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' FINAL DRAINAGE REPORT
FOR
' SPRING CANYON COMMUNITY PARK
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' Prepared for
' City of Fort Collins
Stormwater Utility
' 215 North Mason
Fort Collins, Colorado 80524
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ASSOCIATES
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FINAL DRAINAGE REPORT
FOR
SPRING CANYON COMMUNITY PARK
Prepared for
City of Fort Collins
Stormwater Utility
215 North Mason
Fort Collins, Colorado 80524
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ASSOCIATES
P.O. Box 270460
Fort Coilins, Colorado 80527
(970) 223-5556, FAX (970) 223-5578
Ayres Project No. 32-0890.00 (Task 5)
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TABLE OF CONTENTS
1. Introduction ...................................................................................................................1
2. Existing Drainage Conditions ........................................................................................1
3. Preliminary Drainage Plan for the Spring Canyon Community Park ..............................2
' 3.1 General ......................................................................................................:...........2
3.2 Proposed Conditions Hydrology .............................................................................3
3.3 Proposed Drainage Plan ..........................................:............................................. 4
' 3.3.1 Pond A .......................................................................•----....:...........................5
3.32 Pond B ............................................................................................................6
3.3.3 Pond C ............................................................................................................7
, 3.3.4 Storm Sewer System ...................................................................................... 7
3.3.5 PV&L and Spring Creek Intersection. .7
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3.4 Hydraulic Analysis ..................................................................................................8
4. MODSWMM Analysis ....................................................................................................8
5. Spring Creek Floodplain Analysis ..................................................................................9
5.1 Purpose and Scope of Study ................................................................................10
5.2 Structure within the Floodplain .............................................................................10
5.3 CLMOR Summary ................................................................................................10
6. Erosion Control ...........................................................................................................11
7. References ..................................................................................................................12
TECHNICALAPPENDIX ................................................................................................... --
LIST OF FIGURES
Figure 1. Vicinity map of the Spring Canyon Community Park . ............................................1
LIST OF TABLES
Table 1. 100-Year Discharge From Spring Creek Master Plan MODSWMM Model. ...........2
Table 2. Rational Method Parameters and Results by Basin Number . ................................ 5
Table 3. Detention Summary for Onsite Detention Faci�ities . .............................................. 7
Table 4. Storm Sewer Inlet Summary for Spring Canyon Community Park .:....................... 8
Table 5. ModSWMM Basin Summary ..................................................................................9
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� 1. INTRODUCTION
� The Spring Canyon Community Park (SCCP) project consists of approximately 136 acres
located on the north side of West Horsetooth Road (LCR-40) and east of the Pineridge
Natural Area in Fort Collins, Colorado. Figure 1 shows a vicinity map of the project site.
� The proposed development would convert an agricultural use area (alfalfa hay) to a
recreational park with numerous athletic facilities, recreational opportunities, and maintained
multi-use open areas.
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' Figure 1. Vicinity map of the Spring Canyon Community Park.
2. EXISTING DRAINAGE CONDITIONS
� The existing Spring Canyon Community Park development site is primarily undeveloped.
For decades, the property has been used as flood-irrigated grassland. The regularity of the
� existing ground contours shows evidence of a historic reworking of the land, with a ground
slope of approximately 1.0% from south to north. Around the southern portion of the site,
the Taft Lateral is a periodic irrigation channel that is fed from a pressurized pipe system,
, with an outlet near the western terminus of Horsetooth Road. Through the middle of the
site, a small drainage collector channel has been excavated to convey excess irrigation and
stormwater flows north to Spring Creek.
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In the western portion of the Park site, Spring Creek is a poorly defined channel that also
appears to have been excavated to convey nuisance stormwater flows to the north. Several
large deciduous trees have grown adjacent to the Spring Creek channel. On the far north
end of the Park site, the Spring Creek channel becomes more defined, and bends to the
northeast. At its confluence with the Pleasant Valley and Lake Canal (PV8�L), Spring Creek
is conveyed in a 12-inch pipe under the canal, with any excess flows being conveyed over
the ditch. It should be noted that at this location, the canal appears to have been dug
primarily from excavation, meaning the downstream bank does not appear to be a fill-slope,
but instead native soil. With the existing condition climate and irrigation practices, the Spring
Creek channel does not have a consistent base flow until downstream of the PV&L Canal.
On the southern boundary of the Park, Horsetooth Road has been extended west to
� Horsetooth Court. Runoff from Horsetooth Road, Horsetooth Court and releases from the
Springfield Subdivision detention pond are al! conveyed on the south side of Horsetooth
Road west to the valley low point.
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In the southwest corner of the proposed Park site, there is an existing fenced-in dog park.
The vegetation in this park site has been predominantly removed in this area, resulting in a
more hard-packed earth, rather than grassed vegetation that characterizes the surrounding
Park site. .
On the western boundary of the Park, the northern frontage of the Spring Creek channel is
bounded on the west by Cottonwood Glen Park, a neighborhood park constructed in 2000.
The drainage patterns on the Cottonwood Glen Park generally direct water from west to
east. A portion of the runoff is intercepted by a landscape/irrigation lake and released to
Spring Creek. The remainder of the runoff is discha�ged directly to Spring Creek.
The Spring Creek Master Drainage Plan provided a big-picture hydrologic analysis of the
Spring Creek Basin, including the Park site. The hydrologic modeling was completed in
MODSWMM and is representative of developed conditions with existing drainage facilities.
The discharge in Spring Creek at various design points in the vicinity of the Park site are
given in Table 1. Please refer to the appendix for the existing City of Fort Collins model
(SCDEV100.out).
