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TEL 970.461.7733 www.olssonassociates.com
5285 McWhinney Boulevard, Suite 160
Loveland, CO 80538
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EXISTING UTILITY LOCATIONS
(HORIZONTAL OR VERTICAL). THE
EXISTING UTILITIES SHOWN ON
THIS DRAWING HAVE BEEN
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AVAILABLE INFORMATION. IT IS
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VERIFY THE LOCATION OF ALL
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CALL 811 SEVENTY-TWO HOURS
PRIOR TO DIGGING, GRADING OR
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R
CSU TENNIS COURT
PARKING LOT EXPANSION
FORT COLLINS,CO 2015
015-0358
05.06.15
1
CSU TENNIS COURTS
GILETTE DR.
RESEARCH BLVD.
Tennis Courts Parking Lot Preliminary Drainage Report
Colorado State University 015-0358
05.06.2015 i
Table of Contents
1.0 GENERAL LOCATION AND DESCRIPTION ..................................................................... 1
1.1 Location ................................................................................................................... 1
1.2 Description of Property ............................................................................................. 1
2.0 DRAINAGE BASINS AND SUB-BASINS ........................................................................... 1
2.1 Major Basin Description ............................................................................................ 1
2.2 Sub-Basin Description .............................................................................................. 1
2.2.1 Historical Drainage Patterns .............................................................................. 1
3.0 DRAINAGE DESIGN CRITERIA ........................................................................................ 1
3.1 Regulations/Development Criteria ............................................................................ 1
3.2 Hydrological Criteria ................................................................................................. 2
3.3 Hydraulic Criteria ...................................................................................................... 2
3.4 Waivers/Variance from Criteria ................................................................................. 2
3.5 Stormwater Quality Considerations .......................................................................... 2
4.0 WETLAND PRESERVATION AND MITIGATION .............................................................. 2
5.0 DRAINAGE FACILITY DESIGN ......................................................................................... 2
5.1 General Concept ...................................................................................................... 2
5.2 Hydrologic and Hydraulic Modeling .......................................................................... 3
5.3 Basin Descriptions .................................................................................................... 3
5.4 Detention Pond......................................................................................................... 6
5.5 Low Impact Development ......................................................................................... 7
6.0 CONCLUSIONS ................................................................................................................ 7
7.0 REFERENCES .................................................................................................................. 8
Tennis Courts Parking Lot Preliminary Drainage Report
Colorado State University 015-0358
05.06.2015 ii
List of Tables
Table 5.1 SWMM Input Parameters ........................................................................................... 3
Table 5.2 Basin Summary .......................................................................................................... 5
Table 5.3 Detention Pond Details ............................................................................................... 6
List of Appendices
Appendix A Maps and Figures
Appendix B Basin Information
Appendix C SWMM Input and Output
Appendix D Inlet and Swale Sizing
Appendix E Riprap Sizing
Appendix F Pond Information
05.06.2015 1
1.0 GENERAL LOCATION AND DESCRIPTION
1.1 Location
The proposed project is located within part of the south half of Section 23, in the Township 7
north, and the Range 69 west of the sixth principal meridian. The site is bound on the north and
east by the Larimer County Canal Number 2, on the northwest by Center Avenue, on the
southwest by Research Boulevard, and on the south by Drake Road.
1.2 Description of Property
The proposed project site is part of Colorado State University’s South Campus and includes the
current Tennis Complex. The property is approximately 20 acres in size.
Currently the site includes a tennis court facility with twelve tennis courts, a small parking lot,
and small building with restrooms. The remaining site is primarily vegetated in a mixture of
grasses. A depression at the western most corner of the property is populated with stands of
cottonwood trees. The existing topography slopes to the east at average slopes of between 0
and 3%. Soils in this area consist of Nunn clay loam which are classified as hydrologic group
“C”.
2.0 DRAINAGE BASINS AND SUB-BASINS
2.1 Major Basin Description
The project site is located in the City of Fort Collins Spring Creek drainage basin and is
identified as basins 89 and 62 in the Spring Creek master plan. Spring Creek lies north of the
project running west to east. The property is also part of Colorado State University’s South
Campus. The master plan for the south campus, completed by Anderson Consulting Engineers,
correlates to the City’s Spring Creek Master Plan’s drainage basin numbering. The proposed
project is outside any FEMA and City of Fort Collins floodplains areas.
2.2 Sub-Basin Description
2.2.1 Historical Drainage Patterns
Historically the northern two-thirds of the site drains to the east and the southern third drains to
the south. The northern portion drains to a detention pond at the northern and eastern sides of
the tennis courts. This detention pond discharges to the east under the Larimer County Canal
Number 2 and over to a drainage swale that runs north to Spring Creek.
3.0 DRAINAGE DESIGN CRITERIA
3.1 Regulations/Development Criteria
The preliminary design of the proposed drainage facilities was completed in accordance with the
criteria presented in the City of Fort Collins Spring Creek Basin Master Plan and Colorado State
University’s South Campus Drainage Master Plan. The following criteria were used in the
drainage design.
05.06.2015 2
The developed 100-year peak runoff from the developed site was limited to a release of
no greater 3.0 CFS based on the release rates identified for Pond 289 in the Spring
Creek and South Campus master plans.
The southern portion of the site remained undeveloped and was therefore not analyzed.
3.2 Hydrological Criteria
The design storm used was the 100-year (major) for the developed discharge. The City of Fort
Collins Intensity-Duration-Frequency curves were used to obtain rainfall data used for the 100-
year storm event. The runoff for the site was determined using EPA Storm Water Management
Model, version 5.1 (SWMM). This was done in order to accurately model the detention pond
because the FAA Method was not sufficient. The volume required in the detention pond
exceeded the limits of the FAA Method, therefore, SWMM was used to model the site.
3.3 Hydraulic Criteria
The stormwater conveyance systems were designed to capture and convey the major event to
the detention pond. The discharge used to size and design the conveyance structures was
based on the SWMM model of the discharges from the basins. Pipes were sized using SWMM
to ensure ponding at inlets met Fort Collins criteria.
Inlets and riprap were sized using Urban Drainage and Flood Control District’s spreadsheets
while maintaining Fort Collins’ ponding depth for inlet sizing and minimum riprap size where
applicable.
3.4 Waivers/Variance from Criteria
No waiver or variance is requested.
3.5 Stormwater Quality Considerations
In general, stormwater quality will be mitigated on-site during construction with the use of silt
fencing, vehicle tracking devices, inlet / outlet protection devices, and other best management
practices as needed. Long-term stormwater quality will be obtained by running the stormwater
over grassed areas and by providing a 40-hour water quality capture volume (WQCV) within the
detention pond in conjunction with a water quality orifice plate designed for a 12 hour release
rate.
4.0 WETLAND PRESERVATION AND MITIGATION
There are no jurisdictional wetlands located on this property.
5.0 DRAINAGE FACILITY DESIGN
5.1 General Concept
Onsite basins have been determined and are defined as Basins 1, 2, 3A through 3D, 4, 5, 6, 7A
through 7C, 8A through 8C. Basins that flow offsite include Basins OS-1, OS-2 and OS-3. No
offsite basins affect the project. Adjacent streets were accommodated in the Spring Creek
Master Plan and as such, onsite basins do not include adjacent roadways. The proposed
drainage patterns for the onsite basins have been determined by the layout and grading of the
05.06.2015 3
site. Overall, the site will be similar to the historic flow path. The majority of the stormwater from
the site will be routed through the site by the stormwater system to the detention pond. Due to
grading limitations, small portions of the site (the entrances, basins OS-1, OS-2, and OS-3)
drain out to the adjacent streets. Additionally, the south half of the south entrance drains
southerly without being detained, however, this flow pattern follows the South Campus and
Spring Creek master plans.
To mitigate the developed flows from the developed basins, the existing detention pond was
reduced to accommodate the developed flows leaving the site undetained while maintaining the
overall release rate from the site.
5.2 Hydrologic and Hydraulic Modeling
EPA SWMM 5.1 was used to determine runoff from each basin, route the flows, and then used
to size drainage structures to convey the discharge downstream. The model was also used to
ensure the detention pond had adequate volume to provide water quality and to provide
detention that detains the overall developed site flows with an overall release rate equal to the
historic 2-year flow rate of 3.0 cfs as required by the Spring Creek and South Campus master
plan. The rainfall from the City of Fort Collins Drainage Criteria was used in the SWMM model.
A summary of the SWMM parameters used in the model are listed in Table 5.1 below.
Table 5.1 SWMM Input Parameters
Parameter Value
Depth of Storage on Impervious Area 0.1 Inches
Depth of Storage on Pervious Area 0.3 Inches
Horton’s Maximum Infiltration Rate 0.51 Inches/hr
Horton’s Minimum Infiltration Rate 0.50 Inches/hr
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
5.3 Basin Descriptions
Basin 1 consists mainly of the CSU tennis court and the newly graded detention pond 289. The
main drainage path will start on the surface of the CSU tennis courts, and will drain to the east
where it will hit the curb and gutter. It will then drain to the north east portion of the tennis courts
were water sheet flows directly into detention pond 289.
Basin 2 consists mainly of a new paved parking lot, with islands and curb and gutter. Runoff
sheet flows from west to east thru the parking lot until it reaches the curb and gutter. It will then
drain along the curb and gutter until it reaches the most northeast portion of the parking lot
where it enters Inlet-2, a double type-13 combination inlet. Flows are then conveyed via storm
sewer to pond 289.
Basins 3A, 3B, and 3D are very similar basins. All three basins consists of paved parking lots,
with islands and curb and gutter. Runoff in these sheet flows from east to west in the parking lot
until it reaches the curb and gutter. Flows will then be conveyed along the curb and gutter until
05.06.2015 4
it reaches the designated D-12 sidewalk culvert for the individual basin. The sidewalk culvert
will drain storm water to the west along a rundown until it reaches the bio-swale in basin 3C.
The bio-swale will drain to the north until it reaches the 18-inch pipeline under the north
entrance to the parking lot where it is conveyed into pond 289.
Basin 3C consists mainly of a bio-swale that slopes to then north at 0.5%. All the stormwater in
Basin 3C will be conveyed in the bio-swale, which will drain to the north until it reaches the 18-
inch pipeline under the north entrance to the parking lot where it is conveyed into pond 289.
Basin 4 consists primarily of new paved parking lot with islands and curb and gutter. Runoff will
sheet flow across the parking lot until it reaches the curb and gutter where it will then drain
along the curb and gutter until it reaches Inlet-4, a double type-13 combination inlet. Flows will
be conveyed into basin 8C’s bio-swale via storm sewer. It will then pass under the eastern
entrance flowing north into pond 289.
Basins 5 and 6 consists primarily of the proposed drive through the site connecting Research
Boulevard and Gillette Drive. Flows in both basins are conveyed via sheet flow until they reach
the curb and gutter in each respective basin where flows are then routed east to inlets 5 and 6.
Inlet 5 is a 10-foot type R inlet and Inlet 6 is a 5-foot Type R inlet. Both inlets are connected to
the storm sewer that conveys flow under the drive to the north into Pond 289.
Basins 7A and 7B are very similar basins. These basins consists of paved parking lots, with
Islands and curb and gutter. Runoff from these basins will begin at the eastern side of the
basin, and sheet flow westerly across the parking lot until it reaches the curb and gutter. It will
then drain along the curb and gutter until it reaches the designated D-12 sidewalk culvert for the
individual basin. The sidewalk culvert will drain storm water to the west along a rundown into
the bio-swale in Basin 7C. The bio-swale conveys the flows north until it drains into a grated
manhole in Basin 7C. The storm sewer system will deliver the flows into basin 8C’s bio-swale
and ultimately into Pond 289.
Basin 7C consists mainly of landscaped area. All the stormwater in Basin 7C will drain into a
grated manhole section at the northern end of the basin. The storm sewer system will convey
flows into basin 8C’s bio-swale and ultimately into Pond 289.
