS#: 1185
CW SUBTRUST C/O AGUR FOUNDATION
INDUSTRIAL DISTRICT
(UNDEVELOPED)
SUNFLOWER SUBDIVISION
(SINGLE FAMILY)
LOT 1
LEE MLD
(UNDEVELOPED)
FOX GROVE DRIVE
HUNTSMAN DRIVE
HUNTSMAN DRIVE
CARRIAGE PARKWAY (76' ROW)
CARRIAGE PARKWAY
FOX GROVE DRIVE
FOX GROVE DRIVE
HUNTSMAN DRIVE
HUNTSMAN DRIVE KIT DEN DRIVE
CARRIAGE PARKWAY (76' ROW)
CARRIAGE PARKWAY
TOD DRIVE
FOX GROVE DRIVE
These drawings are
instruments of service
provided by Northern
Engineering Services, Inc.
and are not to be used for
any type of construction
unless signed and sealed by
a Professional Engineer in
the employ of Northern
Engineering Services, Inc.
NOT FOR CONSTRUCTION
301 N. Howes Street, Suite 100
Fort Collins, Colorado 80521
N O R T H E RN
PHONE: 970.221.4158
www.northernengineering.com
DR1
KEYMAP
NORTH
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
R
DR1
LEGEND:
PROPOSED CONTOUR
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
PROPOSED INLET
DESIGN POINT A
FLOW ARROW
DRAINAGE BASIN LABEL
DRAINAGE BASIN BOUNDARY
PROPOSED SWALE SECTION
1 1
B2
1.45 ac
BIORETENTION SWALE
FLOODPLAIN NOTES:
FEMA CROSS-SECTION (CSL)
XS#:
ELEV.
NAVD 88
PROJECT BENCHMARKS:
FOR DRAINAGE REVIEW ONLY
NOT FOR CONSTRUCTION
Rectangular
Pipe
(Figure MD‐22) Spec
Width
of
Riprap
(ft)
2*d50,
Depth
of
Riprap
(ft)
for L/2
Froude
Parameter
Q/D
2.5
Max 6.0
or
Q/WH
1.5
Max 8.0
Riprap
Type
(From
Figure
MD‐21 or
MD‐22)
Project: 335‐008
Urban Drainage
pg MD‐107
L=
1/(2tanq)*
[At/Yt)‐W]
(ft)
(min)
10-yr
Tc
(min)
100-yr
Tc
(min)
AANo0.49 0.49 0.62 120 2.00% 9.8 9.8 7.8 520 1.00% 2.00 4.3 0 0.00% N/A N/A 14 14 12
BBNo0.42 0.42 0.52 110 2.00% 10.6 10.6 9.0 460 1.00% 2.00 3.8 0 0.00% N/A N/A 14 14 13
CCNo0.41 0.41 0.51 115 2.00% 11.0 11.0 9.4 470 1.00% 2.00 3.9 0 0.00% N/A N/A 15 15 13
DDNo0.25 0.25 0.31 60 2.00% 9.8 9.8 9.1 0 0.00% N/A N/A 1584 0.50% 1.06 24.9 35 35 34
EENo0.59 0.59 0.73 125 2.00% 8.5 8.5 6.1 410 1.00% 2.00 3.4 0 0.00% N/A N/A 12 12 9
FFNo0.73 0.73 0.91 140 2.00% 6.5 6.5 3.3 1030 1.00% 2.00 8.6 0 0.00% N/A N/A 15 15 12
OS1 OS1 No 0.35 0.35 0.44 352 1.10% 25.5 25.5 22.5 0 1.00% N/A N/A 0 0.00% N/A N/A 25 25 23
OS2 OS2 No 0.55 0.55 0.69 408 0.90% 21.5 21.5 16.1 0 1.00% N/A N/A 0 0.00% N/A N/A 22 22 16
DEVELOPED TIME OF CONCENTRATION COMPUTATIONS
Gutter Flow Swale Flow
Design
Point
Basin
Overland Flow
ATC
November 1, 2014
Time of Concentration
(Equation RO-4)
3
1
1 . 87 1 . 1 *
S
Ti C Cf L
10-year Cf = 1.00
November 1, 2014
3 1.407 0.046 0.068 1.475 4920.100 1.60
4 0.927 0.028 0.041 0.968 4921.600 0.40