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ST. VRAIN LAKES PUD
DEVELOPMENT
JN: 3075
MASTER DRAINAGE
' REPORT AND
STORMWATER
MANAGEMENT GUIDE
Prepared for
1 Carma Colorado, Inc.
1
t
1
1 Carroll & Lange
di Ilk Professional Engineers & Land Surveyors
\ / 165 South Union Blvd., Suite 156
Lakewood,od Colorado 80228
(303) 980-0200 Fax: (303) 980-0917
2006-0697
MASTER DRAINAGE REPORT
AND
STORM WATER
MANAGEMENT GUIDE
FOR
ST. VRAIN LAKES PUD DEVELOPMENT
JN: 3075
July 1, 2005
Revised December 5, 2005
Prepared for:
Carma Colorado, Inc.
9110 East Nichols Avenue, Suite 180
Englewood, CO 80112
(FAX) 303-706-9453
303-706-6590
Prepared by:
Kevin N. Jennings, E.I.T.
Reviewed by:
Fred G. Tafoya III, P.E.
Carroll & Lange, Inc.
165 S. Union Boulevard, Suite 156
Lakewood, Colorado 80228
303-980-0200
(Fax) 303-980-0917
TABLE OF CONTENTS
Page
I) INTRODUCTION '1
II) GENERAL LOCATION AND EXISTING SITE CONDITIONS 1
III) HISTORIC DRAINAGE BASINS AND SUB-BASINS 2
IV) PROPOSED DRAINAGE BASINS AND SUB-BASINS 4
V) STORM WATER MANAGEMENT GUIDE 7
VI) CONCLUSIONS 22
VII) REFERENCES 22
APPENDICES
APPENDIX A— Maps
APPENDIX B — Historic Drainage Calculations
-Historic CUHP Analysis
-Historic SWMM Analysis
APPENDIX Cl — Proposed Drainage Calculations
-Proposed CUHP Analysis
-Proposed SWMM Analysis
APPENDIX C2 — Proposed Channel Design and Water Quality
Volume Calculations
APPENDIX D — Copies of Graphs, Tables and nomographs used
` APPENDIX E — Excerpts from the South Weld 1-25 Corridor Master
Drainage Plan
Executive Summary
The St. Vrain Lakes development is an approximately 1300-acre Planned
Unit Development (PUD) located between the St. Vrain River corridor and
State Highway 66, just east of Interstate 25, in the southwest corner of Weld
County. There are currently 100 surface acres of existing lakes north of the
St. Vrain River, which will be enhanced as an amenity for the community.
The St. Vrain Lakes development is anticipated to have approximately 5,000
residential units. In addition to these units, there will be commercial use,
schools, lakefront and wetland open space corridors, waterfront recreation
facilities, parks, ball-fields, and recreation centers.
St. Vrain Lakes is located in Weld County and therefore the Weld County
Design Standards will be followed, as it is the regulatory agency. The Urban
Drainage and Flood Control District (UDFCD) drainage manuals will also be
utilized for additional clarification and information on drainage practices. Due
to the size of the St. Vrain Lakes project, the Colorado Urban Hydrograph
Procedure (CUHP) will be used to determine flows generated from the site.
The Storm Water Management Model (SWMM) will be used in conjunction
with CUHP to route flows generated through the site and to preliminarily
model detention ponds. Detailed drainage facility sizing will be provided for
— each final plat. At final plat stage, the rational method will be utilized to
determine sub-basin flows at specific detailed locations. UDPond Wizard will
be used to aid in the development and pre-construction simulation of
_ detention ponds for water quality control and storm flow hydrograph routing.
The existing wetland channel will be utilized for conveyance of developed
flows and therefore some stabilization measures may be needed in areas
_ where the soil is determined to have a high erosion risk or the flow velocities
become of concern.
St. Vrain Lakes will be divided into four phases. As the project develops into
consecutive phases, measures will be taken to provide for the safe and
effective conveyance of the offsite flows entering the developing site. These
measures will consist of providing temporary sediment ponds for the
disturbed upstream areas as grading progresses into the subsequent phase.
All offsite flows will be conveyed through the site by means of drainage
channels or proposed storm sewer. Stormwater Management Plans
(SWMP) will be prepared with each phase to accurately depict these
measures necessary to effectively trap sediment and reduce any pollutant
discharge. Each phase will be designed with the necessary water quality
enhancement located within the proposed detention ponds, which will also
act as temporary sediment basins in the construction stages of the project.
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
FOR
ST. VRAIN LAKES PUD DEVELOPMENT
Page 1
I) INTRODUCTION
This report presents the historic patterns and the conceptual developed
drainage concepts for the St. Vrain Lakes Community. This study assesses
the hydrology of the historic drainage patterns as well as the proposed major
drainage patterns. This report has been prepared in accordance with section
24-7-110 of the Weld County Code and the Urban Storm Drainage Criteria
Manual (USDCM). Due to the size of this site, CUHP (Colorado Urban
Hydrograph Procedure) and SWMM (Storm Water Management Model) will
be used to model the hydrology of the site instead of the rational method.
II) GENERAL LOCATION AND EXISTING SITE CONDITIONS
A. Location: The project is located in sections 25, 35 and 36, Township 3
North, Range 68 West of the sixth principal meridian, County of Weld,
State of Colorado. The site is bounded on the north by Highway 66,
on the east by Weld County Road 13, on the south by the St. Vrain
River and on the west by Weld County Road 11 and 91/2. The existing
_ property to the north, west and south is agriculture use. St. Vrain
Lakes is a proposed single-family development, which will also consist
of commercial, school, and multi-family parcels. A copy of the Vicinity
Map showing the location of the site is located in Appendix A.
B. Description of Property: The existing site consists of approximately
1320 acres of agriculture and/or vacant grasslands. The site generally
slopes from the intersection of 1-25 and Highway 66 toward the St.
Vrain River in a southeast direction with slopes in the northern
portions of the site ranging from 1 to 5% and slopes near the river
ranging from 2% to 15%. There are multiple existing irrigation laterals,
culverts and gas wells located on the site. In the developed condition
most of the irrigation laterals and culverts will be removed or
relocated, however, the gas wells will remain and therefore a
dedicated gas well pad will be required. Soil data for the subject
property was obtained from the United States Department of
Agriculture Soil Conservation Service (SCS) Soil Survey of Weld
County, Colorado, issued in September 1980. A portion of sheet 21,
from the SCS Soil Survey for Weld County, depicting the development
area and the corresponding soil types is located in Appendix A of this
report. The soil types consist of ten types which all fall within either
the hydrologic soil group 'B' or 'C'. See the St. Vrain Lakes Soil Map
in Appendix 'A' for a visual representation. According to the Flood
Insurance Rate Map (FIRM) for Weld County, Colorado Community
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
FOR
ST. VRAIN LAKES PUD DEVELOPMENT
Page 2
Panel No. 080266 0850C and No. 080266 0855 C dated September
27, 1991, the majority of the site is located within zone C, an area
outside of the 100 year flood plain, however the southern portion of
the site is located within the 100-year floodplain. Refer to Appendix
'A' for the FIRM maps of the site.
III) HISTORIC DRAINAGE BASINS AND SUB-BASINS
The St. Vrain Lakes development is outside the limits of study for the South Weld I-
25 Corridor Master Drainage Plan (Master Plan). See Appendix E for excerpts from
this Master Plan. As previously stated, the southern portion of the site lies within
the 100-year floodplain. Within this floodplain exist three lakes north of the St. Vrain
River.
A Conditional Letter of Map Revision (CLOMR) was submitted for the Seigrist
Riverdance project within this floodplain. The Seigrist Riverdance project was a
previously approved PUD project on the southwestern portion of this site near the
St. Vrain River. The Federal Emergency Management Agency (FEMA) approved
the CLOMR on March 6, 2000, for the proposed 100-year floodplain. A new
_ CLOMR will be submitted due to the change in the proposed grading of the St.
Vrain Lakes project within the floodplain. Upon completion of the proposed project
grading within the floodplain, a Letter of Map Revision (LOMR) will be submitted.
The LOMR will officially revise the existing FEMA floodplain delineation, removing
the floodplain from the location of any proposed building sites.
The St. Vrain site has five major historic drainage basins (A, B, C, D & E) delineated
that represent the historic storm runoff. This historic runoff drains to either the
existing lakes along the northern side of the St. Vrain River or in well-defined
drainage ways, which convey flow to the St. Vrain River. To determine the
allowable release rates in accordance with Weld County, offsite basins have been
assumed to enter the site at an undeveloped 100-year rate and will be conveyed
through the site and released at that rate. The onsite basins are modeled as
undeveloped with the 5-year event. The routed effect of the offsite (100-year
historic) and onsite (5-year historic) will be utilized as the maximum allowable
release rate for each basin.
Historic drainage basin 'Al' contains approximately 195.9 acres. This basin lies
north of SH66, between Weld County Road (WCR) 11 and WCR 13 drains
southeast to the intersection of WCR 13 and HWY 66. This flow travels east along
the north edge of Hwy 66 to design point A2 (DPA2). Historic drainage basin `A2'
drains to a low point along the west side of WCR 13 where it is then conveyed east
through an existing culvert. The allowable release rate is 193 cfs at DPA2.
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
FOR
ST. VRAIN LAKES PUD DEVELOPMENT
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Historic drainage basin 'B1' contains approximately 214.6 acres. This basin is
defined by a high point north of SH66 and is bounded by WCR 11. Historic runoff is
assumed to sheet flow into historic basin '62'. Historic drainage basin '62' contains
approximately 533.3 acres. Historic runoff flows to a well-defined drainage way,
which conveys the flow to an existing pond north of the St. Vrain River at DPB2.
The allowable release rate is 219 cfs at DPB2.
Historic drainage basin `C1' contains approximately 542.5 acres. This historic
drainage basin sheet flows to DPC1. The No. 3 Outlet ditch crosses the northern
portion of this basin. This irrigation ditch is assumed to be flowing full during the
100-year event and therefore the ditch has no impact on the flow patterns of this
basin. This flow is conveyed DPC2 through a well-defined drainage way, which
ultimately conveys the flow directly to the St. Vrain River. Historic drainage basin
'O2' contains approximately 257.7 acres. This flow joins the flow from historic
drainage basin `C1' in the existing wetland/ drainage way. The allowable release
rate is 630 cfs at DPC2.
Historic drainage basin 'D1' contains approximately 129.0 acres. Runoff from this
historic drainage basin sheet flows south to two existing lakes north of the St. Vrain
— Lakes site where it will then flow into historic basin 'D2'. Historic drainage basin
'D2' contains approximately 136.6 acres. Runoff from this historic drainage basin
sheet flows south to the two western existing lakes north of the St. Vrain River at
DPD2. However, since these two western existing lakes were created due to
mining operations, it is assumed that they are not historically present. DPD2 will
release 198 cfs assuming offsite basins enter the site at the undeveloped 100-year
rate and are conveyed through the site and release at that rate and the onsite
basins are modeled as undeveloped with the 5-year event. However, the proposed
release location out of the existing lakes is at the east end of the existing lakes.
Therefore the release from historic basins 'D1' and 'D2' was routed using the
SWMM program to this proposed release location. This flow was then routed with
the flow from historic drainage basin 'E'.
Historic drainage basin `E' contains approximately 168.2 acres. Runoff from this
historic drainage basin sheet flows south to the larger eastern existing lake north of
the St. Vrain River at DPE. This existing lake was assumed to be of historic
imperviousness as the lakes were not historic lakes. The flow from this basin was
routed from the center of the basin through the St. Vrain River to the proposed
release location to quantify a proposed release rate. The allowable release rate out
of the lake is 140 cfs at DPE.
For further information see Appendix B for Historic Drainage Basin Maps, the
historic basin summaries and CUHP (Colorado Urban Hydrograph Procedure) and
SWMM (Storm Water Management Model) drainage calculations.
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
FOR
ST. VRAIN LAKES PUD DEVELOPMENT
Page 4
IV) PROPOSED DRAINAGE BASINS AND SUB-BASINS
For the analysis of the proposed hydrology, the site was split into five proposed
drainage basins, which generally correspond to the historic drainage basins. These
drainage basins were divided into thirteen sub-basins for analysis utilizing the
CUHP and UDSWMM 2000 runoff analysis program. The Urban Drainage and
Flood Control District developed the CUHP and UDSWMM 2000 programs for storm
runoff analysis of larger drainage basins.
The proposed detention ponds were modeled using UDSWMM. The release rates
were determined in the Historic Drainage Basins section of this report. The release
rates were determined by modeling the off-site basins at the 100-year undeveloped
rate and routing that flow with the on-site basins modeling at the 5-year
undeveloped rate, as this is the allowable release rate in Weld County. Therefore,
the detention ponds will have one release rate of the 5-year historic for the
_ proposed development. The 100-year detention volume was then quantifiable by
setting the release rate to the allowable flow rate.
Water quality will be provided in the proposed detention ponds. The large existing
lakes to the south, detention ponds 105 & 106 will have proposed water quality vault
systems upstream of the lakes to treat the inflow so that water quality in the lakes is
maintained. The water quality volumes are calculated using the UDFCD Water
Quality Capture Volume (WQCV) spreadsheets included in Appendix C2. A
weighted percent impervious value was calculated for the tributary area for each
pond and then the total area was entered. This method was used on all detention
ponds. The water quality volume will be incorporated into the design of the
detention ponds. UDFCD specifies that half the WQCV can be used for the 100-
- year detention volume and therefore the total detention pond volume requirement
will be the 100-year volume plus half the WQCV.
Street capacities have been calculated and provided in appendix C2. The cross-
sections used to calculate the capacities are representative the proposed streets
and the slopes varying from the anticipated minimum and maximum.
Drainage sub-basin Al consists of 194.4 acres of offsite area, which has been
assumed to discharge at historic rates into the St. Vrain Lakes site. It is anticipated
that this flow will drain through an existing culvert under Hwy 66 on the west side of
WCR (Weld County Road) 13 and be conveyed to the proposed detention pond
101. Analysis of this basin shows a proposed 100-year peak discharge of 176 cfs.
Basin Al sheet flows to the roadside ditch along Highway 66 where it is currently
conveyed to the intersection of WCR13 and Highway 66 where it flows across the
highway through an existing culvert. When the St. Vrain Lakes development is in
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
FOR
ST. VRAIN LAKES PUD DEVELOPMENT
Page 5
phase IV, this roadside ditch will be further analyzed and inlets will added as
needed. See Appendix D for roadside ditch capacities. The flow from basin 'Al'
will be conveyed to detention pond 101 via a proposed pipe with an overflow swale.
Sub-basin A2 will consist of approximately 165.2 acres (see the percent impervious
table in Appendix C for the land use of each basin). Analysis of this basin shows a
proposed 100-year peak discharge of 494 cfs. Flows from basin Al & A2 will be
detained at detention pond 101. Detention pond 101 will release detained flows to
_ the release rate calculated in Appendix B for historic basin A. To accommodate this
change in flow patterns, detention pond 101 will hold a volume of 27.8 (Ac-ft) and
release 193 cfs during the 100-year storm event. Detention pond 101 will be built
with phase IV. This flow will be conveyed under WCR 13 into an existing
drainageway, tributary to the St. Vrain River. This detention pond will be designed
with a water quality capture volume component. The water quality ponds will be
designed assuming the future developed conditions of all offsite basins will be 45
percent impervious. The water quality volume of 7.23 Ac-Ft will be incorporated into
the design of this detention pond. (See water quality capture volume calculations in
Appendix C2.
Drainage sub-basin B1 consists of 120.0 acres of offsite area, which has been
— assumed to discharge at historic rates. Currently, sub-basin B1 drains through an
existing culvert under Hwy 66 into sub-basin B2 and will be routed via roadside
ditch, curb and gutter or storm sewer to a proposed swale through basin B3 through
the St. Vrain site. The WCR11 roadside ditch capacity is located in Appendix D. As
the project progresses to phase III, this roadside ditch will be further analyzed and
inlets will be added as needed. See Appendix D for roadside ditch capacities. This
drainage swale will drain to proposed detention pond 102. Analysis of sub-basin B1
shows a peak 100-year discharge of 146 cfs. Sub-basin B2 consists 103.9 acres of
offsite area, which will drain to the existing drainage way in basin B3. Analysis of
sub-basin B2 shows a peak 100-year discharge of 136 cfs. (See the cross-section
A-A and B-B on DR4 for visual representation of this drainage way.) Sub-basin B3
(308.1 acres) will consist of approximately 8 acres of multifamily residences, 23
— acres of park, 245 acres to be developed as single-family parcels, 16 acres of
commercial parcels and 17 acres of detention pond/ stream. Analysis of this basin
shows a proposed peak discharge of 974 cfs during the 100-year, which will drain
and be detained at the proposed detention pond 102. This detention pond will also
function as a lake. The 100-year detention volume will be provided above the
anticipated maximum water surface of the lake. Detention pond 102 will hold a
volume of 67.0 (Ac-ft) and will release approximately 115 cfs during the 100-year
event. Detention pond 102 will be built with phase III. This release will be
conveyed to an improved drainage channel to detention pond 103. The drainage
channel will be designed to provide non-erosive velocities. Drop structures will be
utilized in accordance with UDFCD criteria where needed to maintain sub-critical
slopes. This lake will provide 10.6 Ac-Ft of water quality volume.
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
FOR
ST. VRAIN LAKES PUD DEVELOPMENT
-- Page 6
Proposed drainage sub-basin B4 consists of 240.1 acres to be mainly developed as
single-family parcels. The flow from this sub-basin will be picked up by the St. Vrain
storm sewer system and streets and routed to detention pond 103. Analysis of this
basin shows a proposed peak 100-year discharge of 843 cfs. Detention pond 103
will also receive detained releases from detention pond 102. This flow will be
detained and released at the historic rate for historic basin B, 219 cfs for the 100-
year. Detention pond 103 will require a detention volume of 29.8 Ac-ft during the
100-year. Detention pond 103 will be built with phase II. The water quality capture
volume required for this pond is 4.68 Ac-Ft. This water quality volume will be
incorporated into the design of detention pond 103.
Drainage sub-basin C1 consists of 554.0 acres of offsite area, which has been
assumed to discharge at historic rates. This flow will sheet flow to roadside ditches
and be conveyed to existing culverts, which will direct the flow to the existing
drainage swale in basin C2. The roadside ditches that this basin drains to, WCR11
and WCR28 currently convey this flow to the existing culverts. Inlets will be needed
along a portion of WCR11 near WCR28 to effectively and safely convey this flow.
(See appendix D for roadside ditch capacities.) The existing culvert conveys this
— flow to an existing drainage channel in basin C2. This existing drainage channel will
have velocities in excess of 5 ft/s and therefore will need some stabilization
measures. Since the existing drainage channel contains wetlands, it is proposed to
provide erosion check structures in accordance to UDFCD criteria. The No.3 Ditch
crosses this sub-basin, but as previously mentioned, the ditch will be assumed to be
flowing full and therefore will not impact the flow patterns of the sub-basin. The
peak 100-year discharge from this sub-basin is 487 cfs. Sub-basin C2 consists of
177.3 acres with runoff being captured by the storm sewer facility, which will route
flow to detention pond 104. Analysis of this basin shows a proposed peak 100-year
discharge of 857 cfs. Flows from basin C will drain to the existing wetland channel
and will be detained at the proposed detention pond 104. Some stabilization
measures will be needed along this channel, as the soil in this area is sandy and
therefore, a potentially erosive soil type. The velocities exceed 5 ft/s as developed
flows are added close to detention pond 104. Detention pond 104 will release flow
at historic rates of approximately 630 cfs, with a detention volume of 25.2 Ac-ft
during the 100-year. Detention pond 104 will be built with phase I. A water quality
volume of 15.30 Ac-Ft will be incorporated into the design of the detention pond.
Drainage sub-basin D1 consists of 97.9 acres of offsite area, which has been
assumed to discharge at the 100-year historic rates. It is anticipated that the St.
Vrain storm sewer system will pick up the flows from sub-basin D1 on the eastern
side of basin D3 and convey the flow to detention pond 106. Drainage sub-basin
D2 consists of 38.0 acres of offsite area, which has been assumed to discharge at
historic rates. It is anticipated that the St. Vrain storm sewer system will pick up the
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
FOR
ST. VRAIN LAKES PUD DEVELOPMENT
Page 7
flows from sub-basin D2 on the western side of basin D3 and convey the flow to
detention pond 106. Sub-basin D3 consists of 138.9 acres to be developed as
mainly municipal, single-family and park/open space. The flows from basin D will
be detained at detention pond 106. Detention pond 106 will release flows into
detention pond 105 at a rate of 63 cfs for the 100-year event. This existing lake will
therefore need to provide a detention pond volume of 36.0 Ac-ft. Detention pond
106 will be built with phase I. This lake will be required to provide 3.4 Ac-Ft of water
_ quality volume. A water quality vault will be proposed for water entering the lake to
maintain water quality in the lake. For further information on basin properties see
Appendix 'Cl' for proposed Basin Maps and for a basin summary, discharge and
_ routing calculations.
Sub-basin El consists of 110.4 acres of offsite area and is assumed to release at
historic rates. This flow will enter sub-basin E2 at DPE1. The peak 100-year
discharge from this sub-basin is 91 cfs. Sub-basin E2 consists of 206.8 acres to be
developed mainly into single-family parcels. Developed runoff from this basin will
be captured by the St. Vrain Lakes storm sewer facility and conveyed to detention
pond 105. Analysis of this basin shows a proposed peak 100-year discharge of
1965 cfs. Detention pond 105 will release 140 cfs during the 100-year event. This
— existing lake will need to detain a volume of 55.7 Ac-ft to release at the allowable
rate. Detention pond 105 will be built with phase I. See Section III, Historic Basin D
& E for information on this release rate and how it was calculated. This detention
pond will maintain a water quality component of 3.4 Ac-ft. Additionally, a water
quality vault system will be proposed upstream of the lake so that the water entering
the lake is pre-treated for water quality.
The impervious values of the above basins are calculated in appendix C1 using the
values provided by the UDFCD (copies of the UDFCD information is provided in
Appendix D'). This impervious percentage was utilized for the calculation of initial
and final infiltration rates and CUHP calculations. The Urban Drainage and Flood
Control District (UDFCD) Manual was utilized for the approximation of a 100-year
event, one hour point rainfall depth of 2.65 inches and a 5-year, one hour point
rainfall depth of 1.36 inches. See Appendix A, figure RA-3, for the Rainfall Depth-
Duration-Frequency isopluvials. After the hydrographs were produced by CUHP,
the flows were routed from sub-basins using the UDSWMM 2000 runoff model.
Emergency overflow spillways and outlet structures will be designed and
constructed for conveying flow from the proposed detention ponds to the historic
discharge locations.
V) STORM WATER MANAGEMENT GUIDE
This section will provide an overview of the Storm Water Management Practices,
including sediment and erosion control practices and potential pollution sources
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
_ FOR
ST. VRAIN LAKES PUD DEVELOPMENT
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anticipated on the St. Vrain Lakes development. It should be noted that future
_ Storm Water Management Plans (SWMP's) will be required for each construction
phase / final plat within the development. The site or phase specific SWMP shall
specify the exact location of Best Management Practices (BMP's) and how the
implementation of BMP's will be sequenced corresponding to the phasing of the
construction within each phase or filing of the St. Vrain Lakes development. As an
example, before construction activities can start in phase III, phase II will have to
provide certain erosion and sediment control measures. Sheet SWMP1 in the map
pocket for a general layout of the proposed sediment basins. (See the phasing map
in appendix A.)
This project will consist of the construction of single-family homes, multi-family
homes, commercial parcels, and municipal areas located on approximately 1320
acres, with associated streets, utilities, landscaping and irrigation. Soil disturbing
activities will include: clearing and grubbing; installing a stabilized construction
entrance, perimeter, and other erosion and sediment controls; grading; excavation
for sediment basins, installation of storm sewer, utilities, and building foundations;
construction of curb and gutter, walks, road; and preparation for final planting and
seeding.
—
Clearing and grubbing will be necessary to allow for road grading and utility
installation. Sanitary sewer, domestic water mains, and storm sewer will then follow
along with the paving of roads with adjacent lots. The permanent water quality and
detention ponds will be constructed at the appropriate discharge points. Finally,
construction of interim water quality ponds will collect runoff and convey the treated
discharge downstream. Construction activities associated with this type of
development typically require the use of heavy earthmoving equipment, dump
trucks, generators, concrete mixers, and other assorted equipment. Best
Management Practices (BMP) will be followed to provide storm water quality and
minimize erosion and sediment runoff. Mulching and seeding will be required in
areas of over lot grading in the interim condition.
A) Proposed Construction Sequence/Timing Schedule
The general sequence for major construction activities for the St. Vrain
Lakes development will be as follows:
1) Project Implementation.
The following general sequence of activities will be followed in the
construction process. Some of the activities will be the responsibility
of the builder and are indicated below. These builder related items
shall be included and administered by the builders separate SWMP.
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
_ FOR
ST. VRAIN LAKES PUD DEVELOPMENT
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_ a. Appoint a SWMP Administrator.
b. Install/construct temporary or permanent erosion control
BMPs, as appropriate.
c. Grade the construction site, as appropriate.
d. Areas where utility installation will not begin immediately
(future phases) will be temporarily reseeded. Phases
that are proceeding with the utility and road construction
sequence will not be seeded at this time because they
will be active construction areas that will not be dormant
for more than 30 days.
e. Implement construction sequence for utility installation:
1 . Sanitary sewer installation
2. Water line installation beneath street alignments.
3. Storm sewer installation, with inlet protection
— -- installed as inlets and storm sewers are installed.
4. Curb and gutter installation.
5. Water and sanitary services extended to lots.
6. Preparation of road sub-grade.
7. Paving of roads. Once roads are paved, curb
socks will be installed in gutters to slow runoff and
promote sedimentation.
8. Installation of dry utilities (gas, power, cable,
phone) for lots.
This construction sequence will be scheduled to allow for no lapse in
activities of more than 30 days. Once this sequence of construction
activities has been completed, areas where construction will not begin
within 30 days will be surface roughened (within 14 days) to reduce
erosion potential and promote infiltration and will be temporarily
seeded if the weather is appropriate for successful seed germination.
f. Implement construction activities related to the
construction of roads including debris management,
spoil piles and soil stockpiles. Install specific BMPs as
shown on the Stormwater Management Plan (SWMP)
sheets, to provide erosion protection prior to landscaping
and re-vegetation (builder).