Basin 8A consists of paved parking lot with islands and curb and gutter. Runoff from this basin
will sheet flow east across the parking lot until it reaches the curb and gutter, from where it will
drain north along until it reaches Inlet-8A, a double type-13 combination inlet. The flow will then
flow through a flared end section and will enter a bio-swale. Once flows enter the bio-swale in
Basin 8C, flows are conveyed north and into Pond 289.
Basin 8B consists primarily of a new paved parking lot with islands and curb and gutter. The
runoff is conveyed via sheet flow east-southeasterly across the parking lot until it reaches the
curb and gutter. It will then drain flow along the curb and gutter until it reaches the D-12
sidewalk culvert at the southeast portion of the basin. The curb cut will drain storm water to the
east along a rundown until it reaches the bio-swale in basin 8C. The bio-swale will then drain
north at 0.5% until it reaches the storm sewer system that conveys the flows north into pond
289.
05.06.2015 5
Basin 8C consists mainly of a bio-swale that is sloped to the north at 0.5%. All the stormwater
runoff in Basin 8C will be conveyed by the bio-swale to the north until it reaches the storm sewer
system where it is conveyed north into pond 289.
Basin OS-1 consists primarily of the north entrance to the site. The flows from this basin are
conveyed via sheet flow to the adjacent street where they leave the site.
Basin OS-2 consists primarily of the main entrance off of Research. The flows from this basin
are conveyed via sheet flow to the adjacent street where they leave the site.
Basin OS-3 consists primarily of the main entrance off of Gillette. The flows from this basin are
conveyed via sheet flow to the adjacent street where they leave the site.
As each basin contributed to the total discharge for each conveyance, the routed summation of
the contributing discharges was used to size the conveyance structures at key points. See
Table 5.2 for a summary of the drainage basins and their characteristics.
Table 5.2 Basin Summary
Basin
(ID)
Area
(ac)
Percent Imp.
(%)
RUNOFF
(CFS)
1 5.90 44% 47.20
2 2.04 95% 18.18
3A 0.29 96% 2.89
3B 0.32 96% 3.20
3C 0.83 4% 5.47
3D 0.31 92% 3.08
4 0.62 66% 5.63
5 0.74 55% 6.75
6 0.28 100% 2.48
7A 0.40 92% 3.93
7B 0.36 82% 3.44
7C 0.28 6% 2.19
8A 2.43 92% 20.70
8B 0.30 61% 2.94
8C 0.81 10% 5.22
OS-1* 0.03 87% 0.71
OS-2* 0.07 100% 0.26
OS-3* 0.07 100% 0.71
* These basins drain offsite.
05.06.2015 6
5.4 Detention Pond
The existing detention pond was enlarged with the proposed parking lot improvements. The
new pond includes the required detention to release at a reduced flow rate and the storage for
the 40-hr release rate for water quality. The outlet is a siphon that was designed with the
previous tennis courts improvements. Because the detention pond was modified, the outlet
structure will need to be re-constructed to have a water quality orifice plate sized to release the
WQCV within 12 hours and the revised release rate accounted for with a new orifice plate. If
the outlet structure should ever become plugged, the volume in the pond is large enough to
contain the developed runoff from the site without overtopping the spillway. The existing
spillway was not modified. The following table summarizes the calculated stormwater runoff
quantities and pond design parameters. See Table 5.3
Table 5.3 Detention Pond Details
Pond Elevation Variables
Bottom of Pond, feet 5031.00
Top of WQCV control structure, feet 5032.70
100-yr WSEL 5036.08
Pond spillway elevation, feet 5036.50
Top of pond elevation, feet 5038.00
Pond Outlet
Spillway, feet (at 0.5 feet deep) 30
Freeboard 100-year plugged outlet condition, feet 1.0
Outlet pipe diameter, inches 18
Outlet Orifice diameter, inches 3.75
WQCV Volumes
Volume required (40-hour release), ac-ft 0.49
Volume provided, ac-ft 0.49
Storage Volumes
100-Year Event Volume required, ac-ft 3.70
100-Year Event Volume provided, ac-ft 3.76
100-Year Event Volume + WQCV Provided, ac-ft 4.25
Pond volume at spillway elevation, ac-ft 4.93
Pond Discharge
100-year Allowable Release Rate, cfs 1.32
100-year Actual Release Rate, cfs 0.89
Master Plan Pond Discharge, cfs 3.0
Undetained discharge, cfs 1.68
Refer to the Appendix F for detention pond sizing and outlet structure calculations.
05.06.2015 7
5.5 Low Impact Development
Low impact development (LID) was used as much as possible including in the bio-swales on the
east and west sides of the site and in the parking islands. The overall water quality control
volume was not reduced even though some areas do receive some treatment by the bio-swales
and parking islands. The reason for this is that it is unclear how effective the small scale LID
improvements are. Should they be found ineffective in this application, the additional capacity in
the pond is available. The overall impact to the pond volume is fairly minor but it would remove
basins 3A, 3B, 3C, 7A, 8B, and 8C and result in a total requirement of .420 acre-feet of WQCV
storage instead of the 0.492 identified using all the basins.
6.0 CONCLUSIONS
Overall, the design of the structures used to convey the runoff from the proposed development
will control required storm events effectively. The proposed stormwater system will capture the
majority of the increased runoff from the site and route the storm flows to the detention pond.
The detention pond will attenuate the developed flows and release them at a controlled rate to
the Spring Creek basin. Water quality control will be provided before discharging developed
flows. No offsite drainage improvements are required.
05.06.2015 8
7.0 REFERENCES
Urban Storm Drainage Criteria Manual (USDCM), Volumes 1 and 2, published by the Urban
Drainage and Flood Control District, Denver, Colorado, June 2001, Revised April 2008
Urban Storm Drainage Criteria Manual (USDCM), Volumes 3, published by the Urban Drainage
and Flood Control District, Denver, Colorado, November 2010
Fort Collins Stormwater Criteria Manual, City of Fort Collins, December 2011, Addendum
February 2013
CSU South Campus/Veterinary Teaching Hospital Drainage Evaluation, Anderson Consulting
Engineers, October 19, 2001.
Spring Creek Master Plan, Anderson Consulting Engineers, December 8, 1999
The image part with relationship ID rId2 was not found in the file.
The image part with relationship ID rId2 was not found in the file.
05.06.2015
APPENDIX A
MAPS AND FIGURES
Hydrologic Soil Group—Larimer County Area, Colorado
(CSU Parking Area)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/2/2015
Page 1 of 4
4488900 4489000 4489100 4489200 4489300 4489400 4489500 4489600 4489700 4489800 4489900 4490000 4490100 4490200 4490300
4488900 4489000 4489100 4489200 4489300 4489400 4489500 4489600 4489700 4489800 4489900 4490000 4490100 4490200 4490300
492400 492500 492600 492700 492800 492900 493000 493100 493200 493300 493400
492400 492500 492600 492700 492800 492900 493000 493100 493200 493300 493400
40° 33' 49'' N
105° 5' 26'' W
40° 33' 49'' N
105° 4' 39'' W
40° 33' 1'' N
105° 5' 26'' W
40° 33' 1'' N
105° 4' 39'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 350 700 1400 2100
Feet
0 100 200 400 600
Meters
Map Scale: 1:7,210 if printed on A portrait (8.5" x 11") sheet.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at 1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
3 Altvan-Satanta loams, 0
to 3 percent slopes
B 1.6 0.6%
4 Altvan-Satanta loams, 3
to 9 percent slopes
B 37.9 14.6%
22 Caruso clay loam, 0 to 1
percent slope
D 10.4 4.0%
35 Fort Collins loam, 0 to 3
percent slopes
C 6.2 2.4%
53 Kim loam, 1 to 3 percent
slopes
B 2.6 1.0%
63 Longmont clay, 0 to 3
percent slopes
D 5.0 1.9%
73 Nunn clay loam, 0 to 1
percent slopes
C 133.8 51.5%
74 Nunn clay loam, 1 to 3
percent slopes
C 32.5 12.5%
75 Nunn clay loam, 3 to 5
percent slopes
C 3.7 1.4%
76 Nunn clay loam, wet, 1 to
3 percent slopes
C 25.9 10.0%
Totals for Area of Interest 259.7 100.0%
Hydrologic Soil Group—Larimer County Area, Colorado CSU Parking Area
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/2/2015
Page 3 of 4
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Larimer County Area, Colorado CSU Parking Area
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/2/2015
Page 4 of 4
The image part with relationship ID rId2 was not found in the file.
The image part with relationship ID rId2 was not found in the file.
05.06.2015
APPENDIX B
BASIN INFORMATION
Project Name CSU Tennis Courts
Project Number 015-0358
Calculations By F. Sottosanto
Date: 4/24/2015
Basin Paved Area Grass Area Roof Area Total Basin Area Net Percent Imp.
ID (acres) (acres) (acres) (acres) (%)
1 2.50 3.40 0 5.90 43.5%
2 1.93 0.11 0 2.04 94.7%
3A 0.28 0.01 0 0.29 95.6%
3B 0.31 0.01 0 0.32 96.3%
3C 0.01 0.82 0 0.83 3.7%
3D 0.29 0.02 0 0.31 92.4%
4 0.41 0.21 0 0.62 66.2%
5 0.36 0.33 0.05 0.74 55.2%
6 0.28 0.00 0 0.28 100.0%
7A 0.37 0.03 0 0.40 92.2%
7B 0.30 0.07 0 0.36 82.3%
7C 0.01 0.27 0 0.28 5.5%
8A 2.24 0.19 0 2.43 92.3%
8B 0.18 0.12 0 0.30 60.8%
8C 0.07 0.75 0 0.81 9.9%
OS-1 0.03 0.00 0 0.03 86.7%
OS-2 0.07 0.00 0 0.07 100.0%
OS-3 0.07 0.00 0 0.07 100.0%
Total 9.69 6.35 0.045 16.08 61.3%
% IMP 100% 2% 90%
OS = Offsite
Total only includes on-site basins
The image part with relationship ID rId2 was not found in the file.
The image part with relationship ID rId2 was not found in the file.
05.06.2015
APPENDIX C
SWMM INPUT AND OUTPUT
2015.05.1_Allowable outflow.inp
[TITLE]
;;Project Title/Notes
[OPTIONS]
;;Option Value
FLOW_UNITS CFS
INFILTRATION HORTON
FLOW_ROUTING DYNWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING NO
SKIP_STEADY_STATE NO
START_DATE 02/06/2015
START_TIME 00:00:00
REPORT_START_DATE 02/06/2015
REPORT_START_TIME 00:00:00
END_DATE 02/09/2015
END_TIME 04:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 00:01:00
WET_STEP 00:01:00
DRY_STEP 01:00:00
ROUTING_STEP 0:00:05
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION H-W
VARIABLE_STEP 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 12.557
MAX_TRIALS 8
HEAD_TOLERANCE 0.005
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5
[EVAPORATION]
;;Evap Data Parameters
;;-------------- ----------------
CONSTANT 0.0
DRY_ONLY NO
[RAINGAGES]
;;Gage Format Interval SCF Source
;;-------------- --------- ------ ------ ----------
1 INTENSITY 0:05 1.0 TIMESERIES FC-100YR
[SUBCATCHMENTS]
;;Subcatchment Rain Gage Outlet Area %Imperv Width %Slope CurbLen Snow Pack
Page 1
2015.05.1_Allowable outflow.inp
;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ----------------
BASIN1 1 POND 5.9 43.53 411 .69 0
BASIN2 1 INLET-2 2.04 94.72 192 1.09 0
BASIN3C 1 1 .83 3.65 78 .5 0
BASIN5 1 INLET-5 .74 55.16 69 1.08 0
BASIN8B 1 FES-7A .3 60.80 95 1.19 0
BASIN7C 1 SDMH-3A .28 5.5 44 .5 0
BASIN8C 1 FES-5B .81 9.86 61 0.5 0
BASIN8A 1 INLET-8A 2.43 92.34 187 .9 0
BASIN6 1 INLET-6 .28 100 27 1.11 0
OFFSITE2 1 22 .071 100 57.5 0.5 0
OFFSITE4 1 21 .071 100 42 0.5 0
OFFSITE1 1 29 .026 100 34 0.5 0
BASIN4 1 INLET-4 .62 66.17 133 1 0
BASIN3A 1 4 .29 95.61 106 1.94 0
BASIN3B 1 4 .32 96.33 114 2.05 0
BASIN3D 1 1 .31 92.41 105 2.11 0
BASIN7A 1 SDMH-3A .4 92.16 88 .954 0
BASIN7B 1 SDMH-3A .36 82.31 70 .76 0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------
BASIN1 .016 .025 .1 .3 1 OUTLET
BASIN2 .016 .025 0.05 0.05 1 OUTLET
BASIN3C .016 .025 0.05 0.05 1 OUTLET
BASIN5 .016 .025 0.05 0.05 1 OUTLET
BASIN8B .016 .025 0.05 0.05 1 OUTLET
BASIN7C .016 .025 0.05 0.05 1 OUTLET
BASIN8C .016 .025 0.05 0.05 1 OUTLET
BASIN8A .016 .025 0.05 0.05 1 OUTLET
BASIN6 .016 .025 0.05 0.05 1 OUTLET
OFFSITE2 .016 .025 0.05 0.05 1 OUTLET
OFFSITE4 .016 .025 0.05 0.05 1 OUTLET
OFFSITE1 .016 .025 0.05 0.05 1 OUTLET
BASIN4 0.01 0.1 0.05 0.05 25 OUTLET
BASIN3A 0.01 0.1 0.05 0.05 25 OUTLET
BASIN3B 0.01 0.1 0.05 0.05 25 OUTLET
BASIN3D 0.01 0.1 0.05 0.05 25 OUTLET
BASIN7A 0.01 0.1 0.05 0.05 25 OUTLET
BASIN7B 0.01 0.1 0.05 0.05 25 OUTLET
[INFILTRATION]
;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil
;;-------------- ---------- ---------- ---------- ---------- ----------
BASIN1 .51 0.5 4 7 0
BASIN2 .51 0.5 4 7 0
BASIN3C .51 0.5 4 7 0
BASIN5 .51 0.5 4 7 0
BASIN8B .51 0.5 4 7 0
BASIN7C .51 0.5 4 7 0
Page 2
2015.05.1_Allowable outflow.inp
BASIN8C .51 0.5 4 7 0
BASIN8A .51 0.5 4 7 0
BASIN6 .51 0.5 4 7 0
OFFSITE2 .51 0.5 4 7 0
OFFSITE4 .51 0.5 4 7 0
OFFSITE1 .51 0.5 4 7 0
BASIN4 3.0 0.5 4 7 0
BASIN3A 3.0 0.5 4 7 0
BASIN3B 3.0 0.5 4 7 0
BASIN3D 3.0 0.5 4 7 0
BASIN7A 3.0 0.5 4 7 0
BASIN7B 3.0 0.5 4 7 0
[JUNCTIONS]
;;Junction Invert MaxDepth InitDepth SurDepth Aponded
;;-------------- ---------- ---------- ---------- ---------- ----------
1 5038 0 0 4.01 0
INLET-5 5033.24 4.84 0 0.5 0
FES-5B 5034.43 0 0 3 0
SDMH-5A 5032.86 4.77 0 0 0
INLET-2 5037.53 2.41 0 1 0
INLET-6 5034.05 3.95 0 0.5 0
INLET-8A 5034.46 3.54 0 0.7 0
FES-6A 5034.36 0 0 2 0
FES-7A 5036.94 0 0 2 0
INLET-4 5037.82 4.1 0 .5 0
SDMH-3A 5036.55 5.08 0 0 0
4 5038.97 0 0 2.14 0
[OUTFALLS]
;;Outfall Invert Type Stage Data Gated
;;-------------- ---------- ---------- ---------------- --------
11 0 FREE NO
22 0 FREE NO
21 0 FREE NO
29 0 FREE NO
[STORAGE]
;;Storage Node Invert MaxDepth InitDepth Shape Curve Name/Params Fevap Seepage
;;-------------- -------- ---------- ----------- ---------- ---------------------------- -------- -------- --------------------------------
POND 5031 6 0 TABULAR STORAGE 0 0
[CONDUITS]
;;Conduit From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow
;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ----------
ST05-3 INLET-5 SDMH-5A 34.21 0.016 0 .2 0 0
ST05-1 FES-5B INLET-6 18.33 0.016 0 .2 0 0
ST05-2 INLET-6 INLET-5 30.41 0.016 0 .2 0 0
ST01 1 POND 94.32 0.016 0 6.06 0 0
ST05-4 SDMH-5A POND 75.26 0.016 0 1.48 0 0
ST02 INLET-2 POND 24 0.016 0 6.29 0 0
Page 3
2015.05.1_Allowable outflow.inp
SW-7TO5 FES-7A FES-5B 578 0.035 0 0 0 0
SW-6TO5 FES-6A FES-5B 52 0.035 0 0 0 0
ST04-3 INLET-8A FES-6A 19.42 .016 0 0 0 0
ST04-1 INLET-4 SDMH-3A 96.99 .016 .41 .48 0 0
ST04-2 SDMH-3A INLET-8A 325.29 .016 .33 .25 0 0
4 4 1 224 .035 0 0 0 0
[OUTLETS]
;;Outlet From Node To Node CrestHt Type QTable/Qcoeff Qexpon Gated
;;-------------- ---------------- ---------------- ---------- --------------- ---------------- ---------- --------
7 POND 11 0 TABULAR/DEPTH OUTLET NO
[XSECTIONS]
;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels
;;-------------- ------------ ---------------- ---------- ---------- ---------- ----------
ST05-3 CIRCULAR 2.5 0 0 0 1
ST05-1 CIRCULAR 2.5 0 0 0 1
ST05-2 CIRCULAR 2.5 0 0 0 1
ST01 CIRCULAR 1.5 0 0 0 1
ST05-4 CIRCULAR 2.5 0 0 0 1
ST02 CIRCULAR 2 0 0 0 1
SW-7TO5 IRREGULAR 8C_CHANNEL 0 0 0 1
SW-6TO5 IRREGULAR 8C_CHANNEL 0 0 0 1
ST04-3 CIRCULAR 2.5 0 0 0 1
ST04-1 CIRCULAR 1.5 0 0 0 1
ST04-2 HORIZ_ELLIPSE 1.58333 2.5 0 0 1
4 IRREGULAR 3C_CHANNEL 0 0 0 1
[TRANSECTS]
;;Transect Data in HEC-1 format
;
NC .035 .035 .035
X1 8C_CHANNEL 11 0.0 0.0 0.0 0.0 0.0 0.0 0.0
GR 5038.02 2.91 5038.02 9.37 5038 11.83 5037.14 17.12 5036.58 19.7
GR 5036 21.53 5035.97 25.65 5036 29.31 5037 33.33 5038.13 37.84
GR 5039.04 45.26
;
NC .035 .035 .035
X1 3C_CHANNEL 14 0.0 0.0 0.0 0.0 0.0 0.0 0.0
GR 5043.91 4.27 5043.78 6.03 5043 9.5 5042.83 10.41 5040 26.31
GR 5039.91 29.59 5039.9 31.64 5039.94 33.28 5040 35.3 5040.48 38.6
GR 5041 40.82 5041.04 41.21 5041.54 44.25 5041.71 50
[LOSSES]
;;Link Kinlet Koutlet Kavg Flap Gate SeepRate
;;-------------- ---------- ---------- ---------- ---------- ----------
ST05-3 1 0 0 NO 0
ST05-1 1 0 0 NO 0
ST05-2 1 0 0 NO 0
ST01 1 0 0 NO 0
ST05-4 1 0 0 NO 0
Page 4
2015.05.1_Allowable outflow.inp
ST02 1 0 0 NO 0
ST04-3 1 0 0 NO 0
[CURVES]
;;Curve Type X-Value Y-Value
;;-------------- ---------- ---------- ----------
OUTLET Rating 0 0
OUTLET .5 0
OUTLET 1 0
OUTLET 1.5 0
OUTLET 2 .80
OUTLET 2.5 .90
OUTLET 3 1
OUTLET 3.5 1.08
OUTLET 4 1.16
OUTLET 4.5 1.23
OUTLET 5 1.30
OUTLET 5.5 1.37
OUTLET 6 1.43
OUTLET 6.5 1.49
OUTLET 7 1.55
;
STORAGE Storage 0 0
STORAGE .5 0
STORAGE 1.69 0
STORAGE 1.70 20873
STORAGE 2 27722
STORAGE 2.5 35945
STORAGE 3 44168
STORAGE 3.5 51686
STORAGE 4 59203
STORAGE 4.5 63683
STORAGE 5 68162
STORAGE 5.5 73244
STORAGE 6 78326
STORAGE 6.5 84846
STORAGE 7 91366
[TIMESERIES]
;;Time Series Date Time Value
;;-------------- ---------- ---------- ----------
FC-100YR 2/6/2015 0:05 1
FC-100YR 0:10 1.14
FC-100YR 0:15 1.33
FC-100YR 0:20 2.23
FC-100YR 0:25 2.84
FC-100YR 0:30 5.49
FC-100YR 0:35 9.95
FC-100YR 0:40 4.12
FC-100YR 0:45 2.48
FC-100YR 0:50 1.46
Page 5
2015.05.1_Allowable outflow.inp
FC-100YR 0:55 1.22
FC-100YR 1:00 1.06
FC-100YR 1:05 1
FC-100YR 1:10 0.95
FC-100YR 1:15 0.91
FC-100YR 1:20 0.87
FC-100YR 1:25 0.84
FC-100YR 1:30 0.81
FC-100YR 1:35 0.78
FC-100YR 1:40 0.75
FC-100YR 1:45 0.73
FC-100YR 1:50 0.71
FC-100YR 1:55 0.69
FC-100YR 2:00 0.67
[REPORT]
;;Reporting Options
INPUT NO
CONTROLS NO
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
DIMENSIONS -3634.985 0.000 13634.985 10000.000
Units None
[COORDINATES]
;;Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
1 -166.835 2639.029
INLET-5 4868.554 7735.086
FES-5B 5480.283 7735.264
SDMH-5A 4676.441 8048.534
INLET-2 -358.948 5045.501
INLET-6 5293.225 7735.264
INLET-8A 6203.236 7151.163
FES-6A 6188.069 7312.942
FES-7A 12148.635 7732.558
INLET-4 5197.368 2927.632
SDMH-3A 6129.386 3804.825
4 4868.421 1864.035
11 -490.394 8999.167
22 6617.796 2628.918
21 5313.448 8958.544
29 -733.064 2517.695
POND -2047.523 5096.057
[VERTICES]
Page 6
2015.05.1_Allowable outflow.inp
;;Link X-Coord Y-Coord
;;-------------- ------------------ ------------------
[Polygons]
;;Subcatchment X-Coord Y-Coord
;;-------------- ------------------ ------------------
BASIN1 5080.890 7987.867
BASIN1 4696.663 7724.975
BASIN1 4706.775 5631.951
BASIN1 4464.105 5197.169
BASIN1 -480.283 5176.946
BASIN1 -419.616 2982.811
BASIN1 -540.950 2699.697
BASIN1 -864.510 2558.140
BASIN1 -2724.975 3265.925
BASIN1 -2593.529 3882.710
BASIN1 -2563.195 4337.715
BASIN1 -2553.084 4782.609
BASIN1 -2623.862 5146.613
BASIN1 -2654.196 5551.062
BASIN1 -2876.643 7340.748
BASIN1 -2654.196 7957.533
BASIN1 -2421.638 8331.648
BASIN1 -2158.746 8614.762
BASIN1 -1825.076 8887.765
BASIN1 -1410.516 9079.879
BASIN1 -935.288 9221.436
BASIN1 -490.394 9231.547
BASIN1 864.510 9039.434
BASIN1 1683.519 8867.543
BASIN1 2724.975 8645.096
BASIN1 4898.888 8816.987
BASIN1 5101.112 8463.094
BASIN2 -460.061 5136.502
BASIN2 -399.393 2992.922
BASIN2 -35.389 3185.035
BASIN2 136.502 3104.146
BASIN2 4464.105 3124.368
BASIN2 4433.771 3468.150
BASIN2 4646.107 3943.377
BASIN2 4433.771 5156.724
BASIN3C 4329.993 934.450
BASIN3C 4764.775 1965.794
BASIN3C 4956.888 2077.018
BASIN3C 5058.001 2036.573
BASIN3C 5229.891 1844.460
BASIN3C 6028.678 1167.008
BASIN3C 6352.237 621.002