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
_ FOR
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g. Complete final site grading including replacing stockpiled
_ topsoil. In addition, clean out and re-grade (as
necessary) detention and sedimentation ponds used for
water quality capture purposes during construction to
_ conform to the design of the permanent site drainage
system.
h. Final (permanent) seeding, sodding, planting and
landscaping of the site will be the responsibility of the
owner. Some temporary stormwater controls, such as
inlet protection for the storm sewers, should remain in
place during this phase (builder).
i. Remove temporary control measures (builder).
Sequencing of construction activities will progress as rapidly as
practical to minimize the amount of time that portions of the site are
disturbed. Areas that will be inactive for more than 30 days will be
surface roughened to reduce erosion, slow runoff velocity and
— ^ promote infiltration. Additionally, slopes steeper than 3:1 will require
blankets, matting or netting for long-term exposure (greater than 2
weeks). Inactive areas will be seeded with an approved temporary
native seed mix when the weather conditions are such that growth of
native grasses from seed is possible.
2. Post-construction Site Inspection.
Following the completion of the project, including final re-vegetation
and landscaping, the SWMP Administrator will inspect areas that have
been seeded and landscaped to assure that the re-vegetation and
landscaping have been successful in establishing uniform ground
cover (70% of pre-disturbance cover criteria for re-vegetation). If re-
vegetation has not been successful, spot re-vegetation or other
remedial actions should be implemented to assure compliance with
the Stormwater Discharge Permit and other applicable regulations.
The SWMP Administrator will carry out the inspection. It is anticipated
that the builder's representative will be responsible for this stage.
B. Potential Pollution Sources
Potential pollution sources at the project site include sediment,
equipment/vehicle washing, vehicle maintenance and fueling, paint, solvents,
wood treated products, asphalt (bituminous) paving, concrete, metal,
petroleum products, waste storage and disposal, and off-site sediment
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
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transport from vehicle tracking. Many chemicals typically associated with
construction activities are considered potential pollutants. The table below
lists many of these pollutants. Careful handling, storage, and application of
these materials reduce the likelihood that these chemicals will contribute to
_ pollution of the environment. Preventative practices are discussed in greater
detail in Materials Handling and Spill Prevention Section. The table provides
a broad list of potential pollutants from a range of construction-related
activities. Inclusion of a chemical in the table does not necessarily imply that
the chemical will be used as a part of the development construction activities.
Chemicals Potentially Associated With Construction Activities
Potential Pollutant Sources Location
Gasoline (benzene, toluene, Construction vehicles, gas cans Job site, access roads, tanks
ethylbenzene, xylene tetraethyl and generators on site and fuel sites
leads, methyl tertiary butyl
ether [MTBE] and other
compounds)
— Diesel fuel (and associated Heavy construction equipment Job site, access roads, and
constituents) fuel sites
Oil,grease and hydraulic fluids Construction vehicles, heavy Job site, access roads, fuel
construction equipment, sites, storage areas and lift
generators, small containers and houses
lift equipment
Solvents (TCE, TCA, and Small containers Job site, and storage areas
others)
Paints, stains and varnishes Small containers, bulk containers Job site, and storage areas
and spray equipment
Glues and waterproofing Small containers and bulk Job site, and storage areas
compounds containers
Fertilizers Bulk containers Storage areas
Chlorine (hypochlorite) Disinfections of water line Job site, and storage areas
Cement Bulk containers Job site, and storage areas
Metals, paint chips, wood Construction debris Job site and access roads
chips, insulation, asbestos and
plastics
Microbiological contaminants Sanitary wastewater Septic tank/leach field
(coloform, giardia, etc.) systems, broken sewer lines,
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
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portalettes
Glycol Construction vehicles and Job site, access roads, and
equipment, small containers and compressor site
bulk containers
Tackifiers Bulk containers and spray Job site and storage areas
equipment
C. Non-Stormwater Discharges
Potable water is anticipated as a non-storm water discharge. Potable water
will be used for grading, dust control, and irrigation of erosion control and
permanent landscaping. An effort shall be made to use only the amount of
potable water required for these operations. Construction dewatering is not
anticipated as a part of this project. Any other non-stormwater discharges
resulting from construction activity are not covered under this SWMP. If
groundwater discharges are anticipated, a separate construction dewatering
discharge permit is required through the CDPHE.
D. BEST MANAGEMENT PRACTICES FOR STORMWATER
POLLUTION PREVENTION
—
BMP's that will be used for stormwater pollution prevention include structural
and non-structural BMPs for erosion and sediment control as well as
materials handling and spill prevention measures. A detailed Stormwater
Management Plan (SWMP) will be required for the St. Vrain Lakes
development. All personnel responsible for implementation and maintenance
of BMPs should review and understand the BMPs identified in the
Stormwater Management Plan (SWMP). The BMP's that will be detailed and
identified in the SWMP will contain non-structural BMPs, as well as erosion
and sediment control details from several of the many available sources,
including:
• Denver Urban Drainage and Flood Control District (UDFCD), Drainage
Criteria Manual, Volume 3, 1999.
• California Stormwater Best Management Practice Handbook:
Construction Activity, State of California, 1993.
-' E. Erosion and Sediment Controls
Erosion and sediment control BMPs will be used to minimize the amount of
- soil transported to receiving waters and/or wetlands from areas disturbed as
a result of construction activities.
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
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BMPs may be classified as:
• Temporary (operative during construction)
• Permanent (continuing after construction)
• Structural (silt fences, swales, sedimentation ponds, sediment traps,
surface grading, mulching, storm sewers, drainage ways [including
roads], etc.)
• Non-structural (limiting disturbed areas, timing projects to avoid
heavy precipitation, soil stabilization, street sweeping, maintaining
buffer zones, education and outreach to production staff and sub-
- contractors on erosion and sediment control practices, good
housekeeping and other SWMP provisions, etc.)
Four basic approaches are used for controlling erosion from
stormwater runoff in construction areas:
1. Stages of construction that disturb surface soil are sequenced
to minimize the amount of time during which soil is exposed to
potential erosion conditions.
-- 2. Temporary re-vegetation or surface roughening is used if
construction areas must remain bare for periods of time long
enough to pose a potential erosion threat.
3. BMPs are installed up gradient of significant surface
disturbances to reduce the volume and velocity of runoff
entering disturbed areas.
4. BMPs are installed down gradient of significant surface
disturbances to reduce the volume, velocity, and sediment
load of runoff generated in disturbed areas as a result of
precipitation events.
The erosion and sediment control strategy for a construction project is
dynamic. As phases of construction progress, the strategy and measures
implemented must evolve to remain effective.
F. Structural Practices
Structural practices for this site include silt fences, erosion logs, rough cut
street control, diversion dikes, inlet protection, vehicular tracking control, and
sedimentation ponds.
Erosion controls and construction shall be phased to be fully effective. A
vehicular tracking control device shall be installed prior to the mobilization of
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
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construction equipment on-site. Prior to the clearing and grubbing of the
entire phased construction area, localized clearing shall be performed for the
placement of perimeter erosion control measures (silt fences, erosion logs,
etc.). Site clearing shall commence only after perimeter erosion control
measures are in place. Storm sewer inlet protection and curb socks must be
placed in accordance with the plan and also whenever soil erosion from the
excavated material has the potential for entering the storm drainage system.
• Storm drain inlet protection will be provided by devices
designed to reduce the sediment load entering a storm drain inlet or
catch basin. Sediment-laden runoff will be filtered by an appropriate
medium blocking the entrance to the storm drains. Silt fence or
erosion logs shall be placed behind each inlet for additional protection.
Inlet protection must still allow the storm inlet to function in a storm
event.
• Vehicle Tracking Control (VTCs) is used in order to prevent
construction vehicles from tracking mud, soil and other debris onto
public roads. They consist of a stone-stabilized pad placed at the exit
— of the site. When vehicles move over the pad, the rough surface
shakes loose any mud and debris that may have been carried into the
public right of way. VTCs will be located wherever the site borders a
public right-of-way, street, alley, or parking area or any point where
vehicular traffic will access the site while roads and utilities are under
construction. A VTC will be provided at the construction trailer for the
site and at the designated concrete washout. If construction trailers
are established on lots by staff during the course of construction, a
VTC will be provided.
• Silt fences consist of filter fabric stretched between fence
posts, with the lower edge of the filter fabric buried below the ground
surface. They are a temporary measure used on small or wide
disturbed slopes to control down slope sediment movement by
reducing the velocity of runoff flow, filtering sediment particles and
catching windblown sand and soil.
• Sedimentation ponds riser pipes to release flow over a forty-
hour period and emergency overflow provisions to handle the larger
storms. Sedimentation ponds are temporary and will be removed as
construction is completed. The sedimentation ponds will control the
amount of sediment leaving the property. When the sedimentation
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
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ponds become half full of sediment, the ponds must be dug out to their
original design and the sediment needs to be redistributed onsite.
G. Non-Structural Practices
Non-structural practices may include temporary seeding, permanent seeding,
mulching, geotextiles, sod stabilization, vegetative buffer strips, protection of
trees, and preservation of mature vegetation. All seeding, fertilizers, and
mulching shall conform to the approved construction plans and the City of
Aurora criteria. Seeding in accordance with the seed mix specified on the
approved erosion control plan shall stabilize all disturbed areas. The
engineer may require additional BMPs as necessary to retard sediment
transport.
_ Non-structural controls for this site shall include mulching and final sod
stabilization.
• Mulching is the application of a layer of plant residue or similar
materials over a certain area in order to reduce the effects of raindrop
—
surface impact, slow the velocity of overland flow and reduce wind
erosion.
• Blankets, Netting, or Matting will be required on slopes
steeper than 3:1.
• Temporary Seeding is required in areas that have been
graded but are not to be permanently re-vegetated for an extended
period (not to exceed 2 years). Seeding produces a vegetative cover,
which greatly decreases the effects of erosion.
H. Materials Management Practices
Materials are sometimes used at the construction site that present a potential
for contamination of storm water runoff. These include fuel, oil, lubricants,
paints, solvents, concrete-curing compounds and other liquid chemicals such
as fertilizers, herbicides and pesticides. Practices that can be used to
prevent or minimize toxic materials in runoff from a construction site are
described in this section.
A list of all potentially toxic or hazardous chemicals used shall be maintained
on the site. Warning labels must be attached to all potentially toxic or
hazardous chemicals. Material Safety Data Sheets (MSDS) and other safety
information for a potentially toxic or hazardous substance will be on file and
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
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accessible (on the site) during all periods in which the substance is used or
stored.
In addition to maintaining an inventory of potentially toxic and/or hazardous
materials and associated safety information, the following materials
management practices must be followed:
• Materials will be handled in accordance with Occupational Safety and
Health Administration (OSHA) requirements and manufacturer's instructions.
• Chemicals regulated under the Comprehensive Environmental Response,
Compensations and Liability Act (CERCLA) will be reported and handled in
accordance with relevant regulations.
• Materials stored at the construction site will be covered or otherwise
protected from the elements.
• The quantity of fuel and lubricants stored at the construction site will be
limited to the amount that is reasonable to support the specific construction
— or maintenance activity. Strict storage practices (i.e., off-site storage) are
preferable. Fuel, hydraulic oil and form oil should be stored offsite.
• Bulk storage areas for materials not consumed on a daily basis will be
enclosed and protected from the elements and contained in a manner to
prevent release to the environment.
• Petroleum products and fertilizers will be stored at separate facilities or
isolated by impermeable barriers.
• Hypochlorite and other chlorine compounds will be stored separately from
other materials and kept dry.
• Areas at the construction site that are used for storage of toxic materials
_ and petroleum products shall be designed with an enclosure, container, or
dike located around the perimeter of the storage area to prevent discharge of
these materials in runoff from the construction site. These barriers will also
function to contain spilled materials from contact with surface runoff.
• Measures to prevent spills, or leaks of fuel, gear oil, lubricants, antifreeze,
and other fluids from construction vehicles and heavy equipment shall be
considered to protect groundwater and runoff quality. All equipment
maintenance shall be performed in a designated area and measures, such
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
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Page 17
as drip pans, used to contain petroleum products. Spills of construction-
related materials, such as paints, solvents, or other fluids and chemicals,
shall be cleaned up immediately and disposed of properly.
_ • Concrete trucks and other concrete coated equipment shall be cleaned
only in properly bermed, designated washout areas.
• Hazardous materials and wastes shall be stored in covered, leak-proof
containers.
• When fueling must take place onsite, designate an area away from
drainage courses to be used. Dedicated fueling areas shall be protected
from stormwater runon, runoff, and shall be a minimum of 50 ft away from
drainage courses. Area is to be protected with berms and dikes. Secondary
containment, such as a drop cloth or drain pan, will be used to catch spills if
necessary. If a small spill does occur, the operator will use absorbent
materials to remove as much of the spill as possible. The spent absorbent
material will be disposed of properly and promptly. There will be no bulk
storage of fuel on-site.
I. Spill Control Practices
All employees must be trained to recognize "significant spills" based on the
relative toxicity of the material. Spills should be cleaned immediately, using
as little water as possible to avoid spreading. Stockpiles of cleanup materials
should be stored in an easily accessible area. All employees should be
notified of the location of the MSDS and the cleanup material storage
location and should be trained to clean up spills. All construction site
personnel must follow spill prevention and control practices as follows:
• Designated individuals on the site will receive training on cleanup
procedures for various types of chemicals and the location of information and
cleanup supplies. The MSDS for a chemical provides information about
health hazards, safe handling, use and control measures. The MSDS for all
chemicals used on the site will be kept on the site, and workers will be
required to review the MSDS for materials they are working around.
-" • Spills will be cleaned up promptly after discovery, and materials used for
spill cleanup must be disposed of offsite at an approved facility.
• Personnel will wear appropriate protective equipment to prevent injury
resulting from contact with a toxic substance.
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
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• The designated coordinator, the SWMP Administrator, will be notified
immediately of any spill of a toxic or hazardous material that threatens
human health or the environment. The SWMP Administrator (or designee)
must in turn report the spill to the appropriate federal, state, or local agencies
in accordance with applicable regulations.
• If a spill occurs, this plan will be reviewed and appropriately revised to
incorporate measures to reduce the likelihood of a spill reoccurring and to
improve response time and cleanup effectiveness.
• For any construction activities covered by this plan that involve the use of
toxic or hazardous substances, on-site spill prevention and cleanup
coordination, in the event of a spill, will be the responsibility of the SWMP
Administrator.
_ J. FINAL STABILIZATION AND LONG-TERM STORMWATER
MANAGEMENT
All temporary erosion and sediment control measures shall be removed and
disposed within 30 days after final site stabilization is achieved, or after the
temporary measures are no longer needed, whichever occurs earliest, or as
authorized by the local governing jurisdiction. Temporary erosion control
measures may be removed only after streets and drives are paved and all
areas have achieved final stabilization. Trapped sediment and disturbed soil
areas resulting from the disposal of temporary measures must be returned to
final plan grades and permanently stabilized to prevent further soil erosion.
Final stabilization is reached when all soil disturbing activities at the site have
been completed, and uniform vegetative cover has been established with a
density of at least 70 percent of pre-disturbance levels or equivalent
permanent physical erosion reduction methods have been employed.
K) OTHER CONTROLS
Additional provisions of the erosion and sediment control plan relating to
waste disposal include:
• The contractor shall remove all sediment, mud and construction debris
that may accumulate in the flow lines and public rights-of-way as a result of
the site development. This shall be performed in a timely manner.
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
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• Soil stockpiles shall be protected with temporary perimeter sediment
barriers at all times.
• The contractor shall control sediment, debris and all other pollutants from
entering the storm sewer system as a result of construction operations.
• The owner and designated agents shall ensure that all loads of cut and fill
material imported or exported from the site shall be properly covered to
prevent loss of the material during transport on public rights-of-way.
• Vehicle tracking control shall be required at all access locations to the
project site to prevent tracking debris offsite before street paving is complete.
• BMPs for erosion and sediment control shall be properly inspected and
maintained throughout the duration of the construction activity to a level
where BMP performance is not compromised.
L. Practices for Construction Activities on Building Pads
— — The SWMP Administrator will work with production staff and sub-contractors
to assure that the following erosion and sediment control practices are
implemented as units are constructed and landscaping occurs.
1. The amount of time that building soil, landscaping materials,
etc. are left in the right-of-way will be minimized to the extent
practical. Inactive stockpiles will not be permitted in streets.
Production staff and sub-contractors will be required to sweep
up remnants of stockpiles remaining in streets after stockpiles
have been moved on to lots.
2. Dirt curb ramping to bring heavy equipment and materials on to
landscaping locations is not allowed.
3. Streets will be scraped and/or swept, and gutters will be
cleaned following:
a. Completion of foundation excavation and backfilling
_ b. Completion of water and sewer connection work
c. Completion of flat work
d. Tracking of soil material onto streets
4. Blow trash will be picked up and disposed of on building sites
as necessary.
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
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5. Parking for production staff and sub-contractors will be allowed
only on paved or otherwise stabilized areas.
6. Vehicle access to lots will be minimized during wet weather to
the extent practical.
_ 7. Vehicle fueling will use a fueling truck that will temporarily
access the site for fueling. Fueling of vehicles will occur away
from storm drain inlets and watercourses. Any spilled fuel will
be cleaned up immediately. There will be no bulk storage of
fuel on-site.
8. Fuel, hydraulic oil and form oils will be stored offsite. To the
degree that hazardous materials used in construction (oils,
solvents, etc.) must be stored on-site, quantities of materials
will be minimized, and storage will be in accordance with the
BMP section of this SWMP.
9. Temporary stockpiles for use in house backfill shall be
stabilized if they will be inactive for more than 14 days.
10.Portable toilets will be located at least 50 feet away from storm
sewer inlets. They will be located in level locations, but not in
drainage paths, curb and gutter, or on sidewalks and drives.
They shall also be stabilized to minimize the risk of tipping over.
Downstream perimeter controls shall be installed to prevent
leaks from entering the storm sewer system.
11.Trash bins will be located at least 50 feet away from storm
sewer inlets. They will be located in level locations, but not in
drainage paths, curb and gutter, or on sidewalks and drives.
Downstream perimeter controls shall be installed to prevent
contaminants in storm water from entering the storm sewer
system.
M. INSPECTION AND MAINTENANCE
All temporary and permanent erosion and sediment control practices shall be
maintained and repaired by the contractor during the construction phases as
needed to assure continued performance of their intended function. Silt
fences may require periodic replacement and all sediment accumulated
behind them must be removed and disposed of properly. Streets will be
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
FOR
ST. VRAIN LAKES PUD DEVELOPMENT
Page 21
scraped and/or swept, and gutters will be cleaned following completion of
foundation excavation and backfilling, water and sewer connection work, flat
work, and after tracking any soil material onto streets. All disturbed surface
areas are to be stabilized in accordance with the approved SWMP/Erosion
Control Plan or approved amendments and shall be reviewed onsite by the
SWMP Administrator (field review personnel).
_ The field review personnel shall individually observe each BMP that is shown
on the approved SWMP/Erosion Control Plan or approved amendments.
Any deviations from the approved plan shall be noted on the Report. The
reviewer shall especially note any BMP that is not in compliance with the
approved plan/approved amendments. Deficiencies that are not immediately
repairable should be reported to the construction superintendent, SWMP
Administrator or his/her designee for instructions on how to proceed. The
review shall also include recommended courses of action based on the field
review. BMP's shall be reviewed in accordance with the "Erosion Control
BMP's and/or Sediment Control BMP's specifications and criteria listed
hereinafter.
The Stormwater Discharge Permit requires that a thorough inspection of the
stormwater management system be performed at least every seven calendar
days, and after any precipitation or snowmelt event that results in runoff or
causes surface erosion event (typically storms that result in greater than 0.5
inches of rainfall in a 24-hour period). In the event the project has been
winterized and/or no construction activity is occurring for an extended period
of time, a field review shall be completed at least every 30 calendar days.
The following are some of the inspection and maintenance practices that will
— be used to maintain erosion and sediment control BMP's:
• All measures will be maintained in good working order; if a repair is
necessary, it will be initiated within 24 hours of the report.
• Built up sediment will be removed from silt fence when it has reached one
third the height of the fence, or is no longer functioning properly.
• Built up sediment will be removed from BMPs when it has reached one
half the height of the BMP, or is no longer functioning properly.
• Silt fence will be inspected for depth of sediment, tears, to see if the fabric
is securely attached to the fence posts, and to see that the fence posts are
firmly in the ground.
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
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_ • The proposed permanent water quality vaults in line of the storm sewer
facility before the existing lakes (detention ponds 105 & 106) will require
maintenance. The required maintenance timing will depend on manufacturer
specifications. The water quality capture volume in the other detention
ponds will require maintenance to clean out sediment build up at specified
levels. The allowable sediment build up will be specified with the final design
of the detention ponds.
VI) CONCLUSIONS
This drainage report and SWMP guide complies with the standards and
specifications of Weld County and the UDFCD. The discharges for the proposed
development have been calculated using the CUHP computer program and
correspond to historical discharges. The proposed development and drainage
facilities shall result in no adverse affects to downstream sites due to storm water
_ quality or quantity. The site and adjacent waterways will be protected by the
implementation of SWMP's for the individual phases of this development. Phase or
filing specific drainage studies and SWMP's will be prepared prior to construction to
ensure drainage performance and enhancement to storm water quality.
VII) REFERENCES
a) Weld County Ordinance Code, Chapter 24, Weld County, December
2002.
b) Storm Drainage Design and Technical Driteria Manual, Adams
County, Colorado, February 1989.
c) Urban Storm Drainage Criteria Manual, Urban Drainage and Flood
Control District, Volume 1-3, June 2001.
MASTER DRAINAGE REPORT AND STORM WATER MANAGEMENT GUIDE
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Page 23
d) Soil Survey of Weld County, Colorado, U.S. Department of Agriculture
Soil Conservation Service, September 1980.
e) South Weld 1-25 Corridor Master Drainage Plan, Anderson Consulting
Engineers, February 2000.
_ f) Preliminary Drainage Report for the Change of Zone Submittal,
RiverDance PUD, Pickett Engineering, Inc., January 17, 2002.
g) Phase I Environmental Site Assessment, Terracon, May 24, 2004.
h) Wetland Delineation; St. Vrain Ponds Development Project, ERO
Resources Corporation, September 3, 2004.
i) St. Vrain Lakes Area Structural Land Use Amendment, DTJ Design,
Feb. 2005.
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'‘,..4 1 t s sa-51 .. aM1� t'
c. I Pr; U.S. DEPARTMENT OF AGRICULTURE `` ,
i SOIL CONSERVATION SERVICE
1<r-
[[ ; SOIL TYPE MAP
i:..
132 SOIL SURVEY
TABLE 14.--SOIL AND WATER FEATURES
[Absence of an entry indicates the feature is not a concern. See text for descriptions of symbols and such
terms as "rare," "brief," and "perched." The symbol < means less than; > means greater than]
Flooding High water table Bedrock
Soil name and Hydro- ' Potential
map symbol logic Frequency Duration Months Depth Kind :Months Depth Hard- frost
— group
r Ft ness action
In
1 , 2 B None --- --- >6.0 --- >60 --- Moderate.
Altvan
Aquolls D Frequent---- Brief Apr-Jun
0.5-1.0 Apparent Apr-Jun >60 --- High.
Aquents D Frequent--
—
q Brief Apr-Jun 0.5-1.0 Apparent Apr-Jun >60 --- High.
4*:
Aquolls D Frequent---- Brief Apr-Jun 0.5-1.5 Apparent Apr-Jun >60 --- High.
Aquepts D Frequent---- Brief Apr-Jun 0.5-1.5 Apparent Apr-Jun >60 --- High.
5, 6, 7, 8, 9 B None --- --- >6.0 --- --- >60 --- Moderate.
Ascalon
10 A Frequent---- Brief Mar-Jun >6.0
--- --- >60 --- Low.
Bankard
11 , 12 B None --- --- >6.0 --- >60 --- Moderate.
Bresser
—
13 A None --- >6.0
-` --- ) 0 --- Lou.Cascajo
-4 14, 1 ,
16, 17---- B None ___ --- >6.0 ___ ___ >60 ___ Low.
Colby
18*:
Colby B None ___ ___ >6.0 --- --- >60 --- Low.
Adena C None ___ ___ >6.0 --- --- --- Low.
—
19, 20 B Rare --- --- >6.0 --- --- >60 --- Moderate.
Colombo
21 , 22 C None --- >6.0
--- --- > 0 --- Low.Dacono
--7*23, 24 B None to rare --- --- >6.0 --- --- >60 --- Low.
Fort Collins
25, 26 B Rare to Brief May-Sep >6.0 --- >60 Low.
Haverson common.
27, 28 C None --- --- >6.0 --- --- >60 --- Low.
Heldt
29, 30 A None --- --- >6.0 --- --- >60 --- Moderate.
Julesburg
_ '--,,o31 , 32, 33, 34---- B None ___ ---
>6.0 --- --- >60 --- Lou.
Kim
35*:
Loup D Rare to Brief Mar-Jun ..5-1.5 Apparent Nov-May >60 --- Moderate.
common.
Boel A Occasional Brief Mar-Jun 1.5-3.5 Apparent Nov-May >60 --- Moderate.
36*:
Midway D None --- --- >6.0 --- --- 10-20 Rip- Low.
pable
See footnote at end of table.
1/
WELD COUNTY, COLORADO, SOUTHERN PART 133
-
TABLE 14.--SOIL AND WATER FEATURES--Continued
Flooding High water table Bedrock
Soil name and Hydro- , Potential
map symbol logic Frequency Duration Months Depth Kind Months Depth:Hard- ; frost
group I ness I action
Ft In
36':
_
Shingle D None --- --- >6.0 --- --- 10-20IRip- ;Low.
' pable:
--*37,
s$on B None --- >6.0 --- --- 20-40:Rip-
Low.
7
4'39, 40, 41 , 42,
43 C None --- --- >6.0 --- --- >60 ; --- Moderate.
Nunn
▪ 44, 45, 46, 47,
48 B None --- --- >6.0 --- --- >60 I --- Low.
Olney
_ 49 A None --- --- >6.0 --- --- >60 ; --- Low.