BASIN3C 6342.126 449.111
BASIN3C 6281.459 327.776
BASIN3C 5725.341 368.221
Page 7
2015.05.1_Allowable outflow.inp
BASIN3C 4734.442 -380.009
BASIN3C 3854.765 -956.349
BASIN3C 3733.430 -1128.240
BASIN3C 3308.759 -1401.243
BASIN3C 2388.638 -1502.355
BASIN3C 1549.406 -1188.907
BASIN3C 629.285 -339.565
BASIN3C -220.058 145.774
BASIN3C -290.837 95.218
BASIN3C -432.394 155.885
BASIN3C -462.727 398.555
BASIN3C -199.836 894.005
BASIN3C 113.612 914.227
BASIN5 4737.108 7704.752
BASIN5 4737.108 5631.951
BASIN5 4474.216 5156.724
BASIN5 4464.105 5085.945
BASIN5 4676.441 3953.488
BASIN5 4464.105 3437.816
BASIN5 4494.439 3164.813
BASIN5 4908.999 4165.824
BASIN5 5131.446 4256.825
BASIN5 5232.558 4216.380
BASIN5 5343.782 4084.934
BASIN5 5151.668 4762.386
BASIN5 5111.223 5348.837
BASIN5 5101.112 7987.867
BASIN8B 11425.683 7216.886
BASIN8B 12290.192 7722.447
BASIN8B 12906.977 6504.045
BASIN8B 11663.296 5872.093
BASIN7C 7083.611 1974.624
BASIN7C 6906.665 2697.576
BASIN7C 7022.944 2697.576
BASIN7C 7139.223 2626.798
BASIN7C 7402.115 2748.133
BASIN7C 7498.172 2384.129
BASIN7C 8595.239 2904.857
BASIN7C 10000.699 3066.636
BASIN7C 13362.681 3754.199
BASIN7C 12558.839 2808.800
BASIN7C 8660.962 685.443
BASIN7C 8190.790 1453.896
BASIN7C 7902.621 1271.894
BASIN8C 8389.910 8617.579
BASIN8C 5462.710 9391.087
BASIN8C 5462.710 8122.129
BASIN8C 11615.390 8086.740
BASIN8C 12474.844 8587.245
BASIN8C 12318.120 8905.749
BASIN8A 5409.505 7242.164
Page 8
2015.05.1_Allowable outflow.inp
BASIN8A 5419.616 6746.714
BASIN8A 5647.118 6736.603
BASIN8A 5672.396 6696.158
BASIN8A 5637.007 6630.435
BASIN8A 5495.450 6589.990
BASIN8A 5505.561 4992.417
BASIN8A 5682.508 4926.694
BASIN8A 5697.674 4825.581
BASIN8A 5778.564 4486.855
BASIN8A 6835.187 5007.583
BASIN8A 8331.648 5179.474
BASIN8A 11648.130 5856.926
BASIN8A 11410.516 7216.886
BASIN6 5273.003 7252.275
BASIN6 5399.393 7242.164
BASIN6 5404.449 6756.825
BASIN6 5283.114 6675.935
BASIN6 5262.892 6584.934
BASIN6 5273.003 5012.639
BASIN6 5288.170 4860.971
BASIN6 5303.337 4795.248
BASIN6 5171.891 4790.192
BASIN6 5111.223 8000.506
BASIN6 5101.112 8000.506
BASIN6 5111.223 8465.622
BASIN6 5080.890 8521.234
BASIN6 5257.836 8526.289
OFFSITE2 6536.906 2770.475
OFFSITE2 6516.684 2558.139
OFFSITE2 6921.132 2760.364
OFFSITE2 6466.127 3508.595
OFFSITE2 6193.124 3346.815
OFFSITE4 4898.888 8837.209
OFFSITE4 4828.109 8837.209
OFFSITE4 4807.887 9069.768
OFFSITE4 5333.670 8958.544
OFFSITE4 5333.670 8533.873
OFFSITE4 5070.779 8533.873
OFFSITE1 -510.617 2709.808
OFFSITE1 -389.282 2992.922
OFFSITE1 5.056 3154.702
OFFSITE1 106.168 3083.923
OFFSITE1 75.834 3083.923
OFFSITE1 -96.057 3043.478
OFFSITE1 -328.615 2517.695
OFFSITE1 -288.170 2315.470
OFFSITE1 -844.287 2548.028
BASIN4 4237.507 1336.073
BASIN4 4475.167 1336.073
BASIN4 4683.120 1959.931
BASIN4 4891.072 2365.933
Page 9
2015.05.1_Allowable outflow.inp
BASIN4 5247.563 2445.154
BASIN4 5901.128 1851.003
BASIN4 6544.791 2534.276
BASIN4 6089.276 3435.404
BASIN4 5158.440 4227.605
BASIN4 4900.975 4138.482
BASIN4 4564.290 3168.036
BASIN4 3871.114 3059.109
BASIN4 4187.995 1326.170
BASIN3A 2445.154 3049.206
BASIN3A 2643.204 1355.878
BASIN3A 4158.287 1326.170
BASIN3A 3772.089 3069.011
BASIN3A 2425.349 3069.011
BASIN3B 947.577 2837.932
BASIN3B 927.772 1154.506
BASIN3B 2571.588 1213.921
BASIN3B 2393.342 2857.737
BASIN3B 937.674 2847.834
BASIN3D -60.180 2999.694
BASIN3D -179.010 2316.421
BASIN3D -654.331 2009.443
BASIN3D -198.816 1306.365
BASIN3D 870.655 1365.780
BASIN3D 870.655 3039.304
BASIN3D 236.895 3088.816
BASIN3D -30.473 3029.401
BASIN7A 7620.614 2960.526
BASIN7A 7489.035 2741.228
BASIN7A 7807.018 2861.842
BASIN7A 8563.596 3267.544
BASIN7A 9473.684 3366.228
BASIN7A 9846.491 3388.158
BASIN7A 9649.123 3574.561
BASIN7A 9396.930 3903.509
BASIN7A 9133.772 4473.684
BASIN7A 8848.684 5197.368
BASIN7A 8388.158 5120.614
BASIN7A 8015.351 5065.789
BASIN7A 7510.965 5000.000
BASIN7A 6951.754 4978.070
BASIN7A 6732.456 4857.456
BASIN7A 6019.737 4550.439
BASIN7A 5526.316 4287.281
BASIN7A 5614.035 3925.439
BASIN7A 6041.667 3695.175
BASIN7A 6326.754 3662.281
BASIN7A 6622.807 3432.018
BASIN7A 6951.754 3114.035
BASIN7A 7412.281 3179.825
BASIN7A 7653.509 2938.596
Page 10
2015.05.1_Allowable outflow.inp
BASIN7B 9934.211 3464.912
BASIN7B 10910.088 3629.386
BASIN7B 12675.439 3991.228
BASIN7B 13432.018 4144.737
BASIN7B 13421.053 4298.246
BASIN7B 13278.509 4835.526
BASIN7B 13103.070 5317.982
BASIN7B 12719.298 5625.000
BASIN7B 12247.807 5482.456
BASIN7B 11809.211 5252.193
BASIN7B 11315.789 4989.035
BASIN7B 10855.263 4802.632
BASIN7B 10789.474 5010.965
BASIN7B 10833.333 5065.789
BASIN7B 11370.614 5701.754
BASIN7B 10219.298 5493.421
BASIN7B 9506.579 5317.982
BASIN7B 8936.404 5208.333
BASIN7B 9199.561 4462.719
BASIN7B 9440.789 3903.509
BASIN7B 9945.175 3421.053
[SYMBOLS]
;;Gage X-Coord Y-Coord
;;-------------- ------------------ ------------------
1 -1076.845 1698.686
[LABELS]
;;X-Coord Y-Coord Label
7828.947 9199.561 "SWALE1" "" "Arial" 10 0 0
884.732 2012.133 "SWALE-BASIN2" "" "Arial" 10 0 0
7760.364 7462.083 "SW-3TO4" "" "Arial" 10 0 0
5495.450 5490.394 "SW-7TO5" "" "Arial" 10 0 0
[PROFILES]
;;Name Links
;;-------------- ----------
"ST-02 " ST02
"ST-01 " ST01
"ST-04(INLET4) " 1 2 ST06
"ST-05 " ST05-1 ST05-2 ST05-3 ST05-4
" " ST05-2 ST05-3 ST05-4
Page 11
SUMMARY REPORT 5-6-15.rpt
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.007)
--------------------------------------------------------------
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ NO
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... DYNWAVE
Starting Date ............ FEB-06-2015 00:00:00
Ending Date .............. FEB-09-2015 04:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:01:00
Wet Time Step ............ 00:01:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 5.00 sec
Variable Time Step ....... YES
Maximum Trials ........... 8
Head Tolerance ........... 0.005000 ft
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 4.916 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 0.679 0.507
Surface Runoff ........... 4.190 3.127
Final Surface Storage .... 0.049 0.037
Continuity Error (%) ..... -0.044
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 4.190 1.365
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 4.194 1.367
Internal Outflow ......... 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.001 0.000
Continuity Error (%) ..... -0.112
***************************
Time-Step Critical Elements
***************************
Link ST05-1 (5.08%)
SUMMARY REPORT 5-6-15.rpt
********************************
Highest Flow Instability Indexes
********************************
Link ST05-2 (15)
Link ST05-3 (14)
Link ST05-1 (13)
Link ST05-4 (9)
Link SW-6TO5 (4)
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 0.50 sec
Average Time Step : 4.63 sec
Maximum Time Step : 5.00 sec
Percent in Steady State : 0.00
Average Iterations per Step : 2.12
Percent Not Converging : 0.08
***************************
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
--------------------------------------------------------------------------------------------------------
BASIN1 3.67 0.00 0.00 0.79 2.84 0.45 47.20 0.774
BASIN2 3.67 0.00 0.00 0.06 3.57 0.20 18.18 0.972
BASIN3C 3.67 0.00 0.00 1.13 2.54 0.06 5.47 0.691
BASIN5 3.67 0.00 0.00 0.50 3.15 0.06 6.75 0.858
BASIN8B 3.67 0.00 0.00 0.42 3.22 0.03 2.94 0.878
BASIN7C 3.67 0.00 0.00 1.07 2.59 0.02 2.19 0.707
BASIN8C 3.67 0.00 0.00 1.07 2.59 0.06 5.22 0.707
BASIN8A 3.67 0.00 0.00 0.08 3.54 0.23 20.70 0.965
BASIN6 3.67 0.00 0.00 0.00 3.62 0.03 2.48 0.987
OFFSITE2 3.67 0.00 0.00 0.00 3.62 0.01 0.71 0.987
OFFSITE4 3.67 0.00 0.00 0.00 3.62 0.01 0.71 0.987
OFFSITE1 3.67 0.00 0.00 0.00 3.62 0.00 0.26 0.987
BASIN4 3.67 0.00 0.00 0.57 3.08 0.05 5.63 0.839
BASIN3A 3.67 0.00 0.00 0.07 3.57 0.03 2.89 0.972
BASIN3B 3.67 0.00 0.00 0.06 3.58 0.03 3.20 0.975
BASIN3D 3.67 0.00 0.00 0.12 3.51 0.03 3.08 0.958
BASIN7A 3.67 0.00 0.00 0.13 3.51 0.04 3.93 0.956
BASIN7B 3.67 0.00 0.00 0.29 3.35 0.03 3.44 0.912
******************
Node Depth Summary
******************
---------------------------------------------------------------------
Average Maximum Maximum Time of Max
Depth Depth HGL Occurrence
Node Type Feet Feet Feet days hr:min
---------------------------------------------------------------------
1 JUNCTION 0.08 1.58 5039.58 0 00:41
INLET-5 JUNCTION 0.97 2.90 5036.14 0 00:46
FES-5B JUNCTION 0.42 2.57 5037.00 0 00:46
SDMH-5A JUNCTION 1.17 3.18 5036.04 0 02:27
INLET-2 JUNCTION 0.08 2.18 5039.71 0 00:40
INLET-6 JUNCTION 0.57 2.57 5036.62 0 00:46
INLET-8A JUNCTION 0.43 3.26 5037.72 0 00:40
FES-6A JUNCTION 0.50 2.64 5037.00 0 00:46
SUMMARY REPORT 5-6-15.rpt
SDMH-3A JUNCTION 0.39 5.08 5041.63 0 00:38
4 JUNCTION 0.03 0.62 5039.59 0 00:42
11 OUTFALL 0.00 0.00 0.00 0 00:00
22 OUTFALL 0.00 0.00 0.00 0 00:00
21 OUTFALL 0.00 0.00 0.00 0 00:00
29 OUTFALL 0.00 0.00 0.00 0 00:00
POND STORAGE 2.86 5.04 5036.04 0 02:23
*******************
Node Inflow Summary
*******************
-------------------------------------------------------------------------------------------------
Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance
Inflow Inflow Occurrence Volume Volume Error
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent
-------------------------------------------------------------------------------------------------
1 JUNCTION 8.55 13.61 0 00:38 0.0868 0.146 0.253
INLET-5 JUNCTION 6.75 26.37 0 00:42 0.0632 0.555 0.022
FES-5B JUNCTION 5.22 40.89 0 00:39 0.057 0.466 0.367
SDMH-5A JUNCTION 0.00 26.36 0 00:42 0 0.555 -0.150
INLET-2 JUNCTION 18.17 18.17 0 00:40 0.198 0.198 -0.003
INLET-6 JUNCTION 2.48 22.78 0 00:46 0.0275 0.493 0.074
INLET-8A JUNCTION 20.69 35.88 0 00:40 0.234 0.377 -0.153
FES-6A JUNCTION 0.00 35.89 0 00:40 0 0.379 -0.002
FES-7A JUNCTION 2.94 2.94 0 00:40 0.0262 0.0262 -4.685
INLET-4 JUNCTION 5.63 5.63 0 00:40 0.0519 0.0519 0.065
SDMH-3A JUNCTION 9.56 15.19 0 00:40 0.0906 0.142 0.147
4 JUNCTION 6.09 6.09 0 00:40 0.0592 0.0592 -0.609
11 OUTFALL 0.00 1.31 0 02:23 0 1.35 0.000
22 OUTFALL 0.71 0.71 0 00:40 0.00699 0.00698 0.000
21 OUTFALL 0.71 0.71 0 00:40 0.00698 0.00698 0.000
29 OUTFALL 0.26 0.26 0 00:40 0.00256 0.00256 0.000
POND STORAGE 47.18 99.27 0 00:40 0.455 1.35 -0.080
**********************
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
---------------------------------------------------------------------
INLET-5 JUNCTION 2.85 0.201 1.939
SDMH-5A JUNCTION 9.57 0.484 1.586
INLET-2 JUNCTION 0.04 0.184 0.226
INLET-8A JUNCTION 0.25 0.759 0.281
INLET-4 JUNCTION 0.02 2.690 0.000
SDMH-3A JUNCTION 0.05 3.100 0.000
*********************
Node Flooding Summary
*********************
Flooding refers to all water that overflows a node, whether it ponds or not.
--------------------------------------------------------------------------
Total Maximum
Maximum Time of Max Flood Ponded
Hours Rate Occurrence Volume Depth
Node Flooded CFS days hr:min 10^6 gal Feet
--------------------------------------------------------------------------
INLET-4 0.01 0.74 0 00:39 0.000 0.500
SUMMARY REPORT 5-6-15.rpt
**********************
Storage Volume Summary
**********************
--------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS
--------------------------------------------------------------------------------------------------
POND 51.531 22 0 0 161.210 70 0 02:23 1.91
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
11 65.59 1.06 1.31 1.350
22 10.38 0.15 0.71 0.007
21 10.49 0.15 0.71 0.007
29 10.06 0.05 0.26 0.003
-----------------------------------------------------------
System 24.13 1.41 2.68 1.366
********************
Link Flow Summary
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
ST05-3 CONDUIT 26.36 0 00:42 5.44 1.09 1.00
ST05-1 CONDUIT 21.60 0 00:47 4.82 0.65 0.97
ST05-2 CONDUIT 22.78 0 00:46 4.64 0.48 1.00
ST01 CONDUIT 8.54 0 00:42 5.20 1.00 0.88
ST05-4 CONDUIT 26.33 0 00:42 5.92 1.11 1.00
ST02 CONDUIT 18.17 0 00:40 6.19 0.99 0.88
SW-7TO5 CHANNEL 2.26 0 00:40 0.16 0.01 0.45
SW-6TO5 CHANNEL 33.66 0 00:39 1.08 0.22 0.85
ST04-3 CONDUIT 35.89 0 00:40 7.46 1.50 1.00
ST04-1 CONDUIT 5.63 0 00:40 4.73 0.59 1.00
ST04-2 CONDUIT 15.19 0 00:40 4.77 1.02 1.00
4 CHANNEL 5.71 0 00:38 0.56 0.01 0.27
7 DUMMY 1.31 0 02:23
***************************
Flow Classification Summary
***************************
-------------------------------------------------------------------------------------
Adjusted ---------- Fraction of Time in Flow Class ----------
/Actual Up Down Sub Sup Up Down Norm Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl
-------------------------------------------------------------------------------------
ST05-3 1.00 0.00 0.00 0.00 0.59 0.00 0.00 0.41 0.02 0.00
ST05-1 1.00 0.00 0.00 0.00 0.42 0.00 0.00 0.58 0.04 0.00
ST05-2 1.00 0.00 0.00 0.00 0.55 0.00 0.00 0.45 0.10 0.00
ST01 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00
ST05-4 1.00 0.00 0.00 0.00 0.98 0.00 0.00 0.02 0.40 0.00
ST02 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00
SW-7TO5 1.00 0.00 0.30 0.00 0.70 0.00 0.00 0.00 1.00 0.00
SUMMARY REPORT 5-6-15.rpt
ST04-1 1.00 0.00 0.00 0.00 0.01 0.03 0.00 0.96 0.01 0.00
ST04-2 1.00 0.00 0.02 0.00 0.33 0.00 0.00 0.64 0.30 0.00
4 1.00 0.00 0.32 0.00 0.68 0.00 0.00 0.00 0.99 0.00
*************************
Conduit Surcharge Summary
*************************
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
ST05-3 6.57 6.57 6.62 0.18 0.27
ST05-2 0.13 0.13 0.13 0.01 0.01
ST01 0.01 0.01 0.01 0.03 0.01
ST05-4 12.68 12.68 12.73 0.19 0.14
ST04-3 0.16 0.16 0.16 0.11 0.15
ST04-1 0.02 0.02 0.02 0.01 0.01
ST04-2 0.05 0.05 0.05 0.01 0.01
Analysis begun on: Wed May 06 08:43:16 2015
Analysis ended on: Wed May 06 08:43:17 2015
Total elapsed time: 00:00:01
Page 5
The image part with relationship ID rId2 was not found in the file.
The image part with relationship ID rId2 was not found in the file.
05.06.2015
APPENDIX D
INLET AND SWALE SIZING
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
= 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = N/A N/A feet
Width of a Unit Grate Wo
= N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf
(G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw
(G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co
(G) = N/A N/A
Curb Opening Information MINOR MAJOR
Warning 1 Length of a Unit Curb Opening Lo
(C) = 4.00 4.00 feet
Height of Vertical Curb Opening in Inches Hvert
= 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat
= 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 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 2.3-3.7) Cw
(C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co
(C) = 0.67 0.67
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Q
a = 4.6 4.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q
PEAK REQUIRED = 2.9 2.9 cfs
Warning 1: Dimension entered is not a typical dimension for inlet type specified.
INLET IN A SUMP OR SAG LOCATION
015-0358 COLORADO STATE UNIVERSTITY TENNIS COURTS
TYPE D-12 SIDEWALK CULVER FOR BASIN 3A
CDOT Type R Curb Opening
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
INLET_BASIN3A_SIDEWALKCULVERT3A.xlsm, Inlet In Sump 5/5/2015, 4:02 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
= 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = N/A N/A feet
Width of a Unit Grate Wo
= N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf
(G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw
(G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co
(G) = N/A N/A
Curb Opening Information MINOR MAJOR
Warning 1 Length of a Unit Curb Opening Lo
(C) = 4.00 4.00 feet
Height of Vertical Curb Opening in Inches Hvert
= 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat
= 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 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 2.3-3.7) Cw
(C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co
(C) = 0.67 0.67
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Q
a = 4.6 4.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q
PEAK REQUIRED = 3.2 3.2 cfs
Warning 1: Dimension entered is not a typical dimension for inlet type specified.
INLET IN A SUMP OR SAG LOCATION
015-0358 COLORADO STATE UNIVERSTITY TENNIS COURTS
TYPE D-12 SIDEWALK CULVER FOR BASIN 3B
CDOT Type R Curb Opening
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
INLET_BASIN3B_SIDEWALKCULVERT3B.xlsm, Inlet In Sump 5/5/2015, 3:59 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
= 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = N/A N/A feet
Width of a Unit Grate Wo
= N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf
(G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw
(G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co
(G) = N/A N/A
Curb Opening Information MINOR MAJOR
Warning 1 Length of a Unit Curb Opening Lo
(C) = 4.00 4.00 feet
Height of Vertical Curb Opening in Inches Hvert
= 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat
= 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 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 2.3-3.7) Cw
(C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co
(C) = 0.67 0.67
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Q
a = 4.6 4.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q
PEAK REQUIRED = 3.1 3.1 cfs
Warning 1: Dimension entered is not a typical dimension for inlet type specified.
INLET IN A SUMP OR SAG LOCATION
015-0358 COLORADO STATE UNIVERSTITY TENNIS COURTS
TYPE D-12 SIDEWALK CULVER FOR BASIN 3D
CDOT Type R Curb Opening
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
INLET_BASIN3D_SIDEWALKCULVERT3D.xlsm, Inlet In Sump 5/6/2015, 10:18 AM
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
= 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = N/A N/A feet
Width of a Unit Grate Wo
= N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf
(G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw
(G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co
(G) = N/A N/A
Curb Opening Information MINOR MAJOR
Warning 1 Length of a Unit Curb Opening Lo
(C) = 4.00 4.00 feet
Height of Vertical Curb Opening in Inches Hvert
= 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat
= 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 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 2.3-3.7) Cw
(C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co
(C) = 0.67 0.67
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Q
a = 4.6 4.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q
PEAK REQUIRED = 3.9 3.9 cfs
Warning 1: Dimension entered is not a typical dimension for inlet type specified.