Osgood
50, 51 , 52, 53---- B None --- --- >6.0 --- --- >60 I --- Low.
Otero
▪ 54, 55 B None to rare --- --- >6.0 --- --- >60 1 --- Moderate.
Paoli
- Renohill --- --- 'Rip- Low.
56, 57 C None - >6.0 20-40I
Rip-
pable
58, 59 D None --- --- >6.0 --- --- 10-201 Rip- Low.
Shingle pable
- 1
'angle D None --- --- >6.0 --- --- 10-20 Rip- Low.
pable
Renohill C None --- --- >6.0 --- --- ;20-40 Rip- ,Low.
pable;
-1'61 D None --- --- >6.0 --- --- :10-20 Rip- ;Low.
Tassel
p able;
▪ 62, 63 B None --- --- >6.0 --- --- ;20-40 Rip- ;Low.
Terry pablel
—.'64, .0 C None --- --- >6.0 --- --- ;20-40,Rip- ;Low.
Thedalund
pable;
66, 67 C None --- --- >6.0 --- --- >60 --- Low.
Ulm
68* A None --- --- >6.0 --- --- >60 --- Low.
- Ustic
Torriorthents
69, 70 A None --- --- >6.0 --- --- >60 --- Low.
Valent
• 71*:
Valent A None --- --- >6.0 --- --- >60 ; --- Low.
Loup D Rare to Brief Mar-Jun a.5-1.5 Apparent Nov-May >60 I --- Moderate.
— common.
72, 73, 74, 75,
76, 77 B None --- --- >6.0 --- --- >60 --- Low.
Vona
See footnote at end of table.
/2
134 SOIL SURVEY
TABLE 14,--SOIL AND WATER FEATURES--Continued
Flooding High water table Bedrock_
Soil name and Hydro- i i Potential
map symbol logic Frequency Duration Months Depth Kind Months Depth:Hard- frost
group ness action
Ft In _r
78, 79, 80 C None --- --- >6.0 --- --- >60 --- Moderate.
Weld
... *. 81*, 8e, 83*:
Wiley B None --- --- >6.0 --- --- >60 --- Low.
Colby B None --- --- >6.0 --- --- >60 --- Low.
* See map unit description for the composition and behavior of the map unit.
l7
.__
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..........
i /
1 I - -
III II 1 I I
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af;
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Zr , • � �
F • I Sf + �I}. f' //� SOIL TYPE B \id
I SOIL TYPE C
N.T.S.
•
1 St . Vram n Lakes Soil Map :I1
RAINFALL DRAINAGE CRITERIA MANUAL (V. 1)
— 64 Urs'n s NC' (1 L, Kam Ail Ocpit > L34M.)
- R 71 W R 70 W R 69 W R 68 W R 67 W R 66 W R 65 W R 64 W R 63 W )
1.3 1 41.45 1.45 1.4 L35 1.35 L4
' f I
z
\*ONOMONT
^' I NIWOT I I H,
HI
� Jo
1 31 z
0
m I
— 1.2I
WE
BRIGHT • ADA 5
z 1\17) colen
D i-
BO DER
JE ERsoN .I I _�
¢ DENVER Y
_ \ I J /�_ r
^ tr,1.1 ' 1.37 _J
1.39 ADAMS
— I ' . / D VER ARAPAHOE a
en
4 1.0 ERG EEN
1.4 in
LLa
NA PAHOE / ARAPAHOE
0 SEAS ELBERT
ONIFER
vi •
in
CO 0 PAR ER
o UJ w
• 5
�. 0 m
o W
•
o SEDALIA
t ,-
1.1 X1.39
1.0 1.2 1.. FRANKT w
1.4 1.4
_
R 71 W R 70 W R 69 W R 66 W R 67 W R 66 W R 65 w R 64 W R 63 w
FIGURE RA-2
Rainfall Depth-Duration-Frequency: 5-Year, 1-HourRainfall
-
-
RA-14 06/2001
Urban Drainage and Flood Control District
RAINFALL DRAINAGE CRITERIA MANUAL (V. 1)
K Site CI ht Animal df Z. 65�)
R 71 W R 70 W R fig W R 68 W / R 67 W R 56 W R 65 W R 64 W R 63 W
2.4 2.52.652.7 2.17 2 2.652.7
�- ., 2 6 LONGMONT \ \
\ irk
eN NIWOT
•
I�II ^ m
z
z
t / YELD
2.3 BRIGHTO • DAMS
w 11 ce)
`f o /
I
,-\
0
I :Oi DER I
E ER ON lENVE'o / / R
ry
/r
in
vs
,. 4 2.2 �I�,a ��� ��• / ADAMS n
— , 0 E ARAPAHOE
" 2.15 \
2.1
4 \ a"
\ ) V4 I 2.7
— EVE'.'EEN •
w�
2.65 F
—
A PAHOE ARAPAHOE
2.05 I \ p LA ELBERT
`S IFER
• Icn
o PA ER
Ja w
2.05 SEDALIA
26 cn
N.
— FRANKT WN 4
\ 2.5
2.1 2.15 2.2 2.3
— R 71 W R 70 W R 69 W -4R 66 W R 67 W R 66 W R 65 W R 64 W R 63 W
FIGURE RA-6
Rainfall Depth-Duration-Frequency: 100-Year, 1-Hour Rainfall
RA-18 06/2001
Urban Drainage and Flood Control District
hr
RY
6f
4•
^� 4i
(+
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3.
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— s
a
4
kr
.— a
y`
APPENDIX B
— Historic Drainage Calculations
4
;
I.
4.
.1 ,
,
/
H.P. �, i -
1
�.�
assn A
/ 195.9 0.10 /21%.3/4)
i� - / AC. 0.39
V 1'
�
1 , / asin B ' / / of / '
._ / 1 i I,,' --- 214.6 au
�_ ; ' ,/ AC. 0.42 / , ' / _/ / asin A " �
f / // / r 196.61 0.11/
1_, AC 061
assn B
1 6333 0.13
/f
B1 AC. 0.44
/
asin C _ - -
1
_- 542.5 0.10 /
A0. 0.36
r 1 /
,
1
I
1 awl C _ r.
asin D .. zs� o.lo - - .z,
AC 0.38
,29.a�ao9 1 az
AG 0.3]
V* Basin E _ re-4 *b� _'
/ 1662 015 u
"`/
Y
136.6
AC. 0.51 "- '-
E
� �.� . A DESIGN POINT
--i PROPOSED II
1 FLOW DIRECTION
7 �f' /w` ����� H.P. FBCH POINT /`
n J � a BASIN BOUNDARY 1/4 d
- CSC • SCALE=
1:1500
A A = DEVELOPED BASIN DESIGNATION
IB C 9 = BASIN AREA (ACRES)
C = 5 YEAR COMPOSITE RUNOFF COEFFICIENT
100 YEAR COMPOSITE RUNOFF COEFFICIENT
I Historic Major Drainage Basins C; °..,.i,„9e
-- i N
-400...)�
AI;
ash A
—
A: VI ,� �' ,ws Pw
I 6 - ,.
/
qih (itaein B /. f -min
r
rY ws
,v
1! Kau P w 2 ,- 101
3 202
. ,� _
5In 5, _� 210
193 CFSI ,
fr ' F 103
:J 0 1
- AC1 t
0343
204 / '
(Basin 0 ,
,
K
`� � i Ili .
211
7 105 ;', , 206219
L f 3 S
—
ak !'
V.-+$`.. 'v, 632 CFS 3 i�
107
# BPein E` A 3
N8 " ..21 214 �,1At
°'" D 209 140 CFS XX CFS =100-YEAR OFFSITE
j
t.+-1 .rte ,>6. as T r- ..
P], WITH 5-YEAR ONSITE HISTORIC
RELEASE AT RESPECTIVE
208 111 I LOCATION
J _ ,
CI: , �?1 = 110
g� �� A A - DEVELOPED BASIN DESICNAl10N
B C B . BASIN AREA (ACRES)
J %1 c. 5 YEAR COMPOSITE RUNCFF 1.u)FIOENT
�.�. 100 YEAR COMPOSITE RUNOFF COEFFICIENT
JLEGEND
o ___ ST. VRAIN LAKES
90 SUB-BASIN
SCALE: 1" = 1500
J °P"NA
GRAPH: HISTORIC DRAINAGE 190 CONVEYANCE
Carroll&Lange= SWMM ROUTING X29°� DIRECT "DW/
J i ,,E. .Go,ao a sza =6a, MAP > DES ON POINT
(390 DETENTON POND
N CO coCO m r
n, O CO O LO m t!') r o (O
Ida co N f� r mg: to N
-- r O r r O O CM 0
CO CO (O N N O O
0 co N O (o y- Ln O O N (mO
r 0 r O O M
_ O N Cn O CO 6) I-
G N N N M O (OY) LO N ' a)
r O r O O V O
I- r7 c) co I- a to co
O iI N r O CO CO in N
N O N M O O V O
O CO LO In CO CO r O)LC) 6 r— coca \
0 O 0 O CO O r) M Cn N ' r)
co r co N- O O V O CO
CO r) CO `n 'n LO LO CD O
V N Cvj co r r N co cr to c CO
m M CO CO r 'V LC) CO
0 LS, O N N O O ri N
= N CO CO \LO coN- M CO C N
w N m com c � � co . rOo co
O • c'') r `— Nt L.0• N 0
16 CV O r O 0 0 CO
16
Lo CO m r LC) m
C ry O • r O CO CO
C Q m CO co O r O LO N M
r O r O 0 0 4 O
y
m CO N . r (� N N o 1\
< m O c O N LO N I
r O r M O O V 0
w
C) 7 w
LV 43 V d
< ti ti d V - .3)
p)
QQVovvaAcj
5a3 sa) CD CD 0 _ _ Er rn
Q Q IM 3 e •
H6.1
c c
0 0 p p O a.+ L L O
F— CO to In o c a Cno
_ )
{
)
_ )
-
]
)
;
2
- (
\
r.
/
)
_ APPENDIX B {
CUHP Analysis
(
- (
MSTR-HIST-100yr-offsite Syr onsite.chi
2ST VRAIN 100 YR OFFSITE 5YR ONSITE
1100-YR 100 2.65
25-YR 5 1.36
70 1 1 5.1 1SUBBASIN= Al
.3061.241 .59 2. .013 .4 .054.227.0018 .582
70 2 2 5.2 2SUBBASIN= A2
.� .307 .939 .335 2. .0141 .4 .054.035.0018 .569
70 1 1 5.3 3SUBBASIN= El
.3351.117 .547 2. .0107 .4 .053.933.0018 .562
70 2 2 5.4 4SUBBASIN= B2
.8331.545.6792 2. .0165 .4 .053.749.0018 .55
70 1 1 5.5 5SUBBASIN= Cl
1.0581.584 .628 2. .0114 .4 .054.331.0018 .589
70 2 2 5.6 6SUBBASIN= C2
.4031.012.4612 2. .0196 .4 .054.315.0018 .588
70 1 1 5.7 7SUBBASIN= D1
.202.6263.2689 2. .0187 .4 .054.459.0018 .597
70 2 2 5.8 BSUBBASIN= D2
.213.4458.1407 2. .0335 .4 .05 3. .0018 .5
70 2 2 5.9 9SUBBASIN= E
.263.8084.4748 2. .0628 .4 .053.159.0018 .511
E
Page 1
MSTR-HIST-100yr-offsite 5yr onsite.cho
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 11/28/2005 AT TIME 15:44
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
IN 100 YR OFFSITE SYR ONSITE
BASIN ID: 1 -- BASIN COMMENT: SUBBASIN= Al
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.31 1.24 0.59 2.00 0.0130 5.00
..., COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.280
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
R= 0.06 D= 0.04
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
25.29 470.93 144.10 16.32
• �� WIDTH AT 50 = 64. MIN. WIDTH AT 75 = 33. MIN. K50 =0.24 K75 =0.32
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 4.23 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.58 IN./HR.
TIME UNIT TIME UNIT TIME UNIT
- HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 85. 62. 170. 19.
5. 25, 90. 57. 175. 17.
- 10. 71. 95. 53. 180. 16.
15. 111. 100. 50. 185. 15.
20. 136. 105. 46. 190. 14.
25. 144. F 110. 43. 195. 13.
30. 140. 115. 40. 200. 12.
35. 129. 120. 38. 205. 11.
40. 116. F 125. 35. 210. 11.
45. 109. 130. 33. 215. 10.
50. 105. 135, 30. 220. 9.
55. 98. 140. 28. 225. 9.
60. 91. 145. 26. 230. 8.
65. 84. 150. 25. 235. 7.
70. 77. 155. 23. 240. 0.
75. 71. 160. 21. 0. 0.
- 80. 66. 165. 20. 0. 0.
1 BASIN ID: 1 -- BASIN COMMENT: SUBBASIN= Al
**** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-YR
INCREMENT TOTAL* STORM** 1 INCREMENT TOTAL* STORM**
Page 1
MSTR-HIST-100yr-offsite 5yr onsite.cho
TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 145. 0.00 0.000 63.
5. 0.03 0.000 0. 150. 0.00 0.000 59.
10. 0.08 0.000 0. 155. 0.00 0.000 55.
- 15. 0.12 0.000 0. 160. 0.00 0.000 51.
20. 0.21 0.000 0. 165. 0.00 0.000 48.
25. 0.37 0.026 1. 170. 0.00 0.000 44.
30. 0.66 0.599 17. 175. 0.00 0.000 41.
35. 0.37 0.314 53. 180. 0.00 0.000 39.
- 40. 0.21 0.159 96. 185. 0.00 0.000 36.
45. 0.16 0.114 135. 190. 0.00 0.000 33.
50. 0.13 0.083 161. 195. 0.00 0.000 31.
55- 0.11 0.057 174. 200. 0.00 0.000 29.
60. 0.11 0.058 177. 205. 0.00 0.000 27.
65. 0.11 0.058 175. 210. 0.00 0.000 25.
70. 0.05 0.005 171. 215. 0-00 0.000 24.
75. 0.05 0.005 167. 220. 0.00 0.000 22.
80. 0.03 0.000 160. 225. 0.00 0.000 20.
85. 0.03 0.000 151. 230. 0.00 0.000 19.
90. 0.03 0.000 141. 235. 0.00 0.000 18. F
95. 0.03 0.000 131. 240. 0.00 0.000 17.
100. 0.03 0.000 121. 245. 0.00 0.000 15.
105. 0.03 0.000 112. 250. 0.00 0.000 14.
- 110. 0.03 0.000 104. 255. 0.00 0.000 13.
115. 0.03 0.000 97. 260. 0.00 0.000 12.
120. 0.03 0.000 90. 265. 0.00 0.000 7.
125. 0.00 0.000 84. 270. 0.00 0.000 5-
130. 0.00 0.000 78. 275. 0.00 0.000 3.
- 135. 0.00 0.000 73. 280. 0.00 0.000 2.
140. 0.00 0.000 68. 285. 0.00 0.080 1.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 1.479 INCHES
VOLUME OF EXCESS PRECIP = 24.14 ACRE-FEET
PEAK Q = 177. CFS TIME OF PEAK = 60. MIN.
INFILT.= 4.23 IN/HR DECAY =0.00180 FNINF = 0.58 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 11/28/2005 AT TIME 15:44
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
IN 100 YR OFFSITE 5YR ONSITE
BASIN ID: 2 -- BASIN COMMENT: SUBBASIN= A2
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.31 0.94 0.34 2.00 0.0141 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.280
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
- IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT 1 ( DEFAULT )
^ R= 0.06 D. 0.04
CALCULATED UNIT HYDROGRAPH
Page 2
MSTR-HIST-100yr-o£fsite Syr onsite.cho
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
17.40 720.70 221.25 16.37
WIDTH AT 50 = 42. MIN. WIDTH AT 75 = 22. MIN. K50 =0.25 K75 =0.34
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 4.03 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.57 IN./HR.
TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 60. 85. 120. 22.
5. 69. 65. 76. 125. 19.
10. 166. 70. 68. 130. 17.
_. 15. 216. 75. 61. 135. 15.
20. 217. 80. 54. 140. 14.
25. 192. 85. 48. 145. 12.
30. 169. 90. 43. 150. 11.
35. 155. 95. 38. 155. 10.
- 40. 139. 100. 34. 160. 9.
45. 122. 105. 31. 165. 8.
50 107. I 110. 27. 170. 0.
55. 96. 115. 24. 0. 0.
1 BASIN ID: 2 -- BASIN COMMENT: SUBBASIN= A2
**** STORM NO. = 2 **** DATE OR RETURN PERIOD = 5-YR
INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN. ) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS)
0. 0.00 0.000 0 90. 0.03 0.000 12.
5. 0.03 0.000 0. 95. 0.03 0.000 11.
.-. 10. 0.05 0.000 0. 100. 0.02 0.000 9.
15. 0.12 0.000 0. 105. 0.02 0.000 8.
20. 0.21 0.000 0. 110. 0.02 0.000 7.
25. 0.34 0.011 1. 115. 0.02 0.000 7.
30. 0.18 0.101 9. 120. 0.02 0.000 6.
- 35. 0.08 0.024 21. 125. 0.00 0.000 5.
40. 0.06 0.008 29. 130. 0.00 0.000 5.
45. 0.05 0.001 31. 135. 0.00 0.000 4.
50. 0.05 0.001 29. 140. 0.00 0.000 4.
55. 0.04 0.000 26. 145. 0.00 0.000 3.
60. 0.04 0.000 23. 150. 0.00 0.000 3.
65. 0.04 0.000 21. 155. 0.00 0.000 3.
70. 0.04 0.000 19. 160. 0.00 0.000 2.
75. 0.03 0.000 17. 165. 0.00 0.000 2.
80. 0.03 0.000 15. 170. 0.00 0.000 2.
85. 0.03 0.000 13. 175. 0.00 0.000 2.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 1.57 (1-HOUR RAIN = 1.36) EXCESS PRECIP. = 0.148 INCHES
VOLUME OF EXCESS PRECIP = 2.43 ACRE-FEET
`-' PEAK Q = 31. CFS TIME OF PEAK = 45. MIN.
INFILT.= 4.03 IN/HR DECAY =0.00180 FNINF = 0.57 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 11/28/2005 AT TIME 15:44
Page 3
MSTR-HIST-100yr-offsite 5yr onsite.cho
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
IN 100 YR OFFSITE 5YR ONSITE
BASIN ID: 3 -- BASIN COMMENT: SUBBASIN= B1
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.34 1.12 0.55 2.00 0.0107 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.283
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
-- FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
R= 0.06 D= 0.04
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK PEAK PATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
24.40 496.91 166.47 17.87
WIDTH AT 50 = 60. MIN, WIDTH AT 75 = 31. MIN. K50 =0.24 K75 =0.33
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 3.93 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.56 IN./HR.
TIME UNIT TIME UNIT I TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 80. 72. 160. 21.
5. 31. I 85. 66. 165. 20
10. 86. 90. 62. 170. 18.
15. 133. 95. 57. 175. 17.
'.. 20. 160. 100. 53. 180. 16.
25. 166. 105. 49. 185. 15,
30. 159. I 110. 45. 190. 14.
35. 145. 115. 42, 195. 13.
40 131. 120. 39. 200. 12.
45. 125. 125. 36. 205. 11.
50. 117. 130. 34. 210. 10.
55. 109. 135. 31. 215. 9.
60. 100. 140. 29. 220. 9,
65. 92. 145. 27, 225. 8
70. 83. 150. 25. 230. 0.
75. 77. I 155. 23. 0. 0.
1 BASIN ID: 3 -- BASIN COMMENT: SUBBASIN= BI
**** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-YR
INCREMENT TOTAL* STORM** I INCREMENT TOTAL* STORM**
TIME RAINFALL EXCESS HYDROGRAPH I TIME RAINFALL EXCESS HYDROGRAPH
4-4
(MIN.) (IN) PRECIP (CFS) I (MIN.) (IN) PRECIP (CFS) i
Page 4
MSTR-HIST-100yr-offsite 5yr onsite.cho
0. 0.00 0.000 0. 140. 0.00 0.000 73.
5. 0.03 0.000 0. 145. 0.00 0.000 68.
10. 0.08 0.000 0. 150. 0.00 0.000 63.
15. 0.12 0.000 0. 155. 0.00 0.000 58.
20. 0.21 0.000 0. 160. 0.00 0.000 54.
25 . 0.37 0.037 1. 165. 0.00 0.000 50.
- 30. 0.66 0.602 22. 170. 0.00 0.000 46.
35. 0.37 0.317 66. 175. 0.00 0.000 43.
40 0.21 0.161 118. 180. 0.00 0.000 40.
45. 0.16 0.115 162. 185. 0.00 0.000 37.
50. 0.13 0.085 191. 190. 0.00 0.000 34. i
55. 0.11 0.059 204. 195. 0.00 0.000 32.
60 0.11 0.059 206. 200. 0.00 0.000 29.
65. 0.11 0.060 203. 205. 0.00 0.000 27.
70. 0.05 0.007 199. 210. 0.00 0.000 25.
75 0.05 0.007 193. 215. 0.00 0.000 23.
80. 0.03 0.000 184. 220. 0.00 0.000 22.
85. 0.03 0.000 173. 225. 0.00 0.000 20.
90. 0.03 0.000 160. 230. 0.00 0.000 19.
95. 0.03 0.000 147. 235. 0.00 0.000 17.
100. 0.03 0.000 135. 240. 0.00 0.000 16.
105. 0.03 0.000 125. 245. 0.00 0.000 15.
110. 0.03 0.000 116. 250. 0.00 0.000 13.
115. 0.03 0.000 107. 255. 0.00 0.000 8.
120. 0.03 0.000 99. 260. 0.00 0.000 5.
- 125. 0.00 0.000 92. 265. 0.00 0.000 4.
130. 0.00 0.000 85. 270. 0.00 0.000 2.
135. 0.00 0.000 79. 275. 0.00 0.000 2.
* LESS ANY WATER QUALITY CAPTURE VOLUME
- ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 1.509 INCHES
'^ VOLUME OF EXCESS PRECIP = 26.97 ACRE-FEET
PEAK Q = 206. CFS TIME OF PEAK = 60. MIN.
INFILT.= 3.93 IN/HR DECAY =0.00180 FNINF = 0.56 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 11/28/2005 AT TIME 15:44
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
IN 100 YR OFFSITE 5YR ONSITE
BASIN ID: 4 -- BASIN COMMENT: SUBBASIN= B2
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.83 1.54 0.68 2.00 0.0165 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.325
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
-- AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
R= 0.06 D= 0.04
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
---
(MIN) (CFS/SQMI) (CFS) (AF)
Page 5
MSTR-HIST-100yr-offsite 5yr onsite.cho
.2—,. 28.08 487.55 406.13 44.43
WIDTH AT 50 = 62. MIN. WIDTH AT 75 = 32. MIN. K50 =0.27 K75 =0.37
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
- INFILTRATION = 3.75 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.55 IN./HR.
TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 95. 142. 190. 31.
5. 60. 100. 131. 195. 28.
10. 173. 105. 121. 200. 26.
15. 285. 110. 111. 205. 24.
20. 363. i 115. 103. 210. 22.
25. 401. I 120. 95. 215. 20.
30. 404. I125. 87. 220. 19.
_, 35. 385. I130. 81. 225. 17.
10. 354. I 135. 74. 230. 16.
45. 321. I 140. 68. 235. 15.
50. 297. I 145. 63. 240. 14.
55. 276. I 150. 58. 245. 13.
- 60. 256. 155. 54. 250. 12.
65. 235. 160. 50. 255. 11.
70. 214. 165. 46. 260. 10.
75. 196. 170. 42. 265. 9.
80. 181. 175. 39. 270. 8.
85. 167. 180. 36. 275. 8.
90. 154. 185. 33. 280. 0.
I BASIN ID: 4 -- BASIN COMMENT: SUBBASIN= 52
**** STORM NO. = 2 **** DATE OR RETURN PERIOD = 5-YR
... INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CPS) (MIN. ) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 150. 0.00 0.000 15.
5. 0.03 0.000 0. 155. 0.00 0.000 14.
10. 0.05 0.000 0. 160. 0.00 0.000 13.
15. 0.12 0.000 0. 165. 0.00 0.000 12.
20. 0.21 0.000 0. 170. 0.00 0.000 11.
25. 0.34 0.012 1. 175. 0.00 0.000 10.
30. 0.18 0.115 9. 180. 0.00 0.000 9.
35. 0.08 0.026 25. 185. 0.00 0.000 9.
40. 0.06 0.010 42. 190. 0.00 0.000 8.
45. 0.05 0.001 56. 195. 0.00 0.000 7.
50. 0.05 0.002 64. 200. 0.00 0.000 7.
55. 0.04 0.000 66. 205. 0.00 0.000 6.
60. 0.04 0.000 64. 210. 0.00 0.000 6.
65. 0.04 0.000 60. 215. 0.00 0.003 5.
70. 0.04 0.000 56. i 220. 0.00 0.00.0 5. J
75. 0.03 0.000 52. 225. 0.00 0.000 5.
80. 0.03 0.000 48. 230. 0.00 0.000 4.
85. 0.03 0.000 45. 235. 0.00 0.000 4.
90. 0.03 0.000 41 . 240. 0.00 0.000 4.
95. 0.03 0.000 38. 245. 0.00 0.000 3.
100. 0.02 0.000 34. 250. 0.00 0.000 3.
105. 0.02 0.000 32. 255. 0.00 0.000 3.
110. 0.02 0.000 29. 260. 0.00 0.000 3.
115. 0.02 0.000 27. 265. 0.00 0.000 2.
120. 0.02 0.000 25- 270. 0.00 0.000 2.
125. 0.00 0.000 23. 275. 0.00 0.000 2.
*-- 130. 0.00 0.000 21. 280. 0.00 0.000 2.
135. 0.00 0.000 20. 285. 0.00 0.000 2.
Page 6
MSTR-HIST-100yr-offsite 5yr onsite.cho
--. 140. 0.00 0.000 18. I 290. 0.00 0.000 2.
145. 0.00 0.000 17. i 295. 0.00 0.000 1. I
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 1.57 (1-HOUR RAIN = 1.36) EXCESS PRECIP. = 0.169 INCHES
VOLUME OF EXCESS PRECIP = 7.52 ACRE-FEET
PEAK Q = 66. CFS TIME OF PEAK = 55. MIN.
INFILT.= 3.75 IN/HR DECAY =0.00180 FNINF = 0.55 IN/HP.
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 11/28/2005 AT TIME 15:44
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
IN 100 YR OFFSITE 5YR ONSITE
BASIN ID: 5 -- BASIN COMMENT: SUBBASIN= Cl
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SOMI) (MI) (MI) (PCT) (FT/FT) (MIN)
1.06 1.58 0.63 2.00 0.0114 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.337
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
.. FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
R= 0.06 D= 0.04
--
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
,.., (MIN) (CFS/SQMI) (CFS) (AF)
29.75 474.46 501.97 56.43
WIDTH AT 50 = 63. MIN. WIDTH AT 75 = 33. MIN. K50 =0.28 K75 =0.38
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 4.33 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.59 IN./HR.
TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 105. 156. 210. 29
5. 68. 110. 144. 215. 27.
10. 197. 115. 133. 220. 25.
15 332. 120. 123. 225. 23
20. 431. 125. 114. 230. 21.
25. 487. 130. 105. 235. 20.
30. 502. 135. 97. 240. 18.
35 487. 140. 89. 245. 17.
40. 454. 145. 83. I 250. 16.
45. 414. 150. 76. I 255. 14.
50 377. 155. 70. I 260. 13 .
.c-- 55. 352. 160. 65. i 265. 12.
60. 327. 165. 60. I 270. 11 .
Page 7
MSTR-HIST-100yr-offsite Syr onsite.cho
65. 302. 170. 55. 275. 10.
70. 277. 175. 51. 280. 10.
75. 252. 180. 47. 285. 9.
80. 232. 185. 44. 290. 8.
85. 215. 190. 40. 295. 8. I
90. 198. 195. 37. 300. 0. F
95. 183. j 200. 34. 0. 0.
- 100. 169. 205. 32. 0. 0.
1 BASIN ID: 5 -- BASIN COMMENT: SUBBASIN= Cl
**** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-YR
INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
TIME RAINFALL EXCESS HYDROGRAPH j TIME RAINFALL EXCESS HYDROGRAPH
(MIN. ) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 175. 0.00 0.000 129.
5. 0.03 0.000 0. 180. 0.00 0.000 120.
10. 0.08 0.000 0. 185. 0.00 0.000 110.
15. 0.12 0.000 0. 190. 0.00 0.000 102.
20. 0.21 0.000 0. 195. 0.00 0.000 94.
- 25. 0.37 0.023 2. 200. 0.00 0.000 87.
30. 0.66 0.598 45. ! 205. 0.00 0.000 80.
35. 0.37 0.313 147. 210. 0.00 0.000 74.
40. 0.21 0.158 281. 215. 0.00 0.000 68.
45. 0.16 0.113 412. 220. 0.00 0.000 63.
50. 0.13 0.082 518. 225. 0.00 0.000 58.
55. 0.11 0.057 590. 230. 0.00 0.000 54.
60. 0.11 0.057 627. 235. 0.00 0.000 50.
65. 0.11 0.057 638. 240. 0.00 0.000 46.
70. 0.05 0.005 628. 245. 0.00 0.000 43.
• "'., 75. 0.05 0.005 604. 250. 0.00 0.000 39.
80. 0.03 0.000 576. 255. 0.00 0.000 36.
85. 0.03 0.000 544. i 260. 0.00 0.000 33.
90. 0.03 0.000 508. 265. 0.00 0.000 31.
95. 0.03 0.000 470. ) 270. 0.00 0.000 29.
100. 0.03 0.000 432. 275. 0.00 0.000 26.
105. 0.03 0.000 397. 280. 0.00 0.000 24.
110. 0.03 0.000 366. 285. 0.00 0.000 22.
115. 0.03 0.000 338. 290. 0.00 0.000 21.
- 120. 0.03 0.000 312. 295. 0.00 0.000 19.
125. 0.00 0.000 287. 300. 0.00 0.000 18.
130. 0.00 0.000 265. 305. 0.00 0.000 16.
135. 0.00 0.000 245. 310. 0.00 0.000 15.
140. 0.00 0.000 226. 315. 0.00 0.000 14.
-- 145. 0.00 0.000 209. 320. 0.00 0.000 13.
150. 0.00 0.000 193. 325. 0.00 0.000 8.
155. 0.00 0.000 178. 330. 0.00 0.000 5.
160. 0.00 0.000 164. 335. 0.00 0.000 3.
165. 0.00 0.000 152. 340. 0.00 0.000 2.
-- 170. 0.00 0.000 140. 345. 0.00 0.000 2.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 1.469 INCHES
VOLUME OF EXCESS PRECIP = 82.90 ACRE-FEET
PEAK Q = 638. CFS TIME CF PEAK = 65. MIN.
INFILT.= 4.33 IN/HR DECAY =0.00180 FNINF = 0.59 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 11/28/2005 AT TIME 15:44
- CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
^ IN 100 YR OFFSITE 5YR ONSITE
Page 8
MSTR-HIST-100yr-offsite Syr onsite.cho
BASIN ID: 6 -- BASIN COMMENT: SUBBASIN= C2
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.40 1.01 0.46 2.00 0.0196 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.291
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
R= 0.06 D= 0.04
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
19.14 672.28 270.93 21.49
WIDTH AT 50 = 45. MIN. WIDTH AT 75 = 23. MIN. K50 =0.26 K75 =0.35
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 4.32 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.59 IN./HR.
TIME UNIT TIME UNIT TIME UNIT •
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 65. 103. 130. 25.
5. 73. 70. 92. 135. 23.
10. 186. 75. 83. 140. 20.
15. 255. 80. 74. 145. 18.
20. 270. 85. 67. 150. 16.
25. 251. 90. 60. 155. 15.
30. 220. 95. 54. 160. 13.
35. 200. 100. 48. 165. 12. '
40. 182. 105. 43. 170. 11.
45. 163. 110. 39. 175. 9. I
50. 144. 115. 35. 180. 9. I
55. 128. 120. 31. 185. 8. I
60. 115. 125. 28. 190. 0. I
- 1 BASIN ID: 6 - - BASIN COMMENT: SUBBASIN= C2
**** STORM NO. = 2 **** DATE OR RETURN PERIOD = 5-YR
INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) (MIN. ) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 100. 0.02 0.000 11.
5. 0.03 0.000 0. 105. 0.02 0.000 10.
- 10. 0.05 0.000 0. 110. 0.02 0.000 9.
15. 0.12 0.000 0. 115. 0.02 0.000 8.
20. 0.21 0.000 0. 120. 0.02 0.000 7.
6.-6 25. 0.34 0.010 1. 125. 0.00 0.000 7.
30. 0.18 0.091 9. 130. 0.00 0.000 6. •
Page 9
MSTR-HIST-100yr-offsite Syr onsite.cho
35. 0.08 0.022 21. 135. 0.00 0.000 5.
40. 0.06 0.006 31. 140. 0.00 0.000 5.
45. 0.05 0.001 34. 145. 0.00 0.000 4.
50. 0.05 0.001 33. 150. 0.00 0.000 4.
55. 0.04 0.000 30. 155. 0.00 0.000 3.
60. 0.04 0.000 27. 160. 0.00 0.000 3.
65. 0.04 0.000 25. 165. 0.00 0.000 3.
_., 70. 0.04 0.000 22. 170. 0.00 0.000 3.
75. 0.03 0.000 20. 175. 0.00 0.000 2.
80. 0.03 0.000 18. 180. 0.00 0.000 2.
85. 0.03 0.000 16. 185. 0.00 0.000 2.
90. 0.03 0.000 14. 190. 0.00 0.000 2.
95. 0.03 0.000 13. 195. 0.00 0.000 1.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 1.57 (1-HOUR RAIN = 1.36) EXCESS PRECIP. = 0.132 INCHES
VOLUME OF EXCESS PRECIP = 2.85 ACRE-FEET
PEAK Q = 34. CFS TIME OF PEAK = 45. MIN.
INFILT.= 4.32 IN/HR DECAY =0.00180 FNINF = 0.59 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 11/28/2005 AT TIME 15:44
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
IN 100 YR OFFSITE SYR ONSITE
BASIN ID: 7 -- BASIN COMMENT: SUBBASIN= D1
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
--
---- (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.20 0.63 0.27 2.00 0.0187 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.263
- THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
- ( DEFAULT ) ( DEFAULT )
R= 0.06 D. 0.04
CALCULATED UNIT HYDROGRAPH
'- TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
12.82 977.59 197.47 10.77
WIDTH AT SO = 31. MIN. WIDTH AT 75 = 16. MIN. K50 =0.25 K75 =0.34
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 4.46 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.60 IN./HR.
TIME UNIT TIME UNIT TIME UNIT j
HYDROGRAPH HYDROGRAPH HYDROGRAPH I
4-.5, 0. 0. 45. 75. 90. 19.
5. 96. 50. 64. 95. 16. I
Page 10
MSTR-HIST-100yr-offsite 5yr onsite.cho
.---. 10. 186. 55. 55 100. 14.
15. 192. 60. 47. 105. 12.
20. 161. 65. 41. 110. 10.
25. 142. 70. 35. 115. 9.
30. 122. 75. 30. 120. 8.
35. 102. 80. 26. 125. 0.
40. 87. 85. 22. 0. 0.
1 BASIN ID: 7 -- BASIN COMMENT: SUBBASIN= D1
**** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-YR
INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) (MIN. ) (IN) PRECIP (CFS)
0. 0.00 0.000 O. L 85. 0.03 0.000 94.
,� 5. 0.03 0.000 0. 90. 0.03 0.000 81.
10. 0.08 0.000 0. 95. 0.03 0.000 69.
15. 0.12 0.000 0. 100. 0.03 0.000 59.
20. 0.21 0.000 0. 105. 0.03 0.000 51.
25. 0.37 0.019 2. 110. 0.03 0.000 44.
30. 0.66 0.597 61. 115. 0.03 0.000 38.
35. 0.37 0.312 144. 120. 0.03 0.000 32.
40. 0.21 0.158 191. 125. 0.00 0.000 28.
45. 0.16 0.112 199. 130. 0.00 0.000 24.
50. 0.13 0.082 196. 135. 0.00 0.000 20.
55. 0.11 0.056 186. 140. 0.00 0.000 18.
60. 0.11 0.057 172. 145. 0.00 0.000 15.
65. 0.11 0.057 160. 150. 0.00 0.000 9.
70. 0.05 0.004 145. 155. 0.00 0.000 6. .
75. 0.05 0.004 127. 160. 0.00 0.000 4.
. -, 80. 0.03 0.000 109. 165. 0.00 0.000 3.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2 65) EXCESS PRECIP. = 1.458 INCHES
VOLUME OF EXCESS PRECIP = 15.70 ACRE-FEET
...., PEAK 0 = 199. CFS TIME OF PEAK = 45. MIN.
INFILT.= 4.46 IN/HR DECAY =0.00180 FNINF = 0.60 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 11/28/2005 AT TIME 15:44
- CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
IN 100 YR OFFSITE 5YR ONSITE
BASIN ID: 8 -- BASIN COMMENT: SUBBASIN= D2
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.21 0.45 0.14 2.00 0.0335 5.00
- COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.265
-- THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
Page 11
MSTR-HIST-100yr-offsite 5yr onsite.cho
( DEFAULT 1 ( DEFAULT )
R= 0.06 D= 0.04
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
8.08 1820.83 387.84 11.36
WIDTH AT 50 = 16. MIN. WIDTH AT 75 = 9. MIN. K50 =0.29 K75 =0.40
- RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.50 IN./HR.
TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 30. 103. 60. 17.
5. 311. 35. 76. 65. 12.
10. 368. 40. 56. 70. 9.
15. 264. 45. 41. 75. 0.
20. 191. 50. 30. 0. 0.
25. 140. 55. 22. 0. 0.
1 BASIN ID: 8 -- BASIN COMMENT: SUBBASIN= D2
**** STORM NO. = 2 **** DATE OR RETURN PERIOD = 5-YR
• ,-� INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 50. 0.05 0.007 37.
5. 0.03 0.000 0. 55. 0.04 0.001 28.
10. 0.05 0.000 0. 60. 0.04 0.001 21.
15. 0.12 0.000 0. 65. 0.04 0.001 16.
20. 0.21 0.000 O. 70. 0.04 0.001 12.
25. 0.34 0.049 15. 75. 0.03 0.000 9.
30. 0.18 0.125 57. 80. 0.03 0.000 7.
35. 0.08 0.032 69. 85. 0.03 0.000 5.
40. 0.0E 0.015 59. 90. 0.03 0.003 4.
.� 45. 0.05 0.006 47. 95. 0.03 0.000 2.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 1.57 (1-HOUR RAIN = 1.36) EXCESS PRECIP. = 0.238 INCHES
VOLUME OF EXCESS PRECIP = 2.71 ACRE-FEET
PEAK Q = 69. CFS TIME OF PEAK = 35. MIN.
INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0.50 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 11/28/2005 AT TIME 15:44
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
IN 100 YR OFFSITE 5YR ONSITE
BASIN ID: 9 -- BASIN COMMENT: SUBBASIN= E
^ AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
Page 12
MSTR-HIST-1o0yr-offsite Syr onsite.cho
.--, (SOMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.26 0.81 0.47 2.00 0.0628 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.273
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
'- AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
R= 0.06 D. 0.04
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
13.95 915.98 240.90 14.03
WIDTH AT 50 = 33. MIN. WIDTH AT 75 = 17. MIN. K50 =0.26 K75 =0.35
.- RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 3.16 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.51 IN./HR.
TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH li HYDROGRAPH
0. 0. 50. 86. 100. 20.
5. 104. 55. 74_ 105. 17.
10. 216. 60. 64. 110. 15.
15. 240. 65. 56. 115. 13.
20. 210 . 70. 48. 120. 11.
25. 181. 75. 42. 125. 10.
30. 158_ 80. 36. 130. 8.
35. 136. 85. 31. 135. 0.
40. 115. 90. 27. 0. 0.
- 45. 99. 95. 23. 0. 0.
1 BASIN ID: 9 -- BASIN COMMENT: SUBBASIN= E
**** STORM NO. = 2 **** DATE OR RETURN PERIOD = 5-YR
INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
- TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 80. 0.03 0.000 18.
--
5. 0.03 0.000 0. 85. 0.03 0.000 15.
10. 0.05 0.000 0. 90. 0.03 0.000 13.
15. 0.12 0.000 0. 95. 0.03 0.000 12.
20. 0.21 0.000 O. 100. 0.02 0.000 10.
- 25. 0.34 0.041 4. 105. 0.02 0.000 9.
30. 0.18 0.124 22. 110. 0.02 0.000 , .
35. 0.08 0.031 40. 115. 0.02 0.000 6.
40. 0.06 0.014 46. 120. 0.02 0.000 6.
45. 0.05 0.005 44. 125. 0.00 0.000 5.
- 50. 0.05 0.006 40. 130. 0.00 0.000 4.
55. 0 04 0.001 36. 135. 0.00 0.000 4.
60. 0.04 0.001 32. 140. 0.00 0.000 3.
^ 65. 0.04 0.001 27. 145. 0.00 0.000 3.
70. 0.04 0.001 24. 150. 0.00 0.000 2.
Page 13
MSTR-HIST-100yr-offsite 5yr onsite.cho
75. 0.03 0.000 21. 155. 0.00 0.000 2.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 1.57 (1-HOUR RAIN = 1.36) EXCESS PRECIP. = 0.223 INCHES
VOLUME OF EXCESS PRECIP = 3.13 ACRE-FEET
PEAK Q = 46. CFS TIME OF PEAK = 40. MIN.
INFILT.= 3.16 IN/HR DECAY =0.00180 FNINF = 0.51 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
Page 14
^1 F5
P'
F
i,
^- t
ry
-• pF
14
ti
:
µ:
APPENDIX B
SWMM Analysis
i
MSTR-HIST-100yr-offsite 5yr onsite.sin
-A—. 2 1 1 2
3 4
WATERSHED 1
ST. TRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. TRAIN RIVER
50 0 0 5.0 1
1 1 101
2 2 202
1 3 103
2 4 204
1 5 105
2 6 206
1 7 107
2 8 208
2 9 109
0 101 210 0 1 50.0 1855. 0.010 4.0 4.0 0.035 15.0
0 202 210 0 3 0.0 1. 0.001 0.0 0.0 0.001 10.0
0 103 211 0 1 50.0 6561. 0.018 4.0 4.0 0.035 15.0
0 204 211 0 3 0.0 1. 0.001 0.0 0.0 0.001 10.0
0 105 212 0 1 50.0 4278. 0.017 4.0 4.0 0.035 15.0
0 206 212 0 3 0.0 1. 0.001 0.0 0.0 0.001 10.0
0 107 213 0 1 50.0 3370. 0.016 4.0 4.0 0.035 15.0
0 208 213 0 3 0.0 1. 0.001 0.0 0.0 0.001 10.0
0 213 110 0 3 0.0 1. 0.001 0.0 0.0 0.001 10.0
0 110 111 0 1 70.0 2256. 0.002 4.0 4.0 0.035 15.0
0 209 111 0 3 0.0 1. 0.001 0.0 0.0 0.001 10.0
0 111 214 0 1 70.0 2452. 0.002 4.0 4.0 0.035 15.0
0
16
101 202 103 204 105 206 107 208 109 210 211 212 213 110 111 214
END PROGRAM
Page 1
MSTR-HIST-100yr-offsite 5yr onsite.sot
URBAN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998
REVISED BY UNIVERSITY OF COLORADO AT DENVER
*** ENTRY MADE TO RUNOFF MODEL ***
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
-- ()NUMBER OF TIME STEPS 50
OINTEGRATION TIME INTERVAL (MINUTES) , 5.00
25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH
1
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
HYDROGRAPHS FROM CUHPF MODEL ARE LISTED FOR THE FOLLOWING 9 SUHCATCHMENTS
TIME(HR/MIN) 1 2 3 4 5 6 7 8 9
O 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.
0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0.
O 10. 0. 0. 0. 0. 0. 0. 0. 0. 0.
0 15. 0. 0. 0. 0. 0. 0. 0. 0. 0.
.- 0 20. 0. 0. 0. 0. O. O. 0. 0. 0
0 25. I. 1. 1. I. 2. 1. 2. 15, 4.
O 30. 17. 9. 22. 9. 45. 9. 61. 57. 22.
0 35. 53. 21. 66. 25. 147. 21. 144. 69. 40.
0 40. 96. 29. 118. 42. 281. 31. 191. 59. 46.
..,-
0 45. 135. 31. 162. 56. 412. 34. 199. 47. 44.
0 50. 161. 29. 191. 64. 518. 33. 196. 37. 40.
- 0 55. 174. 26. 204. 66. 590. 30. 186. 28. 36.
1 0. 177. 23. 206. 64. 628. 27. 172. 21. 32.
1 5. 175. 21. 203. 60. 638. 25. 160. 16. 27.
1 10. 171. 19. 199. 56. 628. 22. 145. 12. 24.
1 15. 167. 17. 193. 52. 604. 20. 127. 9. 21.
1 20. 160. 15. 184. 48. 576. 18. 109. 7. 18.
1 25. 151. 13. 173. 45. 544. 16. 94. 5. 15.
1 30. 141. 12. 160. 41. 508. 14. 81. 4. 13.
1 35. 131. 11. 147. 38. 470. 13. 69. 2. 12.
1 40. 121. 9. 135. 34. 432. 11. 59. 0. 10.
1 45. 112 8. 125. 32. 397. 10. 51. 0. 9.
a 1 50. 104. 7. 116. 29. 366. 9. 44. 0. 7.
Page 1
MSTR-HIST-100yr-offsite 5yr onsite.sot
1 55. 97. 7. 107. 27. 338. 8. 38. 0. 6.
2 0. 90. 6. 99. 25. 312 7. 32. 0. 6.
2 5. 84. 5. 92. 23. 287. 7. 28. 0 5.
2 10. 78. 5. 85. 21. 265. 6. 24. 0. 4.
2 15. 73. 4, 79. 20. 245. 5. 20. 0. 4.
2 20. 68. 4. 73. 18. 226. 5. 18. 0. 3.
2 25. 63. 3. 68. 17. 209. 4. 15. 0. 3.
2 30. 59. 3. 63. 15. 193. 4. 9. 0. 2.
2 35. 55. 3. 58. 14. 178. 3. 6. 0. 2.
2 40. 51. 2. 54. 13. 164. 3. 4. 0. 0.
2 45. 48. 2. 50. 12. 152. 3. 3. 0. 0.
2 50. 44. 2. 46. 11. 140. 3. 2. 0. 0.
2 55. 41. 2. 43. 10. 129. 2. 0. 0. 0.
3 0. 39. 2. 40. 9. 120. 2. 0. 0. 0.
3 5. 36. 0. 37. 9. 110. 2. 0. 0. 0.
3 10. 33. 0. 34. 8. 102. 2. 0. 0. 0.
_
3 15. 31. 0. 32. 7. 94. 1. 0. 0. D.
3 20. 29. 0. 29. 7. 87. 0. 0. 0. 0.
^ 3 25. 27. 0. 27. 6. 80. 0. 0. 0. 0.
3 30. 25. 0. 25. 6. 74. 0. 0. 0. 0.
3 35. 24. 0. 23. 5. 69. 0. 0. 0. p.
3 40. 22. 0. 22. 5. 63. 0. 0. 0. 0.
3 45. 20. 0. 20. 5. 58. 0. 0. 0_ 0.
3 50, 19. 0. 19. 4. 54. 0. 0. 0. 0.
3 55. 18. 0. 17. 4. 50 0. 0. 0. 0,
4 0. 17. 0. 16. 4. 46. 0. 0. 0. 0.
4 5. 15' 0. 15. 3. 43. 0. 0. C. 0.
4 10. 14. 0. 13. 3. 39. 0, 0. 0 . 0.
1
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
-- WIDTH INVERT SIDE SLOPES
OVERBANK/SURCHARGE
GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT
MANNING DEPTH JK
NUMBER CONNECTION (FT) (FT) (FT/FT) L R
-- N (FT)
101 210 0 1 CHANNEL 50.0 1855, .0100 4.0 4.0
.035 15.00 0
202 210 0 3 .0 1. .0010 .0 .0
Page 2
MSTR-HIST-100yr-offsite Syr onsite.sot
.001 10.00 0
103 211 0 1 CHANNEL 50-0 6561. .0180 4.0 4.0
-- .035 15.00 0
204 211 0 3 .0 1. .0010 .0 .0
.001 10.00 0
105 212 0 1 CHANNEL 50.0 4278. .0170 4.0 4.0
.035 15.00 0
206 212 0 3 .0 1. .0010 .0 .0
.001 10.00 0
107 213 0 1 CHANNEL 50.0 3370. .0160 4.0 4.0
.035 15.00 0
208 213 0 3 .0 1. .0010 .0 .0
.001 10.00 0
213 110 0 3 .0 1. .0010 .0 .0
.001 10.00 0
110 111 0 1 CHANNEL 70.0 2256. .0020 4.0 4.0
.035 15.00 0
209 111 0 3 .0 1. .0010 .0 .0
.001 10.00 0
111 214 0 1 CHANNEL 70.0 2452. .0020 4.0 4.0
.035 15.00 0
OTOTAL NUMBER OF GUTTERS/PIPES, 12
1
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES
GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA
D.A. (AC)
101 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
"" 0 0 0 0 195.8
103 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0
0 0 0 0 214.4
105 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0
0 0 0 0 677.1
107 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0
0 0 0 0 129.3
110 213 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 265.6
111 110 209 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 265.6
202 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0
0 0 0 0 196.5
204 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0
0 0 0 0 533.1
206 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0
0 0 0 0 257.9
208 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0
0 0 0 0 136.3
209 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 .0
213 107 208 0 0 0 0 0 0 0 0 0 0 0 0 0 0
-- 0 0 0 0 265.6
1
-\ ST. TRAIN DETENTION POND ROUTING
Page 3
MSTR-HIST-100yr-offsite 5yr onsite.sot
. . TRIBUTARY TO ST. VRAIN RIVER
HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 16 CONVEYANCE ELEMENTS
--- THE UPPER NUMBER IS DISCHARGE IN CFS
THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES:
( ) DENOTES DEPTH ABOVE INVERT IN FEET
(S) DENOTES STORAGE IN AC-FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW.
(I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH
(D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER
(0) DENOTES STORAGE IN AC-FT FOR SURCHARGED GUTTER
TIME(HR/MIN) 101 202 103 204 105 206 107 208 109
210
_
211 212 213 110 111 214
0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0.
0.
.0( ) .0( 1 .0( ) .0( ) .0( ) .0( I .0( ) .0( ) .0( I
.0( )
0. 0. 0. 0. 0. 0.
.0 ( ) .0( ) .0( ) .0 ( ) .0( ) .0( )
0 10. 0. 0. 0. 0. 0. 0. 0. 0. 0.
0.
.0 ( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( )
.0( I
0, 0. 0. 0. 0. 0.
.0 ( ) 0( ) .0 ( ) .0( ) .0( ) .0( )
O 15. 0. 0. 0. 0. 0. 0. 0. 0. 0.
0.
.0( I .0( ) .0( ) .0( ) .0( I _0( I .0( ) .0( I .0( I
.0( )
,_ 0. 0. 0. 0. 0. 0.
.0( I .0( ) .0( ) .0( ) .0( ) .0( )
O 20. 0. 0. 0. 0. 0. 0. 0. 0. 0.
0.
- .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( I .0( )
.0( )
0. 0. 0. 0. 0. 0.
.0( ) .0( I .0( ) .0( I .0( ) .0( )
O 25. 0. 1. 0. 1. 0. 1. 0. 15. 4.
1.
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9.
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--, 9. 10. 59. 2. 0. 0.
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O 35. 7. 21. 2. 25. 13. 21. 21. 69. 40.
28.
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.0( )
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Page 4
MSTR-HIST-100yr-offsite 5yr onsite.sot
I1 0 40. 30. 29. 9. 42. 60. 31. 65. 59. 46.
- 59.