INLET IN A SUMP OR SAG LOCATION
015-0358 COLORADO STATE UNIVERSTITY TENNIS COURTS
TYPE D-12 SIDEWALK CULVER FOR BASIN 7A
CDOT Type R Curb Opening
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
INLET_BASIN7A_SIDEWALKCULVERT7A.xlsm, Inlet In Sump 5/5/2015, 4:04 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
= 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = N/A N/A feet
Width of a Unit Grate Wo
= N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf
(G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw
(G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co
(G) = N/A N/A
Curb Opening Information MINOR MAJOR
Warning 1 Length of a Unit Curb Opening Lo
(C) = 4.00 4.00 feet
Height of Vertical Curb Opening in Inches Hvert
= 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat
= 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 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 2.3-3.7) Cw
(C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co
(C) = 0.67 0.67
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Q
a = 4.6 4.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q
PEAK REQUIRED = 3.4 3.4 cfs
Warning 1: Dimension entered is not a typical dimension for inlet type specified.
INLET IN A SUMP OR SAG LOCATION
015-0358 COLORADO STATE UNIVERSTITY TENNIS COURTS
TYPE D-12 SIDEWALK CULVER FOR BASIN 7B
CDOT Type R Curb Opening
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
INLET_BASIN7B_SIDEWALKCULVERT7B.xlsm, Inlet In Sump 5/5/2015, 4:05 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
= 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = N/A N/A feet
Width of a Unit Grate Wo
= N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf
(G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw
(G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co
(G) = N/A N/A
Curb Opening Information MINOR MAJOR
Warning 1 Length of a Unit Curb Opening Lo
(C) = 4.00 4.00 feet
Height of Vertical Curb Opening in Inches Hvert
= 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat
= 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 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 2.3-3.7) Cw
(C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co
(C) = 0.67 0.67
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Q
a = 4.6 4.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q
PEAK REQUIRED = 2.9 2.9 cfs
Warning 1: Dimension entered is not a typical dimension for inlet type specified.
INLET IN A SUMP OR SAG LOCATION
015-0358 COLORADO STATE UNIVERSTITY TENNIS COURTS
TYPE D-12 SIDEWALK CULVER FOR BASIN 8B
CDOT Type R Curb Opening
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
INLET_BASIN8B_SIDEWALKCULVERT8B.xlsm, Inlet In Sump 5/5/2015, 4:07 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
= 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 2 2
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = N/A N/A feet
Width of a Unit Grate Wo
= N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf
(G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw
(G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co
(G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo
(C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert
= 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat
= 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 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 2.3-3.7) Cw
(C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co
(C) = 0.67 0.67
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Q
a = 10.5 10.5 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q
PEAK REQUIRED = 6.8 6.8 cfs
INLET IN A SUMP OR SAG LOCATION
015-0358 COLORADO STATE UNIVERSTITY TENNIS COURTS
INLET-5
CDOT Type R Curb Opening
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
INLET_BASIN5_INLET5.xlsm, Inlet In Sump 4/24/2015, 10:44 AM
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) Ponding Depth = 12.0 12.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = 3.00 3.00 feet
Width of a Unit Grate Wo
= 1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= 0.43 0.43
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) = 3.30 3.30
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 2.3-3.7) 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) Q
a = 21.0 21.0 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q
PEAK REQUIRED = 20.7 20.7 cfs
INLET IN A SUMP OR SAG LOCATION
015-0358 COLORADO STATE UNIVERSTITY TENNIS COURTS
INLET-8A
CDOT/Denver 13 Combination
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
INLET_BASIN8A_INLET8A.xlsm, Inlet In Sump 4/30/2015, 3:34 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
= 3.00 3.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = N/A N/A feet
Width of a Unit Grate Wo
= N/A N/A feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= N/A N/A
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf
(G) = N/A N/A
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw
(G) = N/A N/A
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co
(G) = N/A N/A
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo
(C) = 5.00 5.00 feet
Height of Vertical Curb Opening in Inches Hvert
= 6.00 6.00 inches
Height of Curb Orifice Throat in Inches Hthroat
= 6.00 6.00 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 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 2.3-3.7) Cw
(C) = 3.60 3.60
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co
(C) = 0.67 0.67
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Q
a = 5.4 5.4 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q
PEAK REQUIRED = 2.5 2.5 cfs
INLET IN A SUMP OR SAG LOCATION
015-0358 COLORADO STATE UNIVERSTITY TENNIS COURTS
INLET-6
CDOT Type R Curb Opening
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
INLET_BASIN6_INLET6.xlsm, Inlet In Sump 4/24/2015, 10:44 AM
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) Ponding Depth = 12.0 12.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = 3.00 3.00 feet
Width of a Unit Grate Wo
= 1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= 0.43 0.43
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) = 3.30 3.30
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
Warning 1 Side Width for Depression Pan (typically the gutter width of 2 feet) Wp
= 3.00 3.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf
(C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) 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) Q
a = 21.0 21.0 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q
PEAK REQUIRED = 18.2 18.2 cfs
Warning 1: Dimension entered is not a typical dimension for inlet type specified.
INLET IN A SUMP OR SAG LOCATION
015-0358 COLORADO STATE UNIVERSTITY TENNIS COURTS
INLET-2
CDOT/Denver 13 Combination
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
INLET_BASIN2_INLET2.xlsm, Inlet In Sump 4/24/2015, 10:39 AM
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) Ponding Depth = 12.0 12.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = 3.00 3.00 feet
Width of a Unit Grate Wo
= 1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= 0.43 0.43
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) = 3.30 3.30
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
Warning 1 Side Width for Depression Pan (typically the gutter width of 2 feet) Wp
= 3.00 3.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf
(C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) 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) Q
a = 9.2 9.2 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q
PEAK REQUIRED = 5.6 5.6 cfs
Warning 1: Dimension entered is not a typical dimension for inlet type specified.
INLET IN A SUMP OR SAG LOCATION
015-0358 COLORADO STATE UNIVERSTITY TENNIS COURTS
INLET-4
CDOT/Denver 13 Combination
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
INLET_BASIN4_INLET4.xlsm, Inlet In Sump 4/24/2015, 10:40 AM
The image part with relationship ID rId2 was not found in the file.
The image part with relationship ID rId2 was not found in the file.
05.06.2015
APPENDIX E
RIPRAP SIZING
Project:
Basin ID:
Soil Type:
Design Information (Input):
Design Discharge Q = 198.4 cfs
Circular Culvert:
Barrel Diameter in Inches D = inches
Inlet Edge Type (Choose from pull-down list)
Box Culvert: OR
Barrel Height (Rise) in Feet Height (Rise) = 1.5 ft
Barrel Width (Span) in Feet Width (Span) = 30 ft
Inlet Edge Type (Choose from pull-down list)
Number of Barrels No = 1
Inlet Elevation Elev IN = 5036.5 ft
Outlet Elevation OR Slope Elev OUT = 5036.16 ft
Culvert Length L = 30 ft
Manning's Roughness n = 0.035
Bend Loss Coefficient kb = 0
Exit Loss Coefficient kx = 1
Tailwater Surface Elevation Elev Yt = ft
Max Allowable Channel Velocity V = 5 ft/s
Required Protection (Output):
Tailwater Surface Height Yt = 0.60 ft
Flow Area at Max Channel Velocity At = 39.68 ft2
Culvert Cross Sectional Area Available A = 45.00 ft2
Entrance Loss Coefficient ke = 0.40
Friction Loss Coefficient kf = 3.94
Sum of All Losses Coefficients ks = 5.34 ft
Culvert Normal Depth Yn = 1.30 ft
Culvert Critical Depth Yc = 1.11 ft
Tailwater Depth for Design d = 1.30 ft
Adjusted Diameter OR Adjusted Rise Ha = - ft
Expansion Factor 1/(2*tan(Θ)) = 2.98
Flow/Diameter2.5 OR Flow/(Span * Rise1.5) Q/WH^1.5 = 3.60 ft0.5/s
Froude Number Fr = 0.79
Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Yt/H = 0.40
Inlet Control Headwater HWI = 1.77 ft
Outlet Control Headwater HWO = 2.58
Design Headwater Elevation HW = 5,039.08 ft
Headwater/Diameter OR Headwater/Rise Ratio HW/H = 1.72 HW/H > 1.5!
Minimum Theoretical Riprap Size d50 = 2 in
Nominal Riprap Size d50 = 6 in
UDFCD Riprap Type Type = VL
Length of Protection Lp = 15 ft
Width of Protection T = 36 ft
Determination of Culvert Headwater and Outlet Protection
015-0358 COLORADO STATE UNIVERSITY TENNIS COURTS
1, SPILLWAY
Choose One:
Sandy
Non-Sandy
Project:
Basin ID:
Soil Type:
Design Information (Input):
Design Discharge Q = 8.54 cfs
Circular Culvert:
Barrel Diameter in Inches D = 18 inches
Inlet Edge Type (Choose from pull-down list)
Box Culvert: OR
Barrel Height (Rise) in Feet Height (Rise) = ft
Barrel Width (Span) in Feet Width (Span) = ft
Inlet Edge Type (Choose from pull-down list)
Number of Barrels No = 1
Inlet Elevation Elev IN = 5038 ft
Outlet Elevation OR Slope Elev OUT = 5037.06 ft
Culvert Length L = 94.32 ft
Manning's Roughness n = 0.016
Bend Loss Coefficient kb = 0
Exit Loss Coefficient kx = 1
Tailwater Surface Elevation Elev Yt = ft
Max Allowable Channel Velocity V = 7 ft/s
Required Protection (Output):
Tailwater Surface Height Yt = 0.60 ft
Flow Area at Max Channel Velocity At = 1.22 ft2
Culvert Cross Sectional Area Available A = 1.77 ft2
Entrance Loss Coefficient ke = 0.20
Friction Loss Coefficient kf = 2.59
Sum of All Losses Coefficients ks = 3.79 ft
Culvert Normal Depth Yn = 1.23 ft
Culvert Critical Depth Yc = 1.13 ft
Tailwater Depth for Design d = 1.32 ft
Adjusted Diameter OR Adjusted Rise Da = - ft
Expansion Factor 1/(2*tan(Θ)) = 4.33
Flow/Diameter2.5 OR Flow/(Span * Rise1.5) Q/D^2.5 = 3.10 ft0.5/s
Froude Number Fr = 0.84
Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Yt/D = 0.40
Inlet Control Headwater HWI = 1.83 ft
Outlet Control Headwater HWO = 1.75
Design Headwater Elevation HW = 5,039.83 ft
Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.22
Minimum Theoretical Riprap Size d50 = 4 in
Nominal Riprap Size d50 = 6 in
UDFCD Riprap Type Type = VL
Length of Protection Lp = 5 ft
Width of Protection T = 3 ft
Determination of Culvert Headwater and Outlet Protection
015-0358 COLORADO STATE UNIVERSITY TENNIS COURTS
3C, CULVERT ST-01
Choose One:
Sandy
Non-Sandy
Project:
Basin ID:
Soil Type:
Supercritical Flow! Using Da to calculate protection type.