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- .0( ) .0( ) .0( ) .4 ( ) .0( ) .0( )
0 45. 69. 31. 26. 56. 157. 34. 116. 47. 44.
100.
.5( ) .0( ) .2( ) .0( ) .7( ) .0( ) .6( ) .0( ) .0( )
- .0( )
82. 191. 162. 52. 3. 3.
.0( ) .0( ) .0( ) .6( ) .1 ( ) .0( )
-
0 50. 112. 29. 52. 64. 286. 33. 151. 37. 40.
141.
.7( ) .0( ) .4 ( ) .0( ) 1.0( ) .0( ) .7( ) .0( ) .0( )
.0( )
115. 319. 188. 84. 10. 10.
.0( ) _0( I .0( ) .8( ) .2( ) .0( )
0 55. 145. 26. 82. 66. 413. 30. 170. 28. 36.
- 171.
.8( ) .0( ) .5( ) .0 ( ) 1.2( ) .0( ) .8( 1 .0( ) .0( )
.0( )
148. 443. 198. 116. 24. 24.
- .0( ) .0( ) .0( ) .9( ) .4( ) .0( )
1 0. 164. 23. 110. 64. 513. 27. 174. 21. 32.
188.
.8( ) .0( I .6( ) .0( 1 1.4 ( ) .0( ) .8( ) .0( ) .0( )
- , .0( )
175. 540. 195. 142. 44. 44.
.0( 1 .0( ) .0( ) 1.0( ) .5( ) .0( )
1 5. 172. 21. 134. 60. 577. 25. 170. 16. 27.
193.
.9( 1 .0( ) .6( ) .0( ) 1.5( ) .0( ) .8( ) .0( ) .0( )
.0( 1
194. 601. 186. 159. 68. 68.
.0( ) .0( 1 .0( ) 1.1( ) _7( ) .0( )
1 10. 173. 19. 152. 56. 607. 22. 162. 12. 24.
▪ 191.
.9( ) .0( ) .7( ) .0( ) 1.6( ) .0( ) .7( ) .0( ) .0( )
.0( )
207. 629 174. 166. 93. 93.
.0( 1 .0( I .0( ) 1.1( ) .8( ) .0( )
1 15. 170. 17. 164. 52. 612. 20. 150. 9. 21.
187.
.9( ) .0( ) .7( ) .0( ) 1.6( I .0( 1 .7( ) .0( 1 .0( )
.0( )
215. 632. 159. 166. 113. 113.
.0( ) 0( I .0( 1 1.1( ) .9( ) .0( )
1 20. 166. 15, 171. 48. 600. 18. 136. 7. 18.
181.
.9( ) 0( ) .7( ) .0( ) 1.6( ) .0( 1 .7( ) .0( 1 .0( 1
.0( 1
219. 618. 143. 161. 128. 128.
.0( ) .0( ) .0( 1 1.1( ) 1.0( ) .0( )
1 25. 160. 13. 173. 45. 579. 16. 121. 5. 15.
Page 5
MSTR-HIST-100yr-offsite Syr onsite.sot
2--. 173.
.8( ) .0( ) _7( ) .0( ) 1.5( ) .0( ) .6( ) .0( ) .0( )
.0) )
-
217. 594. 126. 152. 137. 137.
.0( ) .0( 1 .0( ) 1.1 ( 1 1.0( ) .0( )
1 30. 151. 12. 171. 41. 550. 14. 107. 4. 13.
163.
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.0( 1
- 212. 565. 111. 141. 140. 140.
.0 ( ) .0( ) .0( ) 1.0( ) 1.0( ) .0( )
1 35. 142. 11. 166. 38. 518. 13. 94. 2. 12.
152.
-.
.8( ) .0( ) .7( ) .0( ) 1.4 ( ) .0( ) .5( ) .0( 1 .0( )
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204. 531. 96. 129. 138. 138.
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-
1 40. 132. 9. 159. 34. 483. 11. 82. 0. 10.
141.
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- .0( )
194. 495. 82. 116. 133. 133.
.0( ) .0( ) .0( ) .9( ) 1.0( 1 .0( 1
- 1 45. 123. 8. 151. 32. 448. 10. 72. 0. 9.
131.
.7( 1 .0( ) .7( ) .0 ( ) 1.3( ) _0 ( 1 .5( 1 .0 ( ) .0( )
.0 ( 1
183. 458. 72. 104. 126. 126.
.0 ( 1 .(i) ) .0( ) .9( ) 1.0( ) .0( )
1 50. 114. 7. 143. 29. 415. 9. 63. 0. 7.
.....
122.
.7( ) .0( ) .7( ) .0( ) 1.2( 1 .0 ( ) .4( ) .0( ) _0( )
.0( 1
172. 424. 63. 94. 118. 118.
0 ( ) .0( ) .0( ) .8( ) .9( ) .0( )
1 55. 106. 7. 135. 27. 384. 8. 56. 0. 6.
113.
.7( ) .0( ) .6( ) .0( ) 1.2( ) .0( ) .4( ) .0( 1 .0( )
- .0( )
162. 392. 56. 84. 110. 110.
.0( ) .0( I .0( 1 .8( 1 .9( 1 .0( 1
'- 2 0. 99. 6. 127. 25. 355. 7. 49. 0. 6.
105.
.6( ) .0) 1 .6( ) .0( ) 1.1( ) .0 ( ) .4 ( 1 .0( ) .0( )
.0( )
152. 363. 49. 75. 101. 101.
.0 ( ) .0( ) .0( ) .7( ) .8( ) .0( )
2 5. 92. 5. 119. 23. 329. 7. 43. 0. 5.
- 98.
.6 ( ) .0( ) .6( ) .0( ) 1.1( ) .0 ( 1 .3 ( ) .0( 1 .0( 1
.0( 1
142. 335. 43. 67. 93. 93.
- .0( ) .0( 1 .0( ) .7( ) .8( ) .0( )
2 10. 86. 5. 111. 21. 304. 6. 38. 0. 4.
.'-. 91.
.6( 1 .0( ) .6( 1 .0( ) 1.0( ) .0( ) .3( ) .0( ) .0( )
-
Page 6
MSTR-HIST-100yr-offsite Syr onsite.sot
.0( )
_, 133. 310. 38. 60. 85. 85.
.0( ) .0( ) .0( ) .6( ) .8( ) .0( )
2 15. 80. 4. 104. 20. 262. 5. 33. 0. 4.
85.
.6( ) .0( ) .5( ) .0( ) 1.0( ) .0( ) .3( ) .0( ) .0( )
.0( )
124. 287. 33. 54. 78. 78.
.0( ) .0( ) .0( ) .6( ) .7( ) .0( )
2 20. 75. 4. 98. 18. 261. 5. 29. 0. 3.
79.
.5( ) .0( ) .5( ) .0( ) 1.0( ) .0( ) .3 ( ) .0( I .0( )
.0( )
116. 266. 29. 49. 71. 71.
.0 ( ) .0( ) .0( ) .5( ) .7( ) .0( )
- 2 25. 70. 3. 91. 17. 242. 4. 26. 0. 3.
73.
.5( ) _0( ) .5( ) .0( ) .9( ) .0( ) .2( ) .0( ) .0( )
.0( 1
-. 106. 246. 26. 44. 65. 65.
.0( ) .0( ) .0( 1 .5( 1 .6( ) .0( )
2 30. 65. 3. 85. 15. 224. 4. 22. 0. 2.
68.
-' .5( ) .0( 1 .5( ) .0 ( 1 .9( ) .0( ) .2( ) .0( ) .0( )
.0( )
101. 228. 22. 39. 59. 59.
.0( ) .0( ) .0( ) .5( ) .6( ) .0 ( 1
.....„ 2 35. 61. 3. 80. 14. 208. 3. 19. 0. 2.
64.
.5( ) .0( ) .5( ) .0( I .8( ) .0( ) .2 ( ) .0 ( ) _0( )
.0( )
94. 211. 19. 35. 54. 54.
.0( ) .0( ) .0 ( ) .4( ) .6( ) .0( )
2 40. 57. 2. 75. 13. 193. 3. 15. 0. 0.
60.
.5( ) .0( ) .4 ( ) .0( ) .8( ) .0( ) .2( ) .0( 1 .0( )
.0( )
-- 88. 196. 15. 31. 50. 50.
.0( ) .0( ) .0( ) .4( ) .6( 1 .0( )
2 45. 53. 2. 70. 12. 179. 3. 13. 0. 0.
56.
.4( ) _0( ) .4( ) .0( ) .8( ) .0 ( ) .2( ) .0( ) .0( )
.0( )
82. 182. 13. 28. 45. 45.
.0( ) _0( ) .0 ( 1 .4 ( ) .5( ) .0( )
-
2 50. 50. 2. 65. 11. 166. 3. 11. 0. 0.
52.
.4( ) _0( ) .4 ( ) .0( ) .7( ) .0 ( ) .1( ) .0( ) .0) )
.0( )
76. 168. 11. 25. 41. 41.
.0( ) .0( ) .0( ) .4 ( 1 .5( 1 .0( )
-- 2 55. 47. 2. 61. 10. 154. 2. 9. 0. 0.
48.
.4( ) .0( ) .4 ( ) .0( ) .7( ) .0( ) .1( ) .0( ) .0( )
.0( )
-
Page 7
MSTR-HIST-100yr-offsite Syr onsite.sot
--- 71. 156. 9. 22. 38. 38.
.0( ) .0( ) .0( ) .3( ) .5( ) .0 ( )
3 0. 44. 2. 57. 9. 143. 2. 7. 0. 0.
45.
.4( ) .0( ) .4( ) .0( ) .7( ) .0( 1 .1( ) .0( 1 .0( )
.0( )
67. 145. 7. 20. 34. 34.
.0( ) .0( ) .0( ) .3( ) .4( ) .0( 1
3 5. 41. 0. 54. 9. 133. 2. 6. 0. 0.
41.
.4 ( ) .0( ) .4( 1 .0( ) .6( ) .0( ) .1( ) _0( ) .0( 1
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62. 134. 6. 17. 31. 31.
.0( ) .0( ) .0( ) .3 ( ) .4( ) .0( )
3 10. 38. 0. 50. 8. 123. 2. 5. 0. 0.
38.
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.4( ) .0( ) .4 ( ) .0( ) .6( ) .0 ( ) .1( 1 .0 ( ) .0( )
0( )
58. 125. 5. 15. 28. 28.
.0( ) .0( ) .0( ) .3( ) .4 ( ) .0 ( )
3 15. 36. 0. 47. 7. 114. 1. 4. 0. 0.
36.
.3 ( ) .0( ) .3( ) .0( ) .6( 1 .0( ) .1( ) .0( ) .0( )
0) )
54. 116. 4. 14. 26. 26.
.0( ) .0( ) .0( ) .3 ( ) .4( 1 .0( )
3 20. 33. 0. 44. 7. 106. 0. 4. 0.-
0
33.
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-
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.0( ) .0( ) .0( ) .2( ) .3( 1 .0( 1
3 30. 29. 0. 39. 6. 91. 0. 3. 0. 0.
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.0( ) .0( ) .0( ) .2( ) .3( ) 0( )
3 35. 27. 0. 36. 5. 85. 0. 3. 0. 0.
27.
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.0( )
-- 42. 85. 3. 9. 18. 18.
.0( 1 .0( ) .0 ( ) .2( ) .3 ( ) .0 ( )
3 40. 26. 0. 34. 5. 79. 0. 2. 0. 0.
26.
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.0( 1
39. 79. 2. 8. 17. 17.
.0( ) .0( ) .0( 1 .2( ) .3 ( ) .0( )
Page 8
MSTR-HIST-100yr-o£fsite 5yr onsite.sot
3 45. 24. 0. 32. 5. 73. 0- 2. 0. O.
24.
.3( ) .0( ) .3( ) .0( ) .4 ( ) .0( ) .1( ) .0( ) .0( )
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3 50. 22. 0. 30. 4. 68. 0. 2. 0. 0
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..„,...„
28. 55. 1. 5. 11. 11.
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1
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
*** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS ***
CONVEYANCE PEAK STAGE STORAGE TIME
ELEMENT (CFS) (FT) (AC-FT) (HR/MIN)
208 69. (DIRECT FLOW) 0 35.
107 174. .8 1 0.
213 198. (DIRECT FLOW) 0 55.
209 0. (DIRECT FLOW) 0 0.
110 166. 1.1 1 15.
111 140. 1.0 1 30.
206 34. (DIRECT FLOW) 0 45.
- 105 612. 1.6 1 15.
204 66. (DIRECT FLOW) 0 55.
103 173. .7 1 25.
202 31. (DIRECT FLOW) 0 45.
101 173. .9 1 10.
—
Page 9
MSTR-HIST-100yr-offsite Syr onsite.sot
214 140. (DIRECT FLOW) 1 30.
212 632. (DIRECT FLOW) 1 15.
211 219. (DIRECT FLOW) 1 20.
210 193. (DIRECT FLOW) 1 5.
109 46. (DIRECT FLOW) 0 40.
Page 10
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APPENDIX Cl
Proposed Drainage Calculations
t.
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1 5
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4 • 101J
11
142
152. ,'.
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1 12 10 31
104
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1.
1
1 LEGEND
ST. VRAIN LAKES-1 0 750 1500 3O70
90 SUB-BASIN
SCALE: = ,500 PROPOSED DRAINAGE 190 CONVEYANCE
ORIGINAL GRAPHIC SCALE
Lange
SWMM ROUTING MAP (290) DIRECT ROW/
I Q
Car rOIN WI
I aE = DESIGN mm)seo Goo) (\390) DETENTION POND
0 0 \ ....2 \ o
0 0 0 0 O `�-' o o o CO o o o
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CO
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r. cc m M CA tf) r M• N to c) r- M U Lit Cb O r M M to O CO
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N Ci O O p) d ^ N — w O O p) d
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w .
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E"*". APPENDIX Cl
- Proposed CUHP Analysis
.- }
100year proposed.chi
25t. vrain 100-year Proposed
1100-year 100 2.65
70 1 1 5.1 1SUBBASIN= Al
.3041.237. 5777 2. .0126 .4 .054.228.0018 .582
70 1 1 5.2 25UBBASIN= A2
.- .2581.248.412751.63.0093 .4 .054.115.0018 .574
70 1 1 5. 3 35UBBASIN= B1
.188.7363.3576 2. .0116 .4 .054.001.0018 . 567
70 1 1 5. 5 55UBBASIN= 62
.162.6739.3199 2. .0135 .4 .053.902.0018 . 56
70 1 1 5.4 4SUBBASIN= 63
.4811.225.4251 48.6.0116 .4 .053.842.0018 . 556
70 1 1 5.6 65uBBAsIN= Cl
.866 1. 56 .731 2. .0121 .4 .05 4.32.0018 .588
70 1 1 5.7 7SUBBASIN= C2
.366.7591. 3356 46. 5.0162 .4 .054.184.0018 .579
70 1 1 5.8 85UBBASIN= El
.1721.105. 5595 2. .0099 .4 .054.422.0018 .595
70 1 1 5.10 10SUBBASIN= E2
.323 . 505.0813 58. .037 .4 .053.479.0018 . 532
70 1 1 5.9 9SUBBASIN= B4
_ .3751.015. 307645.77.0168 .4 .053.709.0018 . 547
70 1 1 5. 11 11SUBBASIN= D1
.153 .723.2974 2. .0159 .4 .05 4.37.0018 . 591
71 1 1 5.12 12suBBASIN= D2
.059.3879.1477 2. .0171 21.2 .4 .054.495.0018 .597
70 1 1 5.13 13SUBBASIN= D3
.217.2898.0513 41.7 .04 .4 .053.146.0018 . 51
E
Page 1
m.
100year proposed.cho
,... 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 12/ 5/2005 AT TIME 14:18
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
ain 100-year Proposed
BASIN ID: 1 -- BASIN COMMENT: SUBBASIN= Al
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
... (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.30 1.24 0.58 2.00 0.0126 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.279
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
m.
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
R. 0.06 D= 0.04
CALCULATED UNIT HYDROGRAPH
.. TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
25.20 472.43 143.62 16.21
.0-, WIDTH AT 50 = 64. MIN. WIDTH AT 75 = 33. MIN. K50 =0.24 K75 =0.32
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
�' INFILTRATION = 4.23 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.58 IN./HR.
TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 80. 66. 160. 21.
5. 25. 85. 61. 165. 20.
.,.. 10. 71. 90. 57. 170. 18.
15. 111. 95. 53. 175. 17.
20. 136. 100. 49. 180. 16.
25. 144. 105. 46. 185. 15.
30. 139. 110. 43. 190. 14.
35. 128. 115. 40. 195. 13.
40. 116. 120. 37. 200. 12.
45. 108. 125. 35. 205. 11.
50. 104. 130. 32. 210. 10.
55. 97. 135. 30. 215. 10.
60. 91. 140. 28. 220. 9.
65. 84. 145. 26. 225. 8.
70. 77. 150. 24. 230. 8.
75. 70. 155. 23. 235. 0.
1 BASIN ID: 1 -- BASIN COMMENT: SUBBASIN= Al
.... **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-year
e"'") INCREMENT TOTAL* STORM** I INCREMENT TOTAL* STORM**
TIME RAINFALL EXCESS HYDROGRAPH I TIME RAINFALL EXCESS HYDROGRAPH
.. Page 1
100year proposed.cho
..... (MIN.) (IN) PRECIP (CFS) (MIN. ) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 140. 0.00 0.000 67.
5. 0.03 0.000 0. 145. 0.00 0.000 62.
10. 0.08 0.000 0. 150. 0.00 0.000 58.
15. 0.12 0.000 0. 155. 0.00 0.000 54.
20. 0.21 0.000 0. 160. 0.00 0.000 50.
25. 0.37 0.026 1. 165. 0.00 0.000 47.
30. 0.66 0.599 17. 170. 0.00 0.000 44.
35. 0.37 0.314 53. 175. 0.00 0.000 41.
40. 0.21 0.159 97. 180. 0.00 0.000 38.
45. 0.16 0.114 134. 185. 0.00 0.000 35.
50. 0.13 0.083 160. 190. 0.00 0.000 33.
55. 0.11 0.057 173. 195. 0.00 0.000 31.
60. 0.11 0.058 176. 200. 0.00 0.000 29.
65. 0.11 0.058 174. 205. 0.00 0.000 27.
70. 0.05 0.005 170. 210. 0.00 0.000 25.
75. 0.05 0.005 167. 215. 0.00 0.000 23.
80. 0.03 0.000 160. 220. 0.00 0.000 22.
85. 0.03 0.000 151. 225. 0.00 0.000 20.
90. 0.03 0.000 140. 230. 0.00 0.000 19.
95. 0.03 0.000 130. 235. 0.00 0.000 17.
100. 0.03 0.000 120. 240. 0.00 0.000 16.
105. 0.03 0.000 111. 245. 0.00 0.000 15.
110. 0.03 0.000 104. 250. 0.00 0.000 14.
115. 0.03 0.000 96. 255. 0.00 0.000 13.
120. 0.03 0.000 89. 260. 0.00 0.000 8.
125. 0.00 0.000 83. 265. 0.00 0.000 5.
130. 0.00 0.000 77. 270. 0.00 0.000 3.
135. 0.00 0.000 72. 275. 0.00 0.000 2.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 1.479 INCHES
VOLUME OF EXCESS PRECIP = 23.98 ACRE-FEET
PEAK Q = 176. CFS TIME OF PEAK = 60. MIN.
INFILT.= 4.23 IN/HR DECAY =0.00180 FNINF = 0.58 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 12/ 5/2005 AT TIME 14:18
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
ain 100-year Proposed
BASIN ID: 2 -- BASIN COMMENT: SUBBASIN= A2
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.26 1.25 0.41 51.63 0.0093 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.087 0.520
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
.. R= 0.23 D. 0.86
CALCULATED UNIT HYDROGRAPH
r
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
"..' Page 2
100year proposed.cho
�., (MIN) (CFS/SQMI) (CFS) (AF)
14.23 1702.76 439.31 13.76
WIDTH AT 50 = 18. MIN. WIDTH AT 75 = 9. MIN. K50 =0.35 K75 =0.45
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 4.11 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.57 IN./HR.
TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 30. 167. 60. 25.
5. 99. 35. 121. 65. 18.
10. 323. 40. 88. 70. 13.
15. 436. 45. 64. 75. 9.
20. 317. 50. 47. 80. 0.
r 25. 231. 55. 34. 0. 0.
1 BASIN ID: 2 -- BASIN COMMENT: SUBBASIN= A2
**** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-year
INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
.. TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 85. 0.03 0.014 127.
'. ,^.1 5. 0.03 0.000 0. 90. 0.03 0.014 99.
10. 0.08 0.024 2. 95. 0.03 0.014 79.
15. 0.12 0.051 13. 100. 0.03 0.014 64.
20. 0.21 0.089 36. 105. 0.03 0.014 50.
25. 0.37 0.213 80. 110. 0.03 0.014 41.
30. 0.66 0.615 190. 115. 0.03 0.014 37.
35. 0.37 0.334 369. 120. 0.03 0.014 33.
40. 0.21 0.181 494. 125. 0.00 0.000 30.
45. 0.16 0.135 485. 130. 0.00 0.000 24.
50. 0.13 0.105 433. 135. 0.00 0.000 17.
55. 0.11 0.080 376. 140. 0.00 0.000 12.
60. 0.11 0.080 322. 145. 0.00 0.000 8.
65. 0.11 0.080 278. 150. 0.00 0.000 6.
70. 0.05 0.028 241. 155. 0.00 0.000 4.
75. 0.05 0.028 201. 160. 0.00 0.000 3.
80. 0.03 0.014 160. 165. 0.00 0.000 2.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 2.168 INCHES
VOLUME OF EXCESS PRECIP = 29.83 ACRE-FEET
PEAK Q = 494. CFS TIME OF PEAK = 40. MIN.
INFILT.= 4.11 IN/HR DECAY =0.00180 FNINF = 0.57 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 12/ 5/2005 AT TIME 14:18
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
ain 100-year Proposed
.-^ BASIN ID: 3 -- BASIN COMMENT: SUBBASIN= B1
Page 3
100year proposed.cho
,..... AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.19 0.74 0.36 2.00 0.0116 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.260
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
R= 0.06 D= 0.04
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
16.84 695.90 130.83 10.03
WIDTH AT 50 = 43. MIN. WIDTH AT 75 = 22. MIN. K50 =0.23 K75 =0.32
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 4.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.57 IN./HR.
TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
..0-.
0. 0. 55. 59. 110. 19.
5. 43. 60. 53. 115. 17.
10. 101. 65. 48. 120. 15.
15. 129. 70. 43. 125. 14.
20. 127. 75. 39. 130. 13.
25. 111. 80. 35. 135. 11.
30. 98. 85. 32. ] 140. 10.
35. 93. 90. 29. 145. 9.
40. 84. 95. 26. 150. 8.
45. 74. 100. 23. 155. 8.
50. 65. 105. 21. 160. 0.
1 BASIN ID: 3 -- BASIN COMMENT: SUBBASIN= 81
**** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-year
INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 105. 0.03 0.000 64.
5. 0.03 0.000 0. 110. 0.03 0.000 58.
10. 0.08 0.000 0. 115. 0.03 0.000 52.
15. 0.12 0.000 0. 120. 0.03 0.000 47.
20. 0.21 0.000 0. 125. 0.00 0.000 43.
25. 0.37 0.033 1. 130. 0.00 0.000 38.
30. 0.66 0.601 29. 135. 0.00 0.000 35.
35. 0.37 0.316 79. 140. 0.00 0.000 31.
.. 40. 0.21 0.161 121. 145. 0.00 0.000 28.
45. 0.16 0.115 142. 150. 0.00 0.000 25.
50. 0.13 0.084 146. 155. 0.00 0.000 23.
/'r. 55. 0.11 0.059 144. 160. 0.00 0.000 21.
60. 0.11 0.059 141. 165. 0.00 0.000 19.
Page 4
100year proposed.cho
,0"--* 65. 0.11 0.059 137. 170. 0.00 0.000 17.
70. 0.05 0.006 130. 175. 0.00 0.000 15.
75. 0.05 0.007 120. 180. 0.00 0.000 14.
80. 0.03 0.000 108. 185. 0.00 0.000 8.
85. 0.03 0.000 98. 190. 0.00 0.000 5.
90. 0.03 0.000 88. 195. 0.00 0.000 4.
95. 0.03 0.000 79. 200. 0.00 0.000 2.
.., 100. 0.03 0.000 71. 205. 0.00 0.000 2.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 1.501 INCHES
VOLUME OF EXCESS PRECIP = 15.05 ACRE-FEET
PEAK Q = 146. CFS TIME OF PEAK = 50. MIN.
INFILT.= 4.00 IN/HR DECAY =0.00180 FNINF = 0.57 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 12/ 5/2005 AT TIME 14:18
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
ain 100-year Proposed
BASIN ID: 5 -- BASIN COMMENT: SUBBASIN= 82
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
.. (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.16 0.67 0.32 2.00 0.0135 5.00
COEFFICIENT COEFFICIENT
�� (REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.254
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
R= 0.06 0= 0.04
CALCULATED UNIT HYDROGRAPH
.. TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
15.06 776.86 125.85 8.64
WIDTH AT 50 = 39. MIN. WIDTH AT 75 = 20. MIN. K50 =0.23 K75 =0.32
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 3.90 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.56 IN./HR.
TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 50. 56. 100. 18.
5. 49. 55. 50. 105. 16.
10. 107. 60. 44. 110. 14.
15. 126. 65. 40. 115. 13.
20. 115. 70. 35. 120. 11.
,r" 25. 98. 75. 32. 125. 10.
30. 92. 80. 28. 130. 9.
Page 5
l00year proposed.cho
,-, 35. 82. I85. 25. I 135. 8.
40. 72. I 90. 22. 1 140. 0. I
45. 62. I 95. 20. I 0. 0. I
1 BASIN ID: 5 -- BASIN COMMENT: SUBBASIN= B2
**** STORM N0. = 1 **** DATE OR RETURN PERIOD = 100-year
INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
.� TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 95. 0.03 0.000 67.
" 5. 0.03 0.000 0. 100. 0.03 0.000 60.
10. 0.08 0.000 0. 105. 0.03 0.000 53.
15. 0.12 0.000 0. 110. 0.03 0.000 47.
20. 0.21 0.000 0. 115. 0.03 0.000 42.
25. 0.37 0.039 2. 120. 0.03 0.000 38.
30. 0.66 0.602 33. 125. 0.00 0.000 34.
35. 0.37 0.317 85. 130. 0.00 0.000 30.
40. 0.21 0.161 122. 135. 0.00 0.000 27.
45. 0.16 0.116 136. 140. 0.00 0.000 24.
50. 0.13 0.085 136. 145. 0.00 0.000 21.
55. 0.11 0.059 135. 150. 0.00 0.000 19.
60. 0.11 0.060 130. 155. 0.00 0.000 17.
65. 0.11 0.060 125. 160. 0.0D 0.000 15.
70. 0.05 0.007 116. 165. 0.00 0.000 9.
75. 0.05 0.007 105. 170. 0.00 0.000 6.
80. 0.03 0.000 95. 175. 0.00 0.000 4.
85. 0.03 0.000 84. 180. 0.00 0.000 3.
90. 0.03 0.000 75. 185. 0.00 0.000 2.
- ,i" , * LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 1.513 INCHES
VOLUME OF EXCESS PRECIP = 13.07 ACRE-FEET
PEAK Q = 136. CFS TIME OF PEAK = 45. MIN.
INFILT.= 3.90 IN/HR DECAY =0.00180 FNINF = 0.56 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 12/ 5/2005 AT TIME 14:18
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
rn, PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
ain 100-year Proposed
..-) BASIN ID: 4 -- BASIN COMMENT: SUBBASIN= B3
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
" 0.48 1.23 0.43 48.60 0.0116 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.089 0.547
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
r. ( DEFAULT ) ( DEFAULT )
R= 0.22 D= 0.84
Page 6
100year proposed.cho
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
13.86 1849.43 889.57 25.65
WIDTH AT 50 = 16. MIN. WIDTH AT 75 = 8. MIN. K50 =0.35 K75 =0.45
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 3.84 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.56 IN./HR.
TIME UNIT TIME UNIT TIME UNIT
.-
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 30. 298. 60. 35.
5. 186. 35. 209. 65. 25.
'. 10. 659. 40. 146. 70. 17.
15. 873. 45. 102. 75. 12.
20. 611. 50. 72. 80. 8.
25. 426. I 55. 50. 85. 0.
1 BASIN ID: 4 -- BASIN COMMENT: SUBBASIN= B3
0. **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-year
INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
.., (MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 85. 0.03 0.013 214.
5. 0.03 0.000 0. 90. 0.03 0.013 164.
10. 0.08 0.022 4. 95. 0.03 0.013 129.
15. 0.12 0.047 23. 100. 0.03 0.013 105.
20. 0.21 0.083 66. 105. 0.03 0.013 87.
25. 0.37 0.211 148. 110. 0.03 0.013 72.
.. 30. 0.66 0.615 364. 115. 0.03 0.013 63.
35. 0.37 0.334 728. 120. 0.03 0.013 58.
40. 0.21 0.181 974. 125. 0.00 0.000 52.
45. 0.16 0.135 939. 130. 0.00 0.000 41.
50. 0.13 0.105 822. 135. 0.00 0.000 28.
.... 55. 0.11 0.079 700. 140. 0.00 0.000 19.
60. 0.11 0.079 590. 145. 0.00 0.000 13.
65. 0.11 0.079 502. 150. 0.00 0.000 9.
70. 0.05 0.028 431. 155. 0.00 0.000 6.
75. 0.05 0.028 354. 160. 0.00 0.000 4.
r 80. 0.03 0.013 276. 165. 0.00 0.000 3.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 2.143 INCHES
VOLUME OF EXCESS PRECIP = 54.97 ACRE-FEET
PEAK Q = 974. CFS TIME OF PEAK = 40. MIN.
INFILT.= 3.84 IN/HR DECAY =0.00180 FNINF = 0.56 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 12/ 5/2005 AT TIME 14:18
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
r-
ain 100-year Proposed
Page 7
AA
^ 100year proposed.cho
AABASIN ID: 6 -- BASIN COMMENT: SUBBASIN= Cl
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SOMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.87 1.56 0.73 2.00 0.0121 5.00
AA
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
- 0.156 0.327
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
R= 0.06 D= 0.04
AA
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
r 31.18 437.41 378.79 46.19
WIDTH AT 50 = 69. MIN. WIDTH AT 75 = 36. MIN. K50 =0.27 K75 =0.37
A. RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 4.32 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.59 IN./HR.
TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
AA
0. 0. 105. 134. 210. 29.
5. 47. 110. 125. 215. 27.
10. 139. 115. 116. 220. 25.
15. 238. 120. 108. 225. 24.
20. 314. 125. 100. 230. 22.
AA
25. 361. 130. 93. 235. 21.
30. 378. 135. 87. 240. 19.
35. 373. 140. 81. 245. 18.
40. 354. 145. 75. 250. 17.
A.
45. 327. 150. 70. 255. 15.
50. 299. 155. 65. 260. 14.
55. 279. 160. 61. 265. 13.
60. 262. 165. 56. 270. 12.
65. 245. 170. 52. 275. 12.
.A 70. 228. 175. 49. 280. 11.
75. 210. 180. 45. 285. 10.
80. 193. 185. 42. 290. 9.
85. 179. 190. 39. 295. 9.
90. 166. 195. 37. 300. 8.
95. 155. 200. 34. 305. 7.
100. 144. 205. 32. 310. 0.
1 BASIN ID: 6 -- BASIN COMMENT: SUBBASIN= Cl
AA
**** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-year
AA
INCREMENT TOTAL* STORM** I INCREMENT TOTAL* STORM** I
TIME RAINFALL EXCESS HYDROGRAPH I TIME RAINFALL EXCESS HYDROGRAPH I
,,.^ (MIN.) (IN) PRECIP (CFS) I (MIN.) (IN) PRECIP (CFS) I
I I
AA Page 8
100year proposed.cho
0. 0.00 0.000 0. 180. 0.00 0.000 109.
5. 0.03 0.000 0. 185. 0.00 0.000 101.
- 10. 0.08 0.000 0. 190. 0.00 0.000 94.
15. 0.12 0.000 0. 195. 0.00 0.000 88.
20. 0.21 0.000 0. 200. 0.00 0.000 82.
25. 0.37 0.023 1. 205. 0.00 0.000 76.
- 30. 0.66 0.598 32. 210. 0.00 0.000 71.
35. 0.37 0.313 104. 215. 0.00 0.000 66.
40. 0.21 0.158 201. 220. 0.00 0.000 61.
45. 0.16 0.113 298. 225. 0.00 0.000 57.
50. 0.13 0.083 380. 230. 0.00 0.000 53.
- 55. 0.11 0.057 439. 235. 0.00 0.000 49.
60. 0.11 0.057 473. 240. 0.00 0.000 46.
65. 0.11 0.058 487. 245. 0.00 0.000 43.
70. 0.05 0.005 485. 250. 0.00 0.000 40.
75. 0.05 0.005 471. 255. 0.00 0.000 37.
- 80. 0.03 0.000 452. 260. 0.00 0.000 34.
85. 0.03 0.000 430. 265. 0.00 0.000 32.
90. 0.03 0.000 405. 270. 0.00 0.000 30.
95. '0.03 0.000 379. 275. 0.00 0.000 28.
100. 0.03 0.000 353. 280. 0.00 0.000 26.
'-, 105. 0.03 0.000 326. 285. 0.00 0.000 24.
110. 0.03 0.000 302. 290. 0.00 0.000 22.
115. 0.03 0.000 280. 295. 0.00 0.000 21.
120. 0.03 0.000 261. 300. 0.00 0.000 19.
125. 0.00 0.000 242. 305. 0.00 0.000 18.
130. 0.00 0.000 225. 310. 0.00 0.000 17.
135. 0.00 0.000 209. 315. 0.00 0.000 16.
140. 0.00 0.000 194. 320. 0.00 0.000 14.
145. 0.00 0.000 181. 325. 0.00 0.000 13.
150. 0.00 0.000 168. 330. 0.00 0.000 12.
155. 0.00 0.000 156. 335. 0.00 0.000 7.
160. 0.00 0.000 146. 340. 0.00 0.000 5.
165. 0.00 0.000 135. 345. 0.00 0.000 3.
170. 0.00 0.000 126. ( 350. 0.00 0.000 2.
rn-
.0--, vs. 0.00 0.000 117. 355. 0.00 0.000 1.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 1.470 INCHES
VOLUME OF EXCESS PRECIP = 67.92 ACRE-FEET
PEAK Q = 487. CFS TIME OF PEAK = 65. MIN.
-
INFILT.= 4.32 IN/HR DECAY =0.00180 FNINF = 0.59 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 12/ 5/2005 AT TIME 14:18
.. CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
ain 100-year Proposed
BASIN ID: 7 -- BASIN COMMENT: SUBBASIN= C2
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
- (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.37 0.76 0.34 46.50 0.0162 5.00
.. COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.090 0.508
.. THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
o'.,, AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
— Page 9
100year proposed.cho
.."^ ( DEFAULT ) ( DEFAULT )
R= 0.21 D= 0.83
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
10.03 2593.59 949.25 19.52
WIDTH AT 50 = 12. MIN. WIDTH AT 75 = 6. MIN. K50 =0.35 K75 =0.45
.. RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 4.18 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.58 IN./HR.
TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 25. 225. 50. 18.
5. 339. 30. 136. 55. 11.
10. 949. 35. 82. 60. 0.
15. 618. 40. 50. 0. 0.
20. 371. 45. 30. 0. 0.
1 BASIN ID: 7 -- BASIN COMMENT: SUBBASIN= C2
**** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-year
INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
... _` TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 75. 0.05 0.026 184.
" 5. 0.03 0.000 0. 80. 0.03 0.012 135.
10. 0.08 0.021 7. 85. 0.03 0.012 92,
15. 0.12 0.045 35. 90. 0.03 0.012 67.
20. 0.21 0.078 82. 95. 0.03 0.012 53.
25. 0.37 0.196 176. 100. 0.03 0.012 45.
30. 0.66 0.613 463. 105. 0.03 0.012 40.
35. 0.37 0.332 857. 110. 0.03 0.012 37,
40. 0.21 0.178 852. 115. 0.03 0.012 36.
45. 0.16 0.133 706. 120. 0.03 0.012 35.
50. 0.13 0.103 568. 125. 0-00 0.000 30.
55. 0.11 0.077 452. 130. 0.00 0.000 19.
60. 0.11 0.077 361. 135. 0.00 0.000 11.
65. 0.11 0.078 305. 140. 0.00 0.000 7.
70. 0.05 0.026 254. 145. 0.00 0.000 4.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 2.092 INCHES
VOLUME OF EXCESS PRECIP = 40.83 ACRE-FEET
PEAK Q = 857. CFS TIME OF PEAK = 35. MIN.
INFILT.= 4.18 IN/HR DECAY =0.00180 FNINF = 0.58 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 12/ 5/2005 AT TIME 14:18
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
r PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
2^ ain 100-year Proposed
" Page 10
100year proposed.Cho
BASIN ID: 8 -- BASIN COMMENT: SUBBASIN= El
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SOMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.17 1.11 0.56 2.00 0.0099 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.256
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
R= 0.06 D= 0.04
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
24.93 438.83 75.48 9.17
WIDTH AT 50 = 68. MIN. WIDTH AT 75 = 36. MIN. K50 =0.22 K75 =0.30
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 4.42 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.60 IN./HR.
- 0". TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0 75. 40. 150. 16.
5. 13 80. 37. 155. 16. III
10. 38. 85. 35. 160. 15.
15. 59. 90. 33. 165. 14.
20. 72. 95. 31. 170. 13.
25. 75. 100. 29. 175. 12.
30. 73. 105. 28. 180. 12.
35. 67. 110. 26. 185. 11.
40. 60. 115. 25. 190. 10.
45. 56. 120. 23. 195. 10.
50. 57. 125. 22. 200. 9.
55. 53. 130. 21. 205. 9.
60. 50. 135. 20. 210. 8.
65. 47. 140. 18. 215. 8.
70. 43. 145. 17. 220. 0.
1 BASIN ID: 8 -- BASIN COMMENT: SUBBASIN= El
**** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-year
INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
.. TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) (MIN. ) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 135. 0.00 0.000 42.
5. 0.03 0.000 0. 140. 0.00 0.000 40.
10. 0.08 0.000 0. 145. 0.00 0.000 38.
15. 0.12 0.000 0. 150. 0.00 0.000 36.
^, 20. 0.21 0.000 0. 155. 0.00 0.000 34.
25. 0.37 0.020 0. 160. 0.00 0.000 32.
Page 11
mwm
100year proposed.cho
....•--, 30. 0.66 0.597 9. 165. 0.00 0.000 30.
35. 0.37 0.313 28. 170. 0.00 0.000 28.
40. 0.21 0.158 51. 175. 0.00 0.000 27.
` 45. 0.16 0.112 70. 180. 0.00 0.000 25.
SO. 0.13 0.082 84. 185. 0.00 0.000 24.
55. 0.11 0.056 90. 190. 0.00 0.000 22.
60. 0.11 0.057 91. 195. 0.00 0.000 21.
65. 0.11 0.057 90. 200. 0.00 0.000 20.
70. 0.05 0.004 88. 205. 0.00 0.000 19.
75. 0.05 0.004 87. 210. 0.00 0.000 18.
80. 0.03 0.000 84. 215. 0.00 0.000 17.
85. 0.03 0.000 80. 220. 0.00 0.000 16.
90. 0.03 0.000 76. 225. 0.00 0.000 15.
95. 0.03 0.000 71. 230. 0.00 0.000 14.
100. 0.03 0.000 66. 235. 0.00 0.000 13.
105. 0.03 0.000 61. 240. 0.00 0.000 12.
110. 0.03 0.000 58. 245. 0.00 0.000 7.
115. 0.03 0.000 54. 250. 0.00 0.000 5.
120. 0.03 0.000 51. 255. 0.00 0.000 3.
125. 0.00 0.000 48. 260. 0.00 0.000 2.
130. 0.00 0.000 45. 265. 0.00 0.000 1.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 1.461 INCHES
VOLUME OF EXCESS PRECIP = 13.40 ACRE-FEET
PEAK Q = 91. CFS TIME OF PEAK = GO. MIN.
INFILT.= 4.42 IN/HR DECAY =0.00180 FNINF = 0.60 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 12/ 5/2005 AT TIME 14:18
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
- �� PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
ain 100-year Proposed
` BASIN ID: 10 -- BASIN COMMENT: SUBBASIN= E2
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.32 0.50 0.08 58.00 0.0370 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.085 0.579
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
R= 0.25 D= 0.89
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
4.92 9186.25 2967.16 17.23
WIDTH AT 50 = 3. MIN. WIDTH AT 75 = 2. MIN. K50 =0.35 K75 =0.45
.r
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 3.48 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.53 IN./HR.
Page 12
100year proposed.cho
TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 10. 498. 20. 12.
5. 2960. 15. 79. 25. 0.
1 BASIN ID: 10 -- BASIN COMMENT: SUBBASIN= E2
**** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-year
INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS)
^ 0. 0.00 0.000 0. 65. 0.11 0.084 299.
5. 0.03 0.000 0. 70. 0.05 0.033 147.
10. 0.08 0.027 81. 75. 0.05 0.033 121.
15. 0.12 0.060 191. 80. 0.03 0.016 68.
20. 0.21 0.104 340. 85. 0.03 0.016 59.
25. 0.37 0.245 783. 90. 0.03 0.016 58.
30. 0.66 0.619 1965. 95. 0.03 0.016 57.
35. 0.37 0.339 1331. 100. 0.03 0.016 57.
40. 0.21 0.185 769. 105. 0.03 0.016 57.
45. 0.16 0.140 541. 110. 0.03 0.016 57.
... 50. 0.13 0.109 412. 115. 0.03 0.016 57,
55. 0.11 0.084 316. 120. 0.03 0.016 57.
60. 0.11 0.084 301. 125. 0.00 0.000 10.
* LESS ANY WATER QUALITY CAPTURE VOLUME
, ** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 2.293 INCHES
VOLUME OF EXCESS PRECIP = 39.50 ACRE-FEET
PEAK Q = 1965. CFS TIME OF PEAK = 30. MIN.
INFILT.= 3.48 IN/HR DECAY =0.00180 FNINF = 0.53 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 12/ 5/2005 AT TIME 14;18
CUHPF/PC RELEASE 2A (32-HIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
ain 100-year Proposed
BASIN ID: 9 -- BASIN COMMENT: SUBBASIN= B4
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
r 0.38 1.01 0.31 45.77 0.0168 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.090 0.504
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
e". R= 0.21 D= 0.83
Page 13
100year proposed.cho
�� CALCULATED UNIT HYDROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
10.76 2343.54 878.83 20.00
WIDTH AT 50 = 13. MIN. WIDTH AT 75 = 7. MIN. K50 =0.35 K75 =0.45
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
.. INFILTRATION = 3.71 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.55 IN./HR.
TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 25. 259. 50. 28.
5. 292. 30. 166. 55. 18.
10. 866. 35. 106. 60. 11.
.... 15. 632. 40. 68. 65. 0.
20. 405. 45. 43. 0. 0.
1 BASIN ID: 9 -- BASIN COMMENT: SUHBASIN= 84
ma
**** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-year
INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 80. 0.03 0.012 160.
5. 0.03 0.000 0. 85. 0.03 0.012 115.
10. 0.08 0.020 6. 90. 0.03 0.012 82.
15. 0.12 0.044 30. 95. 0.03 0.012 63.
20. 0.21 0.076 73. 100. 0.03 0.012 52.
25. 0.37 0.206 162. 105. 0.03 0.012 45.
30. 0.66 0.615 429. 110. 0.03 0.012 41.
35. 0.37 0.334 806. 115. 0.03 0.012 38.
40. 0.21 0.180 843. j 120. 0.03 0.012 37.
45. 0.16 0.134 727. 125. 0.00 0.000 32.
50. 0.13 0.104 601. 130. 0.00 0.000 21.
55. 0.11 0.078 488. 135. 0.00 0.000 14.
60. 0.11 0.079 397. 140. 0.00 0.000 9.
65. 0.11 0.079 336. 145. 0.00 0.000 5.
70. 0.05 0.027 282. 150. 0.00 0.000 3.
75. 0.05 0.027 213. 155. 0.00 0.000 2.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 2.114 INCHES
'.. VOLUME OF EXCESS PRECIP = 42.27 ACRE-FEET
PEAK Q = 843. CFS TIME OF PEAK = 40. MIN.
INFILT.= 3.71 IN/HR DECAY =0.00180 FNINF = 0.55 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 12/ 5/2005 AT TIME 14:18
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
ain 100-year Proposed
,0"6,.
BASIN ID: 11 -- BASIN COMMENT: SUHBASIN= D1
Page 14
100year proposed.cho
i�
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.15 0.72 0.30 2.00 0.0159 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.252
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
"' R. 0.06 D. 0.04
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
14.56 802.08 122.72 8.16
WIDTH AT 50 = 37. MIN. WIDTH AT 75 = 19. MIN. K50 =0.23 K75 =0.32
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 4.37 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.59 IN./HA.
TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 50. 52. 100. 16.
5. 50. 55. 47. 105. 15.
10. 107. 60. 41. 110. 13.
"' 15. 123. 65. 37. 115. 12.
20. 110. 70. 33. 120. 10.
25. 94. 75. 29. 125. 9.
30. 88. 80. 26. 130. 8.
35. 78. 85. 23. 135. 0.
40. 68. 90. 21. 0. 0.
45. 59. 95. 18. 0. 0.
1 BASIN ID: 11 -- BASIN COMMENT: SUBBASIN= D1
**** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-year
r INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 90. 0.03 0.000 68.
5. 0.03 0.000 0. 95. 0.03 0.000 60.
10. 0.08 0.000 0. 100. 0.03 0.000 54.
15. 0.12 0.000 0. 105. 0.03 0.000 48.
20. 0.21 0.000 0. 110. 0.03 0.000 42.
25. 0.37 0.022 1. 115. 0.03 0.000 38.
30. 0.66 0.598 32. 120. 0.03 0.000 34.
35. 0.37 0.313 82. 125. 0.00 0.000 30.
40. 0.21 0.158 117. 130. 0.00 0.000 27.
45. 0.16 0.113 129. 135. 0.00 0.000 24.
50. 0.13 0.082 128. 140. 0.00 0.000 21.
.0" 55. 0.11 0.057 126. 145. 0.00 0.000 19.
60. 0.11 0.057 122. 150. 0.00 0.000 17.
Page 15
wis
100year proposed.cho
,..0—=. 65. 0.11 0.057 116. I155. 0.00 0.000 15.
70. 0.05 0.004 107. I 160. 0.00 0.000 9.
75. 0.05 0.005 97. I 165. 0.00 0.000 6.
"' 80. 0.03 0.000 86. I 170. 0.00 0.000 4.
85. 0.03 0.000 77. I 175. 0.00 0.000 3.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 1.466 INCHES
... VOLUME OF EXCESS PRECIP = 11.96 ACRE-FEET
PEAK Q = 129. CFS TIME OF PEAK = 45. MIN.
INFILT.= 4.37 IN/HR DECAY =0.00180 FNINF = 0.59 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 12/ 5/2005 AT TIME 14:18
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
ain 100-year Proposed
BASIN ID: 12 -- BASIN COMMENT: SUBBASIN= D2
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.06 0.39 0.15 2.00 0.0171 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.218
o.
— ..••••7
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ( ( DEFAULT )
R= 0.06 D= 0.04
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (MIN) (CFS/SQMI) (CFS) (AF)
„- 7.50 21.20 1677.00 98.94 3.15
*** NOTE . THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER,
.- REPLACING THE ONE COMPUTED BY CUHPF (TP= 8.78)
WIDTH AT 50 = 18. MIN. WIDTH AT 75 = 9. MIN. K50 =0.25 K75 =0.34
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 4.49 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.60 IN./HR.
TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 25. 41. 50. 12.
5. 84. 30. 32. 55. 10.
=0—, 10. 90. 35. 25. 60. 8.
15. 70. 40. 20. 65. 0.
Page 16
1o0year proposed.cho
..-8, 20. 52. I45. 16. I0. 0.
1 BASIN ID: 12 -- BASIN COMMENT: SUBBASIN= D2
**** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-year
INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 55. 0.11 0.056 61.
5. 0.03 0.000 0. 60. 0.11 0.056 53.
10. 0.08 0.000 0. 65. 0.11 0.057 48.
- 15. 0.12 0.000 0. 70. 0.05 0.004 39.
20. 0.21 0.000 0. 75. 0.05 0.004 31.
25. 0.37 0.018 2. 80. 0.03 0.000 24.
30. 0.66 0.597 52. 85. 0.03 0.000 19.
35. 0.37 0.312 82. 90. 0.03 0.000 11.
` 40. 0.21 0.157 84. 95. 0.03 0.000 7.
45. 0.16 0.112 78. 100. 0.03 0.000 5.
50. 0.13 0.082 69. 105. 0.03 0.000 3.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 1.457 INCHES
VOLUME OF EXCESS PRECIP = 4.58 ACRE-FEET
PEAK Q = 84. CFS TIME OF PEAK = 40. MIN.
INFILT.= 4.49 IN/HR DECAY =0.00180 FNINF = 0.60 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
RATIONAL FORMULA C = 0.48
I = 5.0 INCHES/HOUR
A = 37.8 ACRES
Q = 91. CFS
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 12/ 5/2005 AT TIME 14:18
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
ain 100-year Proposed
.. BASIN ID: 13 -- BASIN COMMENT: SUBBASIN= D3
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
.. 0.22 0.29 0.05 41.70 0.0400 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.092 0.431
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
R. 0.20 D= 0.81
CALCULATED UNIT HYDROGRAPH
"-1 TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
*. Page 17
100year proposed.cho
4.09 10393.54 2255.40 11.57
WIDTH AT 50 = 3. MIN. WIDTH AT 75 = 2. MIN. K50 =0.35 K75 =0.45
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 3.15 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.51 IN./HR.
TIME UNIT TIME UNIT TIME UNIT
HYDROGRAPH HYDROGRAPH HYDROGRAPH
0. 0. 10. 227. 20. 0.
_ 5. 1647. 15. 31. 0. 0.
1 BASIN ID: 13 -- BASIN COMMENT: SUBBASIN= D3
` **** STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-year
INCREMENT TOTAL* STORM** INCREMENT TOTAL* STORM**
TIME RAINFALL EXCESS HYDROGRAPH TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) (MIN.) (IN) PRECIP (CFS)
0. 0.00 0.000 0. 65. 0.11 0.079 150.
5. 0.03 0.000 0. 70. 0.05 0.027 65.
10. 0.08 0.018 30. 75. 0.05 0.027 53.
15. 0.12 0.039 68. 80. 0.03 0.011 26.
20. 0.21 0.068 121. 85. 0.03 0.011 22.
25. 0.37 0.212 366. 90. 0.03 0.011 22.
,...' ..0-. 30. 0.66 0.617 1067. 95. 0.03 0.011 22.
35. 0.37 0.335 698. 100. 0.03 0.011 22.
40. 0.21 0.181 393. 105. 0.03 0.011 22.
45. 0.16 0.135 274. 110. 0.03 0.011 22.
50. 0.13 0.104 208. 115. 0.03 0.011 22.
55. 0.11 0.079 157. 120. 0.03 0.011 22.
60. 0.11 0.079 151. 125. 0.00 0.000 3.
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 2.101 INCHES
VOLUME OF EXCESS PRECIP = 24.32 ACRE-FEET
PEAK Q = 1067. CFS TIME OF PEAK = 30. MIN.