Design Information (Input):
Design Discharge Q = 18.13 cfs
Circular Culvert:
Barrel Diameter in Inches D = 24 inches
Inlet Edge Type (Choose from pull-down list)
Box Culvert: OR
Barrel Height (Rise) in Feet Height (Rise) = ft
Barrel Width (Span) in Feet Width (Span) = ft
Inlet Edge Type (Choose from pull-down list)
Number of Barrels No = 1
Inlet Elevation Elev IN = 5037.53 ft
Outlet Elevation OR Slope Elev OUT = 5036.87 ft
Culvert Length L = 24 ft
Manning's Roughness n = 0.016
Bend Loss Coefficient kb = 0
Exit Loss Coefficient kx = 1
Tailwater Surface Elevation Elev Yt = ft
Max Allowable Channel Velocity V = 7 ft/s
Required Protection (Output):
Tailwater Surface Height Yt = 0.80 ft
Flow Area at Max Channel Velocity At = 2.59 ft2
Culvert Cross Sectional Area Available A = 3.14 ft2
Entrance Loss Coefficient ke = 0.20
Friction Loss Coefficient kf = 0.45
Sum of All Losses Coefficients ks = 1.65 ft
Culvert Normal Depth Yn = 1.11 ft
Culvert Critical Depth Yc = 1.53 ft
Tailwater Depth for Design d = 1.77 ft
Adjusted Diameter OR Adjusted Rise Da = 1.55 ft
Expansion Factor 1/(2*tan(Θ)) = 5.82
Flow/Diameter2.5 OR Flow/(Span * Rise1.5) Q/D^2.5 = 3.20 ft0.5/s
Froude Number Fr = 1.88 Supercritical!
Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Yt/D = 0.51
Inlet Control Headwater HWI = 2.50 ft
Outlet Control Headwater HWO = 1.96
Design Headwater Elevation HW = 5,040.03 ft
Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.25
Minimum Theoretical Riprap Size d50 = 6 in
Nominal Riprap Size d50 = 6 in
UDFCD Riprap Type Type = VL
Length of Protection Lp = 8 ft
Width of Protection T = 4 ft
Determination of Culvert Headwater and Outlet Protection
015-0358 COLORADO STATE UNIVERSITY TENNIS COURTS
2, CULVERT ST-02
Choose One:
Sandy
Non-Sandy
Project:
Basin ID:
Soil Type:
Design Information (Input):
Design Discharge Q = 33.81 cfs
Circular Culvert:
Barrel Diameter in Inches D = 30 inches
Inlet Edge Type (Choose from pull-down list)
Box Culvert: OR
Barrel Height (Rise) in Feet Height (Rise) = ft
Barrel Width (Span) in Feet Width (Span) = ft
Inlet Edge Type (Choose from pull-down list)
Number of Barrels No = 1
Inlet Elevation Elev IN = 5034.46 ft
Outlet Elevation OR Slope Elev OUT = 5034.36 ft
Culvert Length L = 19.42 ft
Manning's Roughness n = 0.016
Bend Loss Coefficient kb = 0
Exit Loss Coefficient kx = 1
Tailwater Surface Elevation Elev Yt = ft
Max Allowable Channel Velocity V = 7 ft/s
Required Protection (Output):
Tailwater Surface Height Yt = 1.00 ft
Flow Area at Max Channel Velocity At = 4.83 ft2
Culvert Cross Sectional Area Available A = 4.91 ft2
Entrance Loss Coefficient ke = 0.20
Friction Loss Coefficient kf = 0.27
Sum of All Losses Coefficients ks = 1.47 ft
Culvert Normal Depth Yn = 1.38 ft
Culvert Critical Depth Yc = 1.98 ft
Tailwater Depth for Design d = 2.24 ft
Adjusted Diameter OR Adjusted Rise Da = - ft
Expansion Factor 1/(2*tan(Θ)) = 4.04
Flow/Diameter2.5 OR Flow/(Span * Rise1.5) Q/D^2.5 = 3.42 ft0.5/s
Froude Number Fr = - Pressure flow!
Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Yt/D = 0.40
Inlet Control Headwater HWI = 3.35 ft
Outlet Control Headwater HWO = 3.22
Design Headwater Elevation HW = 5,037.81 ft
Headwater/Diameter OR Headwater/Rise Ratio HW/D = 1.34
Minimum Theoretical Riprap Size d50 = 7 in
Nominal Riprap Size d50 = 9 in
UDFCD Riprap Type Type = L
Length of Protection Lp = 10 ft
Width of Protection T = 5 ft
Determination of Culvert Headwater and Outlet Protection
015-0358 COLORADO STATE UNIVERSITY TENNIS COURTS
8C, CULVERT ST-04
Choose One:
Sandy
Non-Sandy
Project:
Basin ID:
Soil Type:
Supercritical Flow! Using Da to calculate protection type.
Design Information (Input):
Design Discharge Q = 30.38 cfs
Circular Culvert:
Barrel Diameter in Inches D = 36 inches
Inlet Edge Type (Choose from pull-down list)
Box Culvert: OR
Barrel Height (Rise) in Feet Height (Rise) = ft
Barrel Width (Span) in Feet Width (Span) = ft
Inlet Edge Type (Choose from pull-down list)
Number of Barrels No = 1
Inlet Elevation Elev IN = 5032.67 ft
Outlet Elevation OR Slope Elev OUT = 5031.92 ft
Culvert Length L = 75 ft
Manning's Roughness n = 0.016
Bend Loss Coefficient kb = 0
Exit Loss Coefficient kx = 1
Tailwater Surface Elevation Elev Yt = ft
Max Allowable Channel Velocity V = 7 ft/s
Required Protection (Output):
Tailwater Surface Height Yt = 1.20 ft
Flow Area at Max Channel Velocity At = 4.34 ft2
Culvert Cross Sectional Area Available A = 7.07 ft2
Entrance Loss Coefficient ke = 0.20
Friction Loss Coefficient kf = 0.82
Sum of All Losses Coefficients ks = 2.02 ft
Culvert Normal Depth Yn = 1.60 ft
Culvert Critical Depth Yc = 1.79 ft
Tailwater Depth for Design d = 2.39 ft
Adjusted Diameter OR Adjusted Rise Da = 2.30 ft
Expansion Factor 1/(2*tan(Θ)) = 6.69
Flow/Diameter2.5 OR Flow/(Span * Rise1.5) Q/D^2.5 = 1.95 ft0.5/s
Froude Number Fr = 1.23 Supercritical!
Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Yt/D = 0.52
Inlet Control Headwater HWI = 2.61 ft
Outlet Control Headwater HWO = 2.22
Design Headwater Elevation HW = 5,035.28 ft
Headwater/Diameter OR Headwater/Rise Ratio HW/D = 0.87
Minimum Theoretical Riprap Size d50 = 5 in
Nominal Riprap Size d50 = 6 in
UDFCD Riprap Type Type = VL
Length of Protection Lp = 9 ft
Width of Protection T = 5 ft
Determination of Culvert Headwater and Outlet Protection
015-0358 COLORADO STATE UNIVERSITY TENNIS COURTS
1, CULVERT ST-05
Choose One:
Sandy
Non-Sandy
The image part with relationship ID rId2 was not found in the file.
The image part with relationship ID rId2 was not found in the file.
05.06.2015
APPENDIX F
POND INFORMATION
Project:
Basin ID:
75.96
4.00000
Design Information (input):
Bottom Length of Weir L = 30.00 feet
Angle of Side Slope Weir Angle = 75.96 degrees
Elev. for Weir Crest EL. Crest = 5,036.50 feet
Coef. for Rectangular Weir Cw = 3.00
Coef. for Trapezoidal Weir Ct = 3.00
Calculation of Spillway Capacity (output):
Water Rect. Triangle Total Total
Surface Weir Weir Spillway Pond
Elevation Flowrate Flowrate Release Release
ft. cfs cfs cfs cfs
(linked) (output) (output) (output) (output)
5031.00 0.00 0.00 0.00 0.00
5031.50 0.00 0.00 0.00 0.00
5032.00 0.00 0.00 0.00 0.00
5032.50 0.00 0.00 0.00 0.00
5033.00 0.00 0.00 0.00 0.00
5033.50 0.00 0.00 0.00 0.00
5034.00 0.00 0.00 0.00 0.00
5034.50 0.00 0.00 0.00 0.00
5035.00 0.00 0.00 0.00 0.00
5035.50 0.00 0.00 0.00 0.00
5036.00 0.00 0.00 0.00 0.00
5036.50 0.00 0.00 0.00 0.00
5037.00 31.82 2.12 33.94 33.94
5037.50 90.00 12.00 102.00 102.00
5038.00 165.34 33.06 198.40 198.40
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Project:
Basin ID:
STAGE-DISCHARGE SIZING OF THE SPILLWAY
015-0358 COLORADO STATE UNIVERSITY TENNIS COURTS
SPILLWAY
0 0.2 0.4 0.6 0.8 1
5000
5005
5010
5015
5020
5025
5030
5035
5040
0 50 100 150 200 250
Storage (Acre-Feet)
Stage (feet, elev.)
Pond Discharge (cfs)
STAGE-STORAGE-DISCHARGE CURVES FOR THE POND
TOTAL DISCHARGE SPILLWAY DISCHARGE POND STORAGE
UD-Detention_v2.34.xls, Spillway 5/1/2015, 10:01 AM
Project:
Basin ID:
Design Information (Input):
Width of Basin Bottom, W = ft Right Triangle OR…
Length of Basin Bottom, L = ft Isosceles Triangle OR…
Dam Side-slope (H:V), Zd
= ft/ft Rectangle OR…
Circle / Ellipse OR…
Irregular (Use Overide values in cells G32:G52)
MINOR MAJOR
Storage Requirement from Sheet 'Modified FAA': 3.50 acre-ft.
Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft.
Storage Requirement from Sheet 'Full-Spectrum': acre-ft.
Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes
for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor,
& Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage
Stages ft ft/ft ft ft ft
2
ft
2
User ft
3
acres acre-ft Volumes
(input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek)
5031.00 (input) 1,318 0.030 0.000 WQCV=.491
5031.50 0.17 0.00 0.00 7,472 2,197 0.172 0.050
5032.00 0.17 0.00 0.00 13,625 7,472 0.313 0.172
5032.50 0.17 0.00 0.00 20,674 16,046 0.475 0.368
5033.00 0.17 0.00 0.00 27,722 28,145 0.636 0.646
5033.50 0.17 0.00 0.00 35,945 44,062 0.825 1.012
5034.00 0.17 0.00 0.00 44,168 64,090 1.014 1.471
5034.50 0.17 0.00 0.00 51,686 88,053 1.187 2.021
5035.00 0.17 0.00 0.00 59,203 115,776 1.359 2.658
5035.50 0.17 0.00 0.00 63,683 146,497 1.462 3.363
5036.00 0.17 0.00 0.00 68,162 179,458 1.565 4.120
5036.50 0.17 0.00 0.00 73,244 214,810 1.681 4.931
5037.00 0.17 0.00 0.00 78,326 252,702 1.798 5.801
5037.50 0.17 0.00 0.00 84,846 293,495 1.948 6.738
5038.00 0.17 0.00 0.00 91,366 337,548 2.097 7.749
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Project:
Basin ID:
STAGE-STORAGE SIZING FOR DETENTION BASINS
5030.60
5031.60
5032.60
5033.60
5034.60
5035.60
5036.60
5037.60
5038.60
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00
Stage (ft. elev.)