INFILT.= 3.15 IN/HR DECAY =0.00180 FNINF = 0.51 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
as. Page 18
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n APPENDIX Cl
- Proposed SWMM Analysis
100prop.sin
,a-- 2 1 1 2
3 4
WATERSHED 1
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
50 0 0 5.0 I
1 1 112
.., 1 2 122
1 3 132
1 4 142
1 5 152
1 6 162
+ 1 7 172
1 8 182
1 9 192
1 10 1002
1 11 1012
1 12 1022
1 13 1032
O 112 101 0 5 4.0 2253. 0.011 0.0 0.0 0.016 4.0
15.0 2253. 0.011 4.0 4.0 0.035 10.0
0 122 101 0 3 0.0 1. 0.010 0.0 0.0 0.020 10.0
O 101 11 2 2 0.1 10. 0.001 0.0 0.0 0.035 0.1
0.000 0.0 27.800 193.0
0 132 102 0 5 4.0 6074. 0.012 0.0 0.0 0.016 4.0
45.0 6074. 0.012 4.0 4.0 0.030 10.0
0 142 102 0 3 0.0 1. 0.020 0.0 0.0 0.020 10.0
0 152 102 0 4 4.0 3466. 0.012 0.0 0.0 0.016 4.0
45.0 3466. 0.012 4.0 4.0 0.035 10.0
0 102 21 2 2 0.1 10. 0.001 0.0 0.0 0.035 0.1
0.000 0.0 67.000 115.0
0 21 103 0 4 25.0 2427. 0.020 4.0 4.0 0.030 3.0
45.0 2427. 0.020 4.0 4.0 0.035 10.0
/m", 0 192 103 0 3 0.0 1. 0.023 0.0 0.0 0.020 10.0
0 103 31 2 2 0.1 10. 0.001 0.0 0.0 0.035 0.1
0.000 0.0 29.900 219.0
.... 0 162 104 0 4 25.0 3682. 0.020 4.0 4.0 0.030 3.0
45.0 3682. 0.020 4.0 4.0 0.035 10.0
0 172 104 0 3 0.0 1. 0.020 0.0 0.0 0.020 10.0
O 104 41 2 2 0.1 10. 0.001 0.0 0.0 0.035 0.1
0.000 0.0 25.200 630.0
O 1012 106 0 5 4.0 2085. 0.030 0.0 0.0 0.016 4.0
45.0 2085. 0.030 4.0 4.0 0.035 10.0
0 1022 106 0 5 4.0 1303. 0.030 0.0 0.0 0.016 4.0
45.0 1303. 0.030 4.0 4.0 0.035 10.0
r 0 1032 106 0 3 0.0 1. 0.020 0.0 0.0 0.020 10.0
0 106 61 2 2 0.1 10. 0.001 0.0 0.0 0.035 0.1
0.000 0.0 36.000 63.0
O 61 105 0 3 0.0 1. 0.020 0.0 0.0 0.020 10.0
r` 0 1002 105 0 3 0.0 1. 0.020 0.0 0.0 0.020 10.0
0 182 105 0 5 4.0 3510. 0.030 0.0 0.0 0.016 4.0
45.0 3510. 0.030 4.0 4.0 0.035 10.0
0 105 51 2 2 0.1 10. 0.001 0.0 0.0 0.035 0.1
0.000 0.0 55.700 140.0
0
25
112 122 101 11 132 142 152 102 21 192 103 31 162 172 104 41 182
1002 105 51 1012 1022 1032 106 61
ENDPROGRAN
Page 1
100prop.sot
URBAN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998
REVISED BY UNIVERSITY OF COLORADO AT DENVER
*** ENTRY MADE TO RUNOFF MODEL ***
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
as. ONUMBER OF TIME STEPS 50
OINTEGRATION TIME INTERVAL (MINUTES), 5.00
25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH
1
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
HYDROGRAPHS FROM CUHPF MODEL ARE LISTED FOR THE FOLLOWING 13 SUBCATCHMENTS
TIME(HR/MIN) 1 2 3 5 4 6 7 8 10
9
11 12 13
0 0. 0. 0. 0. 0. 0. 0 0. 0. 0.
... 0.
0. 0. 0.
O 5. 0. 0. 0. 0. 0. 0. 0. 0. 0.
0.
J'", 0. 0. 0.
0 10. 0. 2. 0. 0. 4. 0. 7. 0. 81.
6.
0. 0. 30.
0 15. 0. 13. 0. 0. 23. 0. 35. 0. 191.
30.
0. 0. 68.
.... 0 20. 0. 36. 0. 0. 66. 0. 82. 0. 340.
73.
0. 0. 121.
... 0 25. 1. 80. 1. 2. 148. 1. 176. 0. 783.
162.
1. 2. 366.
0 30. 17. 190. 29. 33. 364. 32. 463. 9. 1965.
429.
32. 52. 1067.
0 35. 53. 369. 79. 85. 728. 104. 857. 28. 1331.
.....
806.
82. 82. 698.
0 40. 97. 494. 121. 122. 974. 201. 852. 51. 769.
843.
... 117. 84. 393.
0 45. 134. 485. 142.. 136. 939. 298. 706. 70. 541.
727.
129. 78. 274.
0 50. 160. 433. 146. 136. 822. 380. 568. 84. 412.
601.
/', 128. 69. 208.
Page 1
100prop.5ot
i.. 0 55. 173. 376. 144. 135. 700. 439. 452. 90. 316.
488.
126. 61. 157.
1 0. 176. 322. 141. 130. 590. 473. 361. 91. 301.
397.
122. 53. 151.
1 5. 174. 278. 137. 125. 502. 487. 305. 90. 299.
336.
116. 48. 150.
1 10. 170. 241. 130. 116. 431. 485. 254. 88. 147.
282.
107. 39. 65.
... 1 15. 167. 201. 120. 105. 354. 471. 184. 87. 121.
213.
97. 31. 53.
1 20. 160. 160. 108. 95. 276. 452. 135. 84. 68.
... 160.
86. 24. 26.
1 25. 151. 127. 98. 84. 214. 430. 92. 80. 59.
115.
77. 19. 22.
1 30. 140. 99. 88. 75. 164. 405. 67. 76. 58.
82.
68. 11. 22.
1 35 130. 79. 79. 67. 129. 379. 53. 71. 57.
63.
60. 7. 22.
•."'.6 1 40. 120. 64. 71. 60. 105. 353. 45. 66. 57.
52.
54. 5. 22.
1 45. 111. 50. 64. 53. 87. 326. 40. 61. 57.
45.
48. 3. 22.
1 50. 104. 41. 58. 47. 72. 302. 37. 58. 57.
... 41.
42. 2. 22.
1 55. 96. 37. 52. 42. 63. 280. 36. 54. 57.
38.
38. 0. 22.
2 0. 89. 33. 47. 38. 58. 261. 35. 51. 57.
37.
34. 0. 22.
2 5. 83. 30. 43. 34. 52. 242. 30. 48. 10.
32.
30. 0. 3.
2 10. 77. 24. 38. 30. 41. 225. 19. 45. 1.
21.
27. 0. 0.
.. 2 15. 72. 17. 35. 27. 28. 209. 11. 42. 0.
14.
24. 0. 0.
2 20. 67. 12. 31. 24. 19. 194. 7. 40. 0.
-' 9.
21. 0. 0.
Ps.'" 2 25. 62. 8. 28. 21. 13. 181. 4. 38. 0.
5.
Page 2
100prop.5ot
/a. 19. 0. 0.
2 30. 58. 6. 25. 19. 9. 168. 2. 36. 0.
3.
17. 0. 0.
2 35 54. 4. 23. 17. 6. 156. 0. 34. 0.
2.
15. 0. 0.
2 40 50. 3. 21. 15. 4. 146. 0. 32. 0.
0.
9. 0. 0.
2 45. 47. 2. 19. 9. 3. 135. 0. 30. 0.
0.
6. 0. 0.
2 50. 44. 0. 17. 6. 2. 126. 0. 28. 0.
0.
4. 0. 0.
2 55. 41. 0. 15. 4. 0. 117. 0. 27. 0.
0.
3. 0. 0.
.. 3 0. 38. 0. 14. 3. 0. 109. 0. 25. 0.
0.
2. 0. 0.
3 5. 35. 0. 8. 2. 0. 101. 0. 24. 0.
is. 0.
0. 0. 0.
3 10 33. 0. 5. 0. 0. 94. 0. 22. 0.
0.
- ..0"1-1 0. 0. 0.
3 15 31. 0. 4. 0. 0. 88. 0. 21. 0.
0.
0. 0. 0.
3 20. 29. 0. 2. 0. 0. 82. 0. 20. 0.
0.
0. 0. 0.
... 3 25. 27, 0. 2. 0. 0. 76. 0. 19. 0.
0.
0. 0. 0.
.. 3 30. 25. 0. 0. 0. 0. 71. 0. 18. 0.
0.
0. 0. 0.
3 35. 23. 0. 0. 0. 0. 66. 0. 17. 0.
0.
0. 0. 0.
3 40. 22. 0. 0. 0. 0. 61. 0. 16. 0.
0.
0. 0. 0.
3 45 20. 0. 0. 0. 0. 57. 0. 15. 0.
0.
0. 0. 0.
3 50 19. 0. 0. 0. 0. 53. 0. 14. 0.
0.
0. 0. 0.
3 55 17. 0. 0. 0. 0. 49. 0. 13. 0.
0.
/'-", 0. 0. 0.
'. Page 3
100prop.sot
,n 4 0. 16. 0. 0. 0. 0. 46. 0. 12. 0.
0.
0. 0. 0.
4 5. 15. 0. 0. 0. 0. 43. 0. 7. 0.
0.
0. 0. 0.
4 10. 14. 0. 0. 0. 0. 40. 0. 5. 0.
0.
0. 0. 0.
1
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
WIDTH INVERT SIDE SLOPES
ernOVERBANK/SURCHARGE
GUTTER GUTTER NDP NP OR DIAN LENGTH SLOPE HORIZ TO VERT
MANNING DEPTH SK
NUMBER CONNECTION (FT) (FT) (FT/FT) L R
N (FT)
112 101 0 5 PIPE 4.0 2253. .0110 .0 .0
.016 4.00 0
OVERFLOW 15.0 2253. .0110 4.0 4.0
.035 10.00
"" 122 101 0 3 .0 1. .0100 .0 .0
.020 10.00 0
101 11 2 2 PIPE .1 10. .0010 .0 .0
.035 .10 0
RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
.ice .0 .0 27.8 193.0
132 102 0 5 PIPE 4.0 6074. .0120 .0 .0
.016 4.00 0
OVERFLOW 45.0 6074. .0120 4.0 4.0
.030 10.00
142 102 0 3 .0 1. .0200 .0 .0
.020 10.00 0
152 102 0 4 CHANNEL 4.0 3466. .0120 .0 .0
.016 4.00 0
.. OVERFLOW 45.0 3466. .0120 4.0 4.0
.035 10.00
102 21 2 2 PIPE .1 10. .0010 .0 .0
.035 .10 0
RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
- .0 .0 67.0 115.0
21 103 0 4 CHANNEL 25.0 2427. .0200 4.0 4.0
.030 3.00 0
OVERFLOW 45.0 2427. .0200 4.0 4.0
.035 10.00
'. 192 103 0 3 .0 1. .0230 .0 .0
.020 10.00 0
103 31 2 2 PIPE .1 10. .0010 .0 .0
.035 .10 0
RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
.0 .0 29.9 219.0
162 104 0 4 CHANNEL 25.0 3682. .0200 4.0 4.0
.030 3.00 0
OVERFLOW 45.0 3682. .0200 4.0 4.0
.. .035 10.00
172 104 0 3 .0 1. .0200 .0 .0
.020 10.00 0
104 41 2 2 PIPE .1 10. .0010 .0 .0
.035 .10 0
RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
.0 .0 25.2 630.0
1012 106 0 5 PIPE 4.0 2085. .0300 .0 .0
/..... .016 4.00 0
OVERFLOW 45.0 2085. .0300 4.0 4.0
Page 4
100prop.sot
,'"--. .035 10.00
1022 106 0 5 PIPE 4.0 1303. .0300 .0 .0
.016 4.00 0
OVERFLOW 45.0 1303. .0300 4.0 4.0
.035 10.00
1032 106 0 3 .0 1. .0200 .0 .0
.020 10.00 0
106 61 2 2 PIPE .1 10. .0010 .0 .0
.035 .10 0
RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
.0 .0 36.0 63.0
61 105 0 3 .0 1. .0200 .0 .0
.020 10.00 0
1002 105 0 3 .0 1. .0200 .0 .0
.020 10.00 0
182 105 0 5 PIPE 4.0 3510. .0300 .0 .0
.016 4.00 0
OVERFLOW 45.0 3510. .0300 4.0 4.0
.035 10.00
105 51 2 2 PIPE .1 10. .0010 .0 .0
.035 .10 0
RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
.0 .0 55.7 140.0
0TOTAL NUMBER OF GUTTERS/PIPES, 21
1
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES
GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA
D.A. (AC)
21 102 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O 0 0 0 531.8
61 106 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 274.6
101 112 122 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O 0 0 0 359.7
102 132 142 152 0 0 0 0 0 0 0 0 0 0 0 0 0
O 0 0 0 531.8
103 21 192 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 771.8
104 162 172 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 788.5
105 61 1002 182 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 591.4
106 1012 1022 1032 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 274.6
112 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
0 0 0 0 194.6
122 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0
0 0 0 0 165.1
132 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0
0 0 0 0 120.3
142 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0
0 0 0 0 307.8
152 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0
..
Page 5
.44
100prop.sot
0 0 0 0 103.7
162 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0
0 0 0 0 554.2
172 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0
0 0 0 0 234.2
182 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0
0 0 0 0 110.1
192 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0
0 0 0 0 240.0
1002 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0
0 0 0 0 206.7
1012 0 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0
0 0 0 0 97.9
1022 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0
0 0 0 0 37.8
1032 0 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0
0 0 0 0 138.9
1
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 25 CONVEYANCE ELEMENTS
THE UPPER NUMBER IS DISCHARGE IN CFS
THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES:
( 1 DENOTES DEPTH ABOVE INVERT IN FEET
(S) DENOTES STORAGE IN AC-FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW.
(I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH
(D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER
(0) DENOTES STORAGE IN AC-FT FOR SURCHARGED GUTTER
TIME(HR/MIN) 112 122 101 11 132 142 152 102 21
192
103 31 162 172 104 41 1002 105 51
1012
1022 1032 106 61 0
0 5. 0. 0. 0. 0. 0. 0. 0. 0. 0.
0.
.0( ) .0( I .0(5) .0( ) .0( ) .0( ) .0( 1 .0(S) .0( )
.0( )
0. 0. 0. 0 0. 0. 0. 0. 0.
0.
.0(S) .0( ) .0( ) .0( 1 .0(S) .0( ) .0( I .0(5) .0( )
.0( )
0. 0. 0. 0. 0.
.0( ) .0( 1 .0(S) ,0( ) .0( )
0 10. 0. 2. 0. 0. 0. 4. 0. 0. 0.
6.
.0( I .0( 1 .0(S) .0( ) .0( I .0( I .0( ) .0(5) .0( )
.0( )
0. 0. 0. 7. 1. 1. 81. 1. 1.
0.
.0O .0( ) ,0( ) .0( ) .0O .0( ) .0( ) .3(S) .0( )
.0( )
0. 30. 0. 0. 0.
Page 6
ow
1o0prop.sot
/•5 .0( ) .0( ) .1(8) .0( ) .0( )
., 0 15. 0. 13. 0. 0. 0. 23. 0. 0. 0.
30.
.0( ) .0( ) .1(8) .0( ) .0( ) .0( ) .0( ) .1(S) .0( )
.0( )
.. 1. 1. 0. 35. 4. 4. 191. 3. 3.
0.
.1(S) .0( ) .0( ) .0( ) .2(8) .0( ) .0( ) 1.2(8) .0( )
.0( )
0. 68. 1. 1. 0.
.0( ) .0( ) .4(S) .0( ) .0( )
0 20. 0. 36. 2. 2. 0. 66. 0. 1. 0.
73.
.0( ) .0( ) .2(S) .0( ) .0( ) .0( ) .0( ) .4(6) .0( )
.0( )
4. 4. 0. 82. 12. 12. 340. 8. 8.
.. 0.
.5(6) .0( ) .0( ) .0( ) .5(S) .0( ) .0( ) 3.0(S) .0( )
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139. 139. 57. 0. 95. 95. 0. 122. 122.
0.
18.9(S) .0( ) .5( ) .0( ) 3.8(S) .0) ) .0( ) 48.6(S) .0) )
.0( I
0. 0. 50. 50. 0
.0( I .0( ) 28.5(S) .0( ) 0( )
4 0. 17. 0. 88. 88. 1. 0. 0. 95. 96.
0.
1.0( ) .0( ) 12.6(S) .0( ) .2( ) .0( ) .0( ) 55.4(5) .7( )
.,—", .0( )
Page 14
..
100prop.sot
,.—. 137. 137. 53. 0. 89. 89. 0. 121. 121.
0.
.. 18.6(S) .0( ) .5( ) .0( ) 3.5(8) .0( ) .0( I 48.2(S) .0( )
.0( )
0. 0. 49. 49. 0.
.0( ) .0( ) 28.1(5) .0( ) .0( )
4 5. 16. 0. 84. 84. 1. 0. 0. 94. 95.
0.
1.0( ) .0( ) 12.2(8) .0( ) .2( ) .0( ) .0( ) 54.8(S) .7( )
.0( )
r 135. 135. 49. 0. 83. 83. 0. 120. 120.
0.
18.4(81 .0( ) .5( ) .0( ) 3.3(51 .0( ) .0( ) 47.8(S) .0( )
.0( )
0. 0. 49. 49. 0.
.0( ) .0( ) 27.8(S) .0( ) .0( 1
4 10. 15. 0. 81. 81. 1. 0. 0. 93. 94.
0.
.9( ) .0( ) 11.7(S) .0( 1 .2( ) .0( ) .0( ) 54.1(S) .7( )
.0( )
.. 133. 133. 46. 0. 77. 77. 0. 119. 119.
0.
18.1(8) ,0( ) .4( ) .0( ) 3.1(8) .0 ( ) .0( ) 47.3(S) .0( )
.0( )
0. 0. 48. 48. 0.
.0( ) .0( I 27.5(S) .0( 1 .0( )
1
.....
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
*** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS ***
CONVEYANCE PEAK STAGE STORAGE TIME
ELEMENT (CFS) (FT) (AC-FT) (HR/MIN)
1032 1067. (DIRECT FLOW) 0 30.
1022 84. 1.8 0 40.
1012 129. 2.3 0 50.
152 135. 2.9 0 55.
142 974. (DIRECT FLOW) 0 40.
132 136. 3.6 1 5.
106 63. .1 36.0 1 55.
102 115. .1 67.0 2 10.
182 91. 1.9 1 5.
1002 1965. (DIRECT FLOW) 0 30.
61 63. (DIRECT FLOW) 1 55.
172 857. (DIRECT FLOW) 0 35.
162 478. 1.7 1 10.
192 843. (DIRECT FLOW) 0 40.
21 115. .8 2 15.
122 494. (DIRECT FLOW) 0 40.
112 168. 4.7 1 15.
105 140. .1 55.7 2 5.
104 630. .1 25.2 1 20.
103 219. .1 29.9 1 25.
101 193. .1 27.8 1 40.
51 140. (DIRECT FLOW) 2 5.
... 41 630. (DIRECT FLOW) 1 20.
31 219. (DIRECT FLOW) 1 25.
11 193. (DIRECT FLOW) 1 40.
i*1
Page 15
a
ttr
t
r^ Y
Ia
ra.
n
r
APPENDIX C2
Proposed Channel Design and Water Quality Volume Calculations
r
100-year flow, Cross-Section A-A
Cross Section for Channel into Pond 102
Ptaalect Deseription ' " '•,_
-,- Flow Element: Trapezoidal Channel
Friction Method: Manning Formula
Solve For: Discharge
Section Data -
Roughness Coefficient: 0.035
Channel Slope: 0.00500 ft/ft
Normal Depth: 5.00 ft
Left Side Slope: 4.00 ft/ft(H:V)
Right Side Slope: 4.00 ft/ft(H:V)
Bottom Width: 7.00 ft
Discharge: 804.92 fr/s
5.00 ft
I7.00tt
V 5
M 1
Worksheet for Channel into Pond 102
Proms •
Cf% Dix t.
Flow Element: Trapezoidal Channel
Friction Method: Manning Formula
Solve For: Discharge
Input Data '..r
Roughness Coefficient: 0.035
Channel Slope: 0.00500 ft/ft
Normal Depth: 5.00 ft
Left Side Slope: 4.00 ft/ft(H:V)
Right Side Slope: 4.00 ft/ft(H:V)
Bottom Width: 7.00 ft
Results -
Discharge: 804.92 ft3/s
Flow Area: 135.00 ft2
Wetted Perimeter: 48.23 ft
Top Width: 47.00 ft
Critical Depth: 4.01 ft
Critical Slope: 0.01385 ft/ft
Velocity: 5.96 ft/s
Velocity Head: 0.55 ft
Specific Energy: 5.55 ft
Froude Number: 0.62
Flow Type: Subcritical
GVF Input Data
Downstream Depth: 0.00 ft
Length: 0.00 ft
Number Of Steps: 0
GVF Output Data
Upstream Depth: 0.00 ft
Profile Description:
Headloss: 0.00 ft
Downstream Velocity: Infinity ft/s
Upstream Velocity: Infinity ft/s
Normal Depth: 5.00 ft
Critical Depth: 4.01 ft
Channel Slope: 0.00500 ft/ft
100-year flow, Cross-Section B-B
Cross Section for Channel out of Pond 102
N
Flow Element: Trapezoidal Channel
Friction Method: Manning Formula
Solve For: Discharge
sedtt trbaia_
Roughness Coefficient: 0.030
Channel Slope: 0.0050O ft/ft
Normal Depth: 1.80 ft
Left Side Slope: 4.00 ft/ft(H:V)
Right Side Slope: 4.00 ft/ft(H:V)
Bottom Width: 10.00 ft
Discharge: 125.57 ft3/s
1.8O It
1O OO t
V: s C,
H 1
Worksheet for Channel out of Pond 102
arbjCBS c "ptlon _ ''"s
,14
Flow Element: Trapezoidal Channel
Friction Method: Manning Formula
Solve For: Discharge
ttpufpata
Roughness Coefficient: 0.030
Channel Slope: 0.00500 ft/ft
Normal Depth: 1.80 ft
Left Side Slope: 4.00 ft/ft(H:V)
Right Side Slope: 4.00 ft/ft(H:V)
Bottom Width: 10.00 ft
ResuHe ...'� .;
Discharge: 125.57 ft3/s
Flow Area: 30.96 ft2
Wetted Perimeter: 24.84 ft
Top Width: 24.40 ft
Critical Depth: 1.40 ft
Critical Slope: 0.01327 ft/ft
Velocity: 4.06 ft/s
Velocity Head: 0.26 ft
Specific Energy: 2.06 ft
Froude Number: 0.63
Flow Type: Subcritical
W OW Input Data
Downstream Depth: 0.00 ft
Length: 0.00 ft
Number Of Steps: 0
OW Output Data
Upstream Depth: 0.00 ft
Profile Description:
Headloss: 0.00 ft
Downstream Velocity: Infinity ft/s
Upstream Velocity: Infinity ft/s
Normal Depth: 1.80 ft
Critical Depth: 1.40 ft
Channel Slope: 0.00500 ft/ft
100-year flow, Cross-Section C-C
Cross Section for Channel into Pond 103
Flow Element: Trapezoidal Channel
Friction Method: Manning Formula
Solve For: Discharge
Se`ctioR Data
Roughness Coefficient: 0.030
Channel Slope: 0.00500 ft/ft
Normal Depth: 3.50 ft
Left Side Slope: 4.00 ft/ft(H:V)
Right Side Slope: 4.00 ft/ft(H:V)
Bottom Width: 10.00 ft
Discharge: 491.82 ft/s
3.50 ft
--10.00 It H l�
V 5 I\
H 1
Worksheet for Channel into Pond 103
— ,...
Da xption .. ,� .
Flow Element: Trapezoidal Channel
Friction Method: Manning Formula
Solve For: Discharge
IOW Data r . ,1
Roughness Coefficient: 0.030
Channel Slope: 0.00500 ft/ft
_ Normal Depth: 3.50 ft
Left Side Slope: 4.00 ft/ft(H:V)
Right Side Slope: 4.00 fUft(H:V)
Bottom Width: 10.00 ft
Result§ . '
Discharge: 491.82 ft3/s
Flow Area: 84.00 ft2
Wetted Perimeter: 38.86 ft
Top Width: 38.00 ft
Critical Depth: 2.91 ft
Critical Slope: 0.01091 f/ft
Velocity: 5.86 ft/s
Velocity Head: 0.53 f(
Specific Energy: 4.03 ft
Froude Number: 0.69
Flow Type: Subcritical
GVF Input Data
Downstream Depth: 0.00 ft
Length: 0.00 ft
Number Of Steps: 0
GVF Output Data
Upstream Depth: 0.00 ft
Profile Description:
Headloss: 0.00 ft
Downstream Velocity. Infinity ft/s
Upstream Velocity: Infinity ft/s
Normal Depth: 3.50 ft
Critical Depth: 2.91 ft
Channel Slope: 0.00500 fUft
100-year flow, Cross-Section D-D
Cross Section for Wetland Channel D-D
Project Deed . : 4 ,. ,£;
..- Flow Element: Trapezoidal Channel
Friction Method: Manning Formula
Solve For: Discharge
Section Data"
Roughness Coefficient: 0.045
Channel Slope: 0.02000 ft/ft
Normal Depth: 1.24 ft
Left Side Slope: 4.00 ft/ft(H:V)
Right Side Slope: 4.00 ft/ft(H:V)
Bottom Width: 70.00 ft
Discharge: 478.82 ft/s
• C"
\\\\ / 1.24 n
70.00 tt
vas
Ft1
Worksheet for Wetland Channel D-D
i�f0lect De86CiptWn .✓xrva`� .� '�''" � "
Flow Element: Trapezoidal Channel
Friction Method: Manning Formula
Solve For: Discharge
Input Data
Roughness Coefficient: 0.045
Channel Slope: 0.02000 ft/ft
Normal Depth: 1.24 ft
Left Side Slope: 4.00 ft/ft(H:V)
Right Side Slope: 4.00 ft/ft(H:V)
Bottom Width: 70.00 ft
Results
Discharge: 478.82
Flow Area: 92.95 ft2
Wetted Perimeter: 80.23 ft
Top Width: 79.92 ft
Critical Depth: 1.11 ft
Critical Slope: 0.02920 ft/ft
Velocity: 5.15 ft{s
Velocity Head: 0.41 ft
Specific Energy. 1.65 ft
Froude Number: 0,84
Flow Type: Subcritical
GVF Input Data '
Downstream Depth: 0.00 ft
Length: 0.00 ft
Number Of Steps: 0
GVF Output Data 'E?.
Upstream Depth: 0.00 ft
Profile Description:
Headloss: 0.00 ft
Downstream Velocity: Infinity ft/s
Upstream Velocity: Infinity ft/s
Normal Depth: 1,24 ft
... Critical Depth: 1.11 ft
Channel Slope: 0.02000 ft/ft
100-year flow, Cross-Section E-E
Cross Section for Wetland Channel E-E
Pofelpesc" - -
— Flow Element: Trapezoidal Channel
Friction Method: Manning Formula
Solve For: Discharge
— Section Data :.: • "'
Roughness Coefficient: 0.045
— Channel Slope: 0.02000 ft/ft
Normal Depth: 1.86 ft
Left Side Slope: 4.00 ft/ft(H:V)
Right Side Slope: 4.00 ft/ft(H:V)
Bottom Width: 70.00 ft
Discharge: 953.53 ft'/s
1.86 tt
70.00
— V. NI
Ft
Worksheet for Wetland Channel E-E
� Proieet b ...Sa a17: `' m. v
Flow Element: Trapezoidal Channel
Friction Method: Manning Formula
Solve For: Discharge
Input Data. ` A . _
Roughness Coefficient: 0.045
Channel Slope: 0.02000 ft/ft
Normal Depth: 1.86 ft
Left Side Slope: 4.00 ft/ft(H:V)
Right Side Slope: 4.00 ft/ft(H:V)
Bottom Width: 70.00 ft
Results
Discharge 953.53 ft/s
Flow Area: 144.04 ft2
Wetted Perimeter: 85.34 ft
Top Width: 84.88 ft
Critical Depth: 1.73 ft
Critical Slope: 0.02545 ft/ft
Velocity: 6.62 Ws
Velocity Head: 0.68 ft
Specific Energy: 2.54 ft
Froude Number: 0.90
Flow Type: Subcritical
GVF Input bata^ .
Downstream Depth: 0.00 ft
Length: 0.00 ft
Number Of Steps: 0
GVF Output 0$a
Upstream Depth: 0.00 ft
Profile Description:
Headloss: 0.00 ft
Downstream Velocity: Infinity ft/s
Upstream Velocity: Infinity ft/s
Normal Depth: 1.86 ft
Critical Depth: 1.73 ft
Channel Slope: 0.02000 ft/ft
HWY66 ROADSIDE DITCH
Cross Section for HWY66 CROSS-SECTION
_ Project Description
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Discharge
Section Data
Roughness Coefficient: 0.030
Channel Slope: 0.00770 ft/ft
Normal Depth: 2.00 ft
Elevation Range: 4904.00 to 4906.00 ft
Discharge: 132.60 fN/s
2.00 ft
22.00 ft
vS
it
WCR 28 ROADSIDE DITCH
Cross Section for WCR 28 CROSS-SECTION
_ Project Description
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Discharge
Section Data
Roughness Coefficient: 0.030
Channel Slope: 0.01540 ft/ft
Normal Depth: 2.00 ft
Elevation Range: 4909.00 to 4911.00 ft
Discharge: 905.17 R'fs
2.00 R
125.0011
V 5 p
It 1
WCR11 ROADSIDE DITCH NEAR WCR 28
Cross Section for WCR 11 CROSS-SECTION NEAR WCR28
Project Description
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Discharge
Section Data
Roughness Coefficient: 0.030
Channel Slope: 0.01400 ft/ft
Normal Depth: 3.00 ft
Elevation Range: 4903.00 to 4906.00 ft
Discharge: 97.88 ft'/s
3.00tt
I--7.00 ft --I
V: 5 N.
It1
WCR 11 ROADSIDE DITCH NEAR HWY66
Cross Section for WCR 11 CROSS-SECTION NEAR HWY66
Project Description
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Discharge
Section Data
Roughness Coefficient: 0.030
Channel Slope: 0.00800 ft/ft
Normal Depth: 2.00 ft
Elevation Range: 4944.00 to 4946.00 ft
Discharge: 152.42 ft'/s
2AOft
33.00 ft
V:5 N
Ft
Cross Section for 5yr Street Capacity ., L_QC&t S-('►'tl t tQbt iwW
ikk it r't i F. :'l:x
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Discharge
_ $. :k�e
Roughness Coefficient: 0.015
Channel Slope: 0.01000 ft/ft
Normal Depth: 0.45 ft
Elevation Range: 9.50 to 10.00 ft
Discharge: 11.42 ft'/s
rer
0.45 ft
1725 tt
V.
.t 1
11 _ -� 1 Itati
Cross Section for Syr Street Capacity-� _bc&I 5 to (pi.) �ZbV•
j... .**tbesettOtbff �117
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Discharge
Se tbtt Oata
Roughness Coefficient: 0.015
Channel Slope: 0.04000 ft/ft
Normal Depth: 0.45 ft
Elevation Range: 9.50 to 10.00 ft
Discharge: 22.84 ft3/s
r,�.--- 0.45
17.35 ft
v: s N
1
Cross Section for 100yr Street Capacity - teen I ?freet 4?) . /Z ow
T58s
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Discharge
Roughness Coefficient: 0.020
Channel Slope: 0.01000 ft/ft
Normal Depth: 1.00 ft
Elevation Range: 9.50 to 10.50 ft
Discharge: 158.66 ft3/s
840011
_ r
V: 5 N
H. 1
r
Cross Section for 70'row;-yr one lane— NiQAt\H vo(►+OO IltnV-
i}kgt iptonr_
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Discharge
;€dion Data
Roughness Coefficient: 0.015
Channel Slope: 0.01000 fUft
Normal Depth: 0.50 ft
Elevation Range: 0.00 to 1.00 ft
Discharge: 13.18 ft'/s
� a.5onn
i
f 21.11 ft f
V: 5 ≥
R 1
r•-•
Cross Section for 70'row 5-yr one lane — Ntkt1p0(hood Ltvt i
escriptarn . .4 f
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Discharge
S'ectiott Data - - `
Roughness Coefficient: 0.015
Channel Slope: 0.04000 ft/ft
Normal Depth: 0.50 ft
Elevation Range: 0.00 to 1.00 ft
Discharge: 26.37 ft/s
-7-
0.50 ft
21.11 11
V. s N
R 1
r
Cross Section for 70' 100yr-channel— 1\kAGJ htr^ t"nIA
Pitt rertAlott :{
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Discharge
Sectfott.Data
Roughness Coefficient: 0.016
Channel Slope: 0.01000 ft/ft
Normal Depth: 1.00 ft
Elevation Range: 0.00 to 1.00
Discharge: 263.34 ft'/s
- -r-
1.00 tt
103 00 ft
V: 5 I \
'- H 1
r -r a•p' �", '''" ';,"3 y44, — e`y
Sheet 1 of 3
.� Designer: Kevin Jennings
Company: Carroll and Lange,Inc.
Date: November 28,2005
Project: Bayshore
Location: Pond 101
1. Basin Storage Volume
la= 48.05 %
A)Tributary Area's Imperviousness Ratio(i=la/100) i= f{,=4$ r r
B) Contributing Watershed Area(Area) Area= 359.60 acres
C) Water Quality Capture Volume(WQCV) WQCV= =.0.20.. watershed inches
(WQCV=1.0*(0.91 •I`-1.19•I`+0.78.0)
0) Design Volume:Vol=(WQCV/12)•Area•1.2 Vol= 7x2.28. ` acre-feet
e/ x{3'�u ..`
Sheet 1 of 3
Designer: Kevin Jennings
Company: Carroll and Lange,Inc.
Data: November 28,2005
Project: Bayshore
Location: Pond 102
1. Basin Storage Volume
I,= 47.08 %
... A)Tributary Area's Imperviousness Ratio(i=I,/100) I
B) Contributing Watershed Area(Area) Area= 532.00 acres
C) Water Qualify Capture Volume(WQCV) WQCV ; watershed inches
(WQCV=1.0`(0.91 '1'-1.19.1`+0.78'1))
D) Design Volume:Vol=(WQCV/12)'Area 1.2 Vol 1p _q:acre-feet
_. � Y om^ a ��t ".ny' r .3:4q .1r, y,�f -
_ a . z y, „ % .�' p` `bNl t Y id'.. ^1. e ..;5 £ ,::z :117' ;7.1
Sheet 1 of 3
^. Designer: Kevin Jennings
Company: Carroll and Lange,Inc.
Date: November 28,2005
Project: Bayshore
Location: Pond 103
1. Basin Storage Volume
la= 45.77 %
A)Tributary Area's Imperviousness Ratio(i=I,/100)
B) Contributing Watershed Area(Area) Area= 240.10 acres
C) Water Quality Capture Volume(WQCV) WQCV= d.19 "watershed inches
(WQCV=1.0"(0.91 *V-1.19"I`+0.78'I))
D) Design Volume:Vol=(WQCV/12)*Area"1.2 Vol-s:, 4&81 1.acre-feet
Sheet 1 of 3
, . Designer: Kevin Jennings
Company: Carroll and Lange,Inc.
Date: November 28,2005
Project: Bayshore
Location: Pond 104
1. Basin Storage Volume
= 45.45 %
A)Tributary Area's Imperviousness Ratio 0=la/100) i= y
B) Contributing Watershed Area(Area) - Area= 788.30 acres
C) Water Quality Capture Volume(WQCV) WQCV= 0.19 watershed inches
(WQCV=1.0*(0.91 -1.10•I`t 0.78*I))
D) Design Volume:Vol=(WQCV/12)•Area•1.2 Vol 15.30 .5 acre-feet
*+k. . adh
Sheet 1 of 3
Designer: Kevin Jennings
Company: Carroll and Lange,Inc.
Date: November 28,2005
Project: Bayshore
Location: Pond 105
1. Basin Storage Volume
I,= 38.50 %
A)Tributary Area's Imperviousness Ratio(i=I,/100) i=
B) Contributing Watershed Area(Area) Area= 317.20 acres
C) Water Quality Capture Volume(WQCV) WQCV s,watershed inches
(WQCV=1.0•(0.91 •1'-1.19'1`+0.78•I))
D) Design Volume:Vol=(WQCV/12)•Area•1.2 Vol= ri ei-4 acre-feet
i1
IMPin
to d G`+a - s ,fu&, '`^`a ,frs. y,+a .
x ) 's s Y
) }
V x t.,.ti`� _:r,. � "c�,�•�.�.
Sheet 1 of 3
i—. Designer: Kevin Jennings
Company: Carroll and Lange,Inc.
Date: November 28,2005
Project: Bayshore
Location: Pond 100
1. Basin Storage Volume
la= 22.07
A)Tributary Area's Imperviousness Ratio 0=I,/100) 044
B) Contributing Watershed Area(Area) Area= 274.80 acres
C) Water Quality Capture Volume(WQCV) WQCV= 0_J watershed inches
(WQCV=1.0•(0.91.1'-1.19'1 +0.78'1))
D) Design Volume:Vol=(WQCV/12)•Area•1.2 Vol= 3.407;, acre-feet
^, i3
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Ai
dk
i.
— 4L
at
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RW
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rd
ry{
Gtl
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APPENDIX D
Copies of Graphs, Tables and Nomographs used
ritl
DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF
TABLE RO-3
Recommended Percentage Imperviousness Values
Land Use or Percentage
Surface Characteristics Imperviousness
Business:
Commercial areas 95
Neighborhood areas 85
Residential:
Single-family
._ Multi-unit(detached) 60
Multi-unit (attached) 75
Half-acre lot or larger *
Apartments 80
Industrial:
Light areas 80
Heavy areas 90
Parks, cemeteries 5
Playgrounds 10
Schools 50
Railroad yard areas 15
Undeveloped Areas:
Historic flow analysis 2
Greenbelts, agricultural 2
Off-site flow analysis 45
(when land use not defined)
Streets:
Paved 100
Gravel (packed) 40
Drive and walks 90
Roofs 90
Lawns, sandy soil 0
Lawns, clayey soil 0
* See Figures RO-3 through RO-5 for percentage imperviousness.
Based in part on the data collected by the District since 1969, an empirical relationship between C and
the percentage imperviousness for various storm return periods was developed. Thus, values for C can
be determined using the following equations (Urbonas, Guo and Tucker 1990).
Cq = KA + (1.31i' -1.44/2 + 1.135i-0.12) for CA ≥ 0, otherwise CA =0 (RO-6)
CCD = KCD + (0.858i' - 0.78612 + 0.774i+ 0.04) (RO-7)
_ CB = (CA + CCD)/2
^ in which:
i= % imperviousness/100 expressed as a decimal (see Table RO-3)
-- 06/2001 RO-9
Urban Drainage and Flood Control District
37
DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF
-
TABLE RO-5
Runoff Coefficients, C
- Percentage
Imperviousness Type C and D NRCS Hydrologic Soil Groups
2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
- 0% 0.04 0.15 0.25 0.37 0.44 0.50
5% 0.08 0.18 0.28 0.39 0.46 0.52
10% 0.11 0.21- 0.30 0.41 0.47 0.53
-
15% 0.14 0.24 0.32 0.43 0.49 0.54
20% 0.17 0.26 0.34 0.44 0.50 0.55
25% 0.20 0.28 0.36 0.46 0.51 0.56
30% 0.22 0.30 0.38 0.47 0.52 0.57
35% 0.25 0.33 0.40 0.48 0.53 0.57
40% 0.28 0.35 0.42 0.50 0.54 0.58
45% 0.31. 0.37 0.44 0.51 0.55 0.59
- 50% 0.34 0.40 0.46 0.53 0.57 0.60
55% 0.37 0.43 0.48 0.55 0.58 0.62
60% 0.41 0.46 0.51 0.57 0.60 0.63
65% 0.45 0.49 0.54 0.59 0.62 0.65
70% 0.49 0.53 0.57 0.62 0.65 0.68
75% 0.54 0.58 0.62 0.66 0.68 0.71
_ 80% 0.60 0.63 0.66 0.70 0.72 0.74
85% 0.66 0.68 0.71 0.75 0.77 0.79
90% 0.73 0.75 0.77 0.80 0.82 0.83
95% 0.80 0.82 0.84 0.87 0.88 0.89
- 100% 0.89 0.90 0.92 0.94 0.95 0.96
Type B NRCS Hydrologic Soils Group
0% 0.02 0.08 0.15 0.25 0.30 0.35
- 5% 0.04 0.10 0.19 0.28 0.33 0.38
10% 0.06 0.14 0.22 0.31 0.36 0.40
15% 0.08 0.17 0.25 0.33 0.38 0.42
20% 0.12 0.20 0.27 0.35 0.40 0.44
-
25% 0.15 0.22 0.30 0.37 0.41 0.46
30% 0.18 0.25 0.32 0.39 0.43 0.47
35% 0.20 0.27 0.34 0.41 0.44 0.48
- 40% 0.23 0.30 0.36 0.42 0.46 0.50
45% 0.26 0.32 0.38 0.44 0.48 0.51
50% 0.29 0.35 0.40 0.46 0.49 0.52
-
55% 0.33 0.38 0.43 0.48 0.51 0.54
60% 0.37 0.41 0.46 0.51 0.54 0.56
65% 0.41 - 0.45 0.49 0.54 0.57 0.59 t
70% 0.45 0.49 0.53 0.58 0.60 0.62
-
75% 0.51 0.54 0.58 0.62 0.64 0.66
80% 0.57 0.59 0.63 0.66 0.68 0.70
85% 0.63 0.66 0.69 0.72 0.73 0.75
- 90% 0.71 0.73 0.75 0.78 0.80 0.81.
95% 0.79 0.81 0.83 0.85 0.87 0.88
^ 100% 0.89 0.90 0.92 0.94 0.95 0.96
- 06/2001 RO-11
Urban Drainage and Flood Control District
38
DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF
- 90
80 — 15,000 sq.It.homes I-
-
70 ! / -
/ ' 16,000 sq.ft.homes I'
60 /
i? / r - 13.000 sq.ft.homes I
a
50 r / r r / yn -
— / r
45/- m-)r , r p,000 sq.ft.homes 1.
e 40a. - / - r - - _ r
o
r 30 r�. - I ' '1,000 so.ft.homes I.
/ I
• •r /
— ZO f
10
— 0 (�5
0 2 V) 6
Single Family Dwelling Units per Acre
FIGURE RO-5
Watershed Imperviousness, Single-Family Residential Two-Story Houses
000I
_�0 80o -�too-rr
c 060 -.._.. -.-__.
a •_.. _-. X50-yr
-4--25-yr
0 050 -._ -- ;-e- yr
t
i ' ' 1-a-5-Y,
040 _- -_ __. -.-2-yr
— 0.30
0 20 ! --
— 0.10
•
000
0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%
-
Watershed Percentage Imperviousness
-- FIGURE RO-6
— Runoff Coefficient, C, vs. Watershed Percentage Imperviousness NRCS Hydrologic Soil Group A
06/2001 RO-17
Urban Drainage and Flood Control District
39
RUNOFF DRAINAGE CRITERIA MANUAL (V. 1)
3.2.2 Depression Losses. Rainwater that is collected and held in small depressions and does not
become part of the general surface runoff is called depression loss. Most of this water eventually
infiltrates or is evaporated. Depression losses also include water intercepted by trees, bushes, other
vegetation, and all other surfaces. The CUHP method requires numerical values of depression loss as
inputs to calculate the effective rainfall. Table RO-6 can be used as a guide in estimating the amount of
depression (retention) losses to be used with CUHP.
TABLE RO-6
Typical Depression Losses for Various Land Covers
(All Values in Inches)
(For Use With CUHP Method)
Land Cover Range in Depression (Retention) Losses Recommended
Impervious:
Large paved areas 0.05 - 0.15 0.1
Roofs-flat 0.1 - 0.3 0.1
Roofs-sloped 0.05 - 0.1 0.05
Pervious:
Lawn grass 0.2 -0.5 0.35
Wooded areas and open fields 0.2 - 0.6 0.4
When an area is analyzed for depression losses, the pervious and impervious loss values for all pads of
the watershed must be considered and accumulated in proportion to the percent of aerial coverage for
each type of surface.
3.2.3 Infiltration. The flow of water into the soil surface is called infiltration. In urban hydrology much of
the infiltration occurs on areas covered with grass. Urbanization can increase or decrease the total
amount of infiltration.
Soil type is the most important factor in determining the infiltration rate. When the soil has a large
percentage of well-graded fines, the infiltration rate is low. In some cases of extremely tight soil, there
may be, from a practical standpoint, essentially no infiltration. If the soil has several layers or horizons,
the least permeable layer near the surface will control the maximum infiltration rate. The soil cover also
plays an important role in determining the infiltration rate. Vegetation, lawn grass in particular, tends to
increase infiltration by loosening the soil near the surface. Other factors affecting infiltration rates include
slope of land, temperature, quality of water, age of lawn and soil compaction.
As rainfall continues, the infiltration rate decreases. When rainfall occurs on an area that has little
antecedent moisture and the ground is dry, the infiltration rate is much higher than it is with high
antecedent moisture resulting from previous storms or land irrigation such as lawn watering. Although
antecedent precipitation is very important when calculating runoff from smaller storms in non-urbanized
RO-20
06/2001
Urban Drainage and Flood Control District L/
/O
RUNOFF DRAINAGE CRITERIA MANUAL (V. 1)
TABLE RO-7
Recommended Horton's Equation Parameters
NRCS Hydrologic Infiltration (inches per hour) Decay
— Soil Group Initial—f Final f0 Coefficient—a
A 5.0 1.0 0.0007
B 4.5 0.6 0.0018
- C 3.0 0.5 0.0018
D 3.0 0.5 0.0018
To calculate the maximum infiltration depths that may occur at each time increment, it is necessary to
integrate Equation RO-8 and calculate the values for each time increment. Very little accuracy is lost if,
instead of integrating Equation RO-8, the infiltration rate is calculated at the center of each time
increment. This "central" value can then multiplied by the unit time increment to estimate the infiltration
depth. This was done for the four NRCS hydrologic soil groups, and the results are presented in Table
RO-8. Although Tables RO-7 and RO-8 provide recommended values for various Horton equation
parameters, these recommendations are being made specifically for the urbanized or urbanizing
watersheds in the Denver metropolitan area and may not be valid in different meteorologic and climatic
— regions.
TABLE RO-8
Incremental Infiltration Depths in Inches*
NRCS Hydrologic Soil Group
Time in Minutes" A B C and D
5 0.384 0.298 0.201
10 0.329 0.195 0.134
15 0.284 0.134 0.096
20 0.248 0.099 0.073
- 25 0.218 0.079 0.060
30 0.194 0.067 0.052
35 0.175 0.060 0.048
40 0.159 0.056 0.045
- 45 0.146 0.053 0.044
50 0.136 0.052 0.043
55 0.127 0.051 0.042
_ 60 0.121 0.051 0.042
65 0.115 0.050 0.042
70 0.111 0.050 0.042
75 0.107 0.050 0.042
80 0.104 0.050 0.042
85 0.102 0.050 0.042
90 0.100 0.050 0.042
95 0.098 0.050 0.042
- 100 0.097 0.050 0.042
105 0.096 0.050 0.042
110 0.095 0.050 0.042
115 0.095 0.050 0.042
- 120 0.094 0.050 0.042
^ ' Based on central value of each time increment in Horton's equation.
**Time at end of the time increment.
— RO-22
06/2001
urban Drainage and Flood Control District /,
`t 4
STORAGE DRAINAGE CRITERIA MANUAL (V. 2)
attempt to account for the effects of the WQCV on all control levels whenever it performs watershed-level
drainage and flood control system master plans.
3.2 Sizing of On-Site Detention Facilities
3.2.1 Maximum Allowable Unit Release Rates for On-Site Facilities. The maximum allowable unit
release rates per acre for on-site detention facilities for a number of design return periods are listed in
Table SO-1. These rates apply unless other rates are recommended in a District-approved master plan.
The predominant soil group for the total tributary catchment shall be used for determining the allowable
release rates. Multiply the unit rates provided in Table SO-1 by the tributary catchment's area to obtain
the actual design release rates in cubic feet per second (cfs). Whenever Natural Resources
Conservation Service (NRCS) soil surveys are not available for the portion of a county being studied,
extrapolate their types using soil investigations at the site.
TABLE SO-1
Recommended Maximum Allowable Unit Flow Release Rates (cfs/acre) of Tributary Catchment
Design Return
Period NRCS Hydrologic Soil Group
(Years) A B C & D
2 0.02
0.03 0.04
5 0.07
— 0.13 0.17
10 0.13
0.23 0.30
25 0.24
0.41 0.52
50 0.33
0.56 0.68
100 0.50
0.85 1.00
3.2.2 Empirical Equations for the Sizing of On-Site Detention Storage Volumes. Urbonas and
Glidden (1983), as part of the District's ongoing hydrologic research, conducted studies that evaluated
peak storm runoff flows along major drainageways. The following set of empirical equations provided
preliminary estimates of on-site detention facility sizing for areas within the District. They are not intended
for use when off-site inflows are present or when multi-stage controls are to be used (e.g., 10- and 100-
year peak control) at the storage facility. In addition, these equations are not intended to replace detailed
hydrologic and flood routing analysis, or even the analysis using the Rational Formula-based FAA method
for the sizing of detention storage volumes. The District does not promote the use of these empirical
equations. It does not object, however, to their use by local governments who have adopted them or
want to adopt them as minimum requirements for the sizing of on-site detention for small catchments
within their jurisdiction. If the District has a master plan that contains specific guidance for detention
_ SO-8
06/2001
Urban Drainage and Flood Control District
DRAINAGE CRITERIA MANUAL (V. 2) STORAGE
storage or sizing of on-site detention facilities, those guidelines should be followed instead. The empirical
equations are as follows:
=K,A (SO-1)
for the 100-year:
(1.781 - 0.002 12 - 3.56)
K100 = 900 (SO-2)
for the 10-year:
(0.951- 1.90)
Klo 1,000 (SO-3)
for the 5-year:
_ (0.771 -2.65)
KS 1,000 (SO-4)
in which:
V, = required volume where subscript i = 100-, 10-or 5-year storm, as appropriate (acre-feet)
K,= empirical volume coefficient where subscript i = 100-, 10-or 5-year storm, as appropriate
I= fully developed tributary catchment imperviousness (%)
A =tributary catchment area (acres)
Design Example 6.1 shows calculations of allowable release rate and storage requirement using
empirical equations.
3.2.3 Rational Formula-Based Modified FAA Procedure. The Rational Formula-based Federal
Aviation Administration (FAA) (1966)detention sizing method (sometimes referred to as the "FAA
Procedure"), as modified by Guo (1999a), provides a reasonable estimate of storage volume
requirements for on-site detention facilities. Again, this method provides sizing for one level of peak
control only. The method may also be used for initial sizing of detention storage volumes whenever a
detailed hydrograph routing design method is used.
The input required for this Rational Formula-based FAA volume calculation procedure includes:
A = the area of the catchment tributary to the storage facility(acres)
06/2001 SO-9
Urban Drainage and Flood Control District
5•
y
t2
_
.41
_ Iz
APPENDIX E
Excerpts from the South Weld I-25 Corridor Master Drainage Plan
I. V s{
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semen 3/2/99 <.n„: aNu•Mma.eo.m dnkalorY �.� EEmffiv EXISTING DRAINAGE FACILITIES 4
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•
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SUBBASIN EF
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GENERAL NOTES /
Si ® •
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ra
N091ZWaMIDICA93SBM! I-25 CORRIDOR
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rasoa,aaol COWELD_SUB CJP of 50n Consulting Engineers, lace PAZOg1]OANM
1IT anng1' w
l^ 3/2/99 ev awl•War braves •& trostsaYl • �• 7 F.O.BO][TH '7
-i [0 a� arrow, 9/0)/B9 �oew< '1011 ramp� � to • 1 tn�ar,mcoRABppm SUBBASIN MAP
SNEf15
r.
The Master Drainage Plan
contains oversized maps
- Overall Stormwater Management
Plan (Sheet 1 of 1 )
- Proposed Master Drainage Plan
(Sheets 1 thru 6)
Please see Originals in File
Hello