Storage (acre-feet)
STAGE-STORAGE CURVE FOR THE POND
UD-Detention4-24-15(12-HR DET)_Spillway.xls, Basin 5/1/2015, 10:00 AM
Project:
Basin ID:
WQCV Design Volume (Input):
Catchment Imperviousness, Ia = 60.9 percent
Catchment Area, A = 15.91 acres Diameter of holes, D = 1.523 inches
Depth at WQCV outlet above lowest perforation, H = 1.35 feet Number of holes per row, N = 2
Vertical distance between rows, h = 4.00 inches OR
Number of rows, NL = 4.00
Orifice discharge coefficient, Co = 0.67 Height of slot, H = inches
Slope of Basin Trickle Channel, S = 0.005 ft / ft Width of slot, W = inches
Time to Drain the Pond = 40 hours
Watershed Design Information (Input): 1.35
Percent Soil Type A = %
Percent Soil Type B = %
Percent Soil Type C/D = 100 %
Outlet Design Information (Output):
Water Quality Capture Volume, WQCV = 0.309 watershed inches
Water Quality Capture Volume (WQCV) = 0.410 acre-feet 0.00
Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.491 acre-feet 21405.712
Outlet area per row, Ao = 1.32 square inches
Total opening area at each row based on user-input above, Ao = 3.65 square inches
Total opening area at each row based on user-input above, Ao = 0.025 square feet
3
Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 ΣΣΣΣ
5031.00 5031.33 5031.67 5032.00 Flow
5031.00 0.0000 0.0000 0.0000 0.0000 0.00
5031.50 0.0962 0.0561 0.0000 0.0000 0.15
5032.00 0.1361 0.1114 0.0782 0.0000 0.33
5032.50 0.1667 0.1472 0.1240 0.0962 0.53
5033.00 0.1925 0.1759 0.1570 0.1361 0.66
5033.50 0.2152 0.2005 0.1841 0.1667 0.77
5034.00 0.2358 0.2224 0.2078 0.1925 0.86
5034.50 0.2547 0.2424 0.2290 0.2152 0.94
5035.00 0.2722 0.2608 0.2484 0.2358 1.02
5035.50 0.2887 0.2780 0.2664 0.2547 1.09
5036.00 0.3044 0.2942 0.2832 0.2722 1.15
5036.50 0.3192 0.3095 0.2991 0.2887 1.22
5037.00 0.3334 0.3241 0.3143 0.3044 1.28
5037.50 0.3470 0.3381 0.3287 0.3192 1.33
5038.00 0.3601 0.3515 0.3425 0.3334 1.39
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Worksheet Protected
Project:
Basin ID:
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
015-0358 COLORADO STATE UNIVERSITY TENNIS COURTS
WATER QUALITY CONTROL VOLUME
5000.00
5005.00
5010.00
5015.00
5020.00
5025.00
5030.00
5035.00
5040.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Stage (feet, elev.)
Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE
UD-Detention4-24-15(12-HR DET)_Spillway.xls, WQCV 5/6/2015, 9:46 AM
Project:
Basin ID:
Design Information (Input): #1 Horiz. #2 Horiz. #1 Vert. #2 Vert.
Circular Opening: Diameter in Inches Dia. = 3.75 inches
OR
Rectangular Opening: Width in Feet W = 3.00 ft.
Length (Height for Vertical) L or H = 3.00 ft.
Percentage of Open Area After Trash Rack Reduction % open = 100 100 %
Orifice Coefficient Co = 0.65 0.65
Weir Coefficient Cw = 2.55
Orifice Elevation (Bottom for Vertical) Eo = 5032.70 5,031.00 ft.
Calculation of Collection Capacity:
Net Opening Area (after Trash Rack Reduction) Ao = 9.00 0.08 sq. ft.
OPTIONAL: User-Overide Net Opening Area Ao = sq. ft.
Perimeter as Weir Length Lw = 12.00 ft.
OPTIONAL: User-Overide Weir Length Lw = ft.
Top Elevation of Vertical Orifice Opening, Top = 5031.31 ft.
Center Elevation of Vertical Orifice Opening, Cen = 5031.16 ft.
Horizontal Orifices Vertical Orifices
Labels Water WQCV #1 Horiz. #1 Horiz. #2 Horiz. #2 Horiz. #1 Vert. #2 Vert. Total Target Volumes
for WQCV, Minor, Surface Plate/Riser Weir Orifice Weir Orifice Collection Collection Collection for WQCV, Minor,
& Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity & Major Storage
W.S. Elevations ft cfs cfs cfs cfs cfs cfs cfs cfs Volumes
(input) (linked) (User-linked) (output) (output) (output) (output) (output) (output) (output) (link for goal seek)
5031.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5031.50 0.15 0.00 0.00 0.00 0.00 0.23 0.00 0.15
5032.00 0.33 0.00 0.00 0.00 0.00 0.37 0.00 0.33
5032.50 0.53 0.00 0.00 0.00 0.00 0.46 0.00 0.46
5033.00 0.66 5.03 25.71 0.00 0.00 0.54 0.00 0.54
5033.50 0.77 21.90 41.99 0.00 0.00 0.61 0.00 0.61
5034.00 0.86 45.36 53.53 0.00 0.00 0.67 0.00 0.67
5034.50 0.94 73.90 62.98 0.00 0.00 0.73 0.00 0.73
5035.00 1.02 106.74 71.20 0.00 0.00 0.78 0.00 0.78
5035.50 1.09 143.37 78.56 0.00 0.00 0.83 0.00 0.83
5036.00 1.15 183.44 85.28 0.00 0.00 0.88 0.00 0.88
5036.50 1.22 226.67 91.51 0.00 0.00 0.92 0.00 0.92
5037.00 1.28 272.85 97.35 0.00 0.00 0.97 0.00 0.97
5037.50 1.33 321.80 102.85 0.00 0.00 1.01 0.00 1.01
5038.00 1.39 373.37 108.08 0.00 0.00 1.05 0.00 1.05
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Project:
Basin ID:
015-0358 COLORADO STATE UNIVERSITY TENNIS COURTS
OUTLET
STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
5030.6
5031.6
5032.6
5033.6
5034.6
5035.6
5036.6
5037.6
5038.6
0 0.2 0.4 0.6 0.8 1 1.2
Stage (feet, elev.)
Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE OUTLET STRUCTURE
UD-Detention4-24-15(12-HR DET)_Spillway.xls, Outlet 5/1/2015, 10:04 AM
Project:
Basin ID:
WQCV Design Volume (Input):
Catchment Imperviousness, Ia = 60.9 percent
Catchment Area, A = 15.91 acres Diameter of holes, D = 1.523 inches
Depth at WQCV outlet above lowest perforation, H = 1.35 feet Number of holes per row, N = 2
Vertical distance between rows, h = 4.00 inches OR
Number of rows, NL = 4.00
Orifice discharge coefficient, Co = 0.67 Height of slot, H = inches
Slope of Basin Trickle Channel, S = 0.005 ft / ft Width of slot, W = inches
Time to Drain the Pond = 12 hours
Watershed Design Information (Input): 1.35
Percent Soil Type A = %
Percent Soil Type B = %
Percent Soil Type C/D = 100 %
Outlet Design Information (Output):
Water Quality Capture Volume, WQCV = 0.252 watershed inches
Water Quality Capture Volume (WQCV) = 0.334 acre-feet 0.00
Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.400 acre-feet 17443.767
Outlet area per row, Ao = 3.65 square inches
Total opening area at each row based on user-input above, Ao = 3.65 square inches
Total opening area at each row based on user-input above, Ao = 0.025 square feet
3
Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 ΣΣΣΣ
5031.00 5031.33 5031.67 5032.00 Flow
5031.00 0.0000 0.0000 0.0000 0.0000 0.00
5031.50 0.0962 0.0561 0.0000 0.0000 0.15
5032.00 0.1361 0.1114 0.0782 0.0000 0.33
5032.50 0.1667 0.1472 0.1240 0.0962 0.53
5033.00 0.1925 0.1759 0.1570 0.1361 0.66
5033.50 0.2152 0.2005 0.1841 0.1667 0.77
5034.00 0.2358 0.2224 0.2078 0.1925 0.86
5034.50 0.2547 0.2424 0.2290 0.2152 0.94
5035.00 0.2722 0.2608 0.2484 0.2358 1.02
5035.50 0.2887 0.2780 0.2664 0.2547 1.09
5036.00 0.3044 0.2942 0.2832 0.2722 1.15
5036.50 0.3192 0.3095 0.2991 0.2887 1.22
5037.00 0.3334 0.3241 0.3143 0.3044 1.28
5037.50 0.3470 0.3381 0.3287 0.3192 1.33
5038.00 0.3601 0.3515 0.3425 0.3334 1.39
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Worksheet Protected
Project:
Basin ID:
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
015-0358 COLORADO STATE UNIVERSITY TENNIS COURTS
WATER QUALITY CONTROL OUTLET
5000.00
5005.00
5010.00
5015.00
5020.00
5025.00
5030.00
5035.00
5040.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Stage (feet, elev.)
Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE
UD-Detention4-24-15(12-HR DET)_Spillway.xls, WQCV 5/6/2015, 9:47 AM
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Row 4
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Row 5
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Row 6
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Area
Row 7
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Row 8
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Row 9
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Row 10
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Row 11
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Row 12
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Row 17
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Row 18
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Row 19
Override
Area
Row 20
Override
Area
Row 21
Override
Area
Row 22
Override
Area
Row 23
Override
Area
Row 24
Central Elevations of Rows of Holes in feet
Collection Capacity for Each Row of Holes in cfs
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
015-0358 COLORADO STATE UNIVERSITY TENNIS COURTS
WATER QUALITY CONTROL OUTLET
UD-Detention4-24-15(12-HR DET)_Spillway.xls, WQCV 5/6/2015, 9:47 AM
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Routing 3: Single Stage - Water flows through WQCV plate and #1 horizontal opening into #1 vertical opening. This flow will be applied to
culvert sheet (#2 vertical & horizontal openings is not used).
STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
015-0358 COLORADO STATE UNIVERSITY TENNIS COURTS
OUTLET
Current Routing Order is #3
W.S. EL. WQ
W.S. EL. Minor
W.S. EL. Major
WQ
H1
H2
V1 V2
Routing Order #1 (Standard)
V1
W.S. EL. WQ
W.S. EL. Design Storm
WQ
H1
Routing Order #3 (Single Stage) Routing Order #4
V2
V1
H1
WQ
W.S. EL. Major
W.S. EL. Minor
W.S. EL. WQ
W.S. EL. Emergency Spillway
Emergency Overflow into Pipe- H2
V2
H1
WQ
W.S. EL. Major
W.S. EL. Minor
W.S. EL. WQ V1
Routing Order #2
UD-Detention4-24-15(12-HR DET)_Spillway.xls, Outlet 5/1/2015, 10:04 AM
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Row 3
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Area
Row 4
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Area
Row 5
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Row 6
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Row 7
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Row 8
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Row 9
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Row 10
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Row 11
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Area
Row 12
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Area
Row 13
Override
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Row 14
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Area
Row 15
Override
Area
Row 16
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Area
Row 17
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Area
Row 18
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Area
Row 19
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Area
Row 20
Override
Area
Row 21
Override
Area
Row 22
Override
Area
Row 23
Override
Area
Row 24
Central Elevations of Rows of Holes in feet
Collection Capacity for Each Row of Holes in cfs
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
015-0358 COLORADO STATE UNIVERSITY TENNIS COURTS
WATER QUALITY CONTROL VOLUME
UD-Detention4-24-15(12-HR DET)_Spillway.xls, WQCV 5/6/2015, 9:46 AM
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STAGE-STORAGE SIZING FOR DETENTION BASINS
015-0358 COLORADO STATE UNIVERSITY TENNIS COURTS
Check Basin Shape
STAGE STORAGE
UD-Detention4-24-15(12-HR DET)_Spillway.xls, Basin 5/1/2015, 10:00 AM
STAGE-DISCHARGE SIZING OF THE SPILLWAY
015-0358 COLORADO STATE UNIVERSITY TENNIS COURTS
SPILLWAY
UD-Detention_v2.34.xls, Spillway 5/1/2015, 10:01 AM
SW-6TO5 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.01 0.00
ST04-3 1.00 0.00 0.05 0.00 0.94 0.00 0.00 0.00 0.63 0.00
Page 4
SDMH-3A 0.01 2.67 0 00:38 0.000 0.000
Page 3
FES-7A JUNCTION 0.01 0.27 5037.21 0 00:40
INLET-4 JUNCTION 0.45 4.60 5042.42 0 00:39
Page 2
Link ST04-3 (2.47%)
Link ST05-3 (1.96%)
Page 1
Survey Area Data: Version 9, Sep 22, 2014
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Apr 22, 2011—Nov 18,
2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Hydrologic Soil Group—Larimer County Area, Colorado
(CSU Parking Area)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/2/2015
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