Table 1. 100-Year Discharge From Spring Creek Master Plan MODSW MM Model.
Location Model Node Dischar e
Horsetooth Road 961 1,412
Mid- oint of S rin Can on Communit Park 962 i,680
Pleasant Valle and Lake Canal 338 1,871
Model SCDEV100.OUT provided by City of Fort Collins, March 24, 2005
3.
3.1
PRELIMINARY DRAINAGE PLAN FOR THE SPRING CANYON
COMMUNITY PARK
General
The preliminary drainage plan for the Spring Canyon Community Park has been developed
to provide a drainage system that meets the requirements established in the City of Fort
Collins Storm Drainage Design Criteria and Construction Standards manual. This has been
accomplished by designing a series of inlets, storm sewers, underdrains, and detention
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ponds that will collect, convey, and detain runoff. Sheet C2.3 and C2.4 show the drainage
plan for Spring Canyon Community Park. The proposed locations of the regional detention
pond, water quality pond and the pond outfalls to Spring Creek, are indicated on the
proposed plan sheets. Also shown are the locations of the minor storrn drainage facilities
that include curb inlets, grate inlets, combined inlets, storm sewer pipes, and minor drainage
swales. Section 3.3 of this report presents a specific description of the proposed drainage
plan for the park.
The design of inlets was performed based on the methodologies outlined in the Urban Storm
Drainage Criteria Manual (USDCM) published by the Urban Drainage and Flood Control
District (UDFCD) in Denver, Colorado. Storm sewers were designed using methods
established in the Hydraulic Engineering Circular Number 22 Urban Drainage Design
Manual, also known as HEC-22. Hydrologic calculations for the design of the local drainage
facilities were perforrned using the rational method, as described in the Fort Collins manual.
A detaited description of the design of the local drainage facilities is provided in Section 3.3.
The water quality pond was sized in accordance with methods outlined in Volume 3 of the
USDCM. The regional detention pond was sized using ModSW MM. The rational method
analysis was used to determine the 10- and 100-year runoff for the subbasins that contribute
to each pond. Details of the proposed conditions hydrology are included in Section 3.2.
3.2 Proposed Conditions Hydrology
The proposed Spring Canyon Community Park was subdivided into 25 individual sub-basins
with regard to topography and flow contribution. These basins are numbered 1 through 25
and were incorporated into rational method calculations performed according to the City of
Fort Collins Storm Drainage Design Criteria and Construction Standards manual.
Basins 1 through 11, approximately 24.4 acres, will drain, via a storm sewer system,
overland flow or curb and gutter, to water quality Pond B located on basin 11, just northwest
of the proposed hockey rink location.
Basins 12, 13, and 14 are mainly pervious areas that will be used for recreatiorial purposes
(i.e., soccer and baseball). The basins drain north to a large regional detention facility at the
north corner of the site, Pond A. Pond A does not provide water quality due to the small
amount of impervious land contributing to the pond. This land will generate minimal
amounts of pollutants, of which most will be settled out prior to discharge into Spring Creek.
Basins 15 and 16, approximately 1.7 acres, drain to Spring Creek with no water quality or
detention. The flow from these basins during the minor storm event is a total of 7.1 cfs.
Water quality has not been provided for these basins. Basin 15, 2.3 cfs, is a picnic area and
should not generate many pollutants while basin 16, 4.8 cfs, discharges to a small grass field
prior to entering Spring Creek.
Basin 17 contains a proposed road and parking lot. The storm water generated from this
basin wil{ flow overland, as it currently does, to an existing pond to the north, Pond D
(Cottonwood Glen Park Pond).
Basm 18 contains mainly a grassy swale that flows to Spring Creek.
Basin 19 and 20 will flow offsite. Basin 19 is located at the southeast corner of the site. The
basin will be undisturbed by the development of Spring Canyon Park. Basin 20 is a small
portion of Horsetooth Road that will be re-graded with the development of Spring Canyon
Park. Both basins currently flow offsite where they join existing storm systems. Basin E3 is
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an existing basin. This basin was created to compare the existing storm flows exiting the
site at the southeast corner of the property to the proposed flows leaving the site at the
same location. Basin E3 generates approximately 13.1 cfs during the 100-year event while
basin 19 and 20 will generate a combined flow of 7.0 cfs. This demonstrates that the flow
leaving from basins 19 and 20 is less with the development of the park.
�, Basin 21 is a basin located at the east comer of the site. The storm flows from this basin
� exit the property boundary and travel to the property to the north of the basin. Approximately
7.6 cfs will exit basin 21 with the development of the park. Basin E1 is an existing basin that
'� was created to compare the existing flows leaving the site to the north to the flows generated
,� with the development of the park. Basin E1 generates approximately 17.9 cfs during the
100-year event while basin 21 will generate approximately 7.6 cfs. Less flow will exit the
,� property to the north with the development of the park.
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Basin 22 is located along the east boundary of the site. The storm fiows from this basin flow
to the east boundary of the site where they enter an existing drainage swale. The swale
travels north where it eventually reaches Spring Creek. The flow generated from the basin is
approximately 7.5 cfs. Basin E2 is an existing basin that was created to compare the
existing flows captured by the drainage swale io the proposed flows captured. Basin E2
generates approximately 19.5 cfs. The flow entering the existing drainage swale along the
east boundary of the site is considerably less with the development of the park.
� Currently 70cfs of storrn water, during a 100-year event, flow from the foothills to the west
onto the property. If this flow was to continue as it does than it would erode out a noticeable
portion of the park. A rundown has been proposed with a small depression at the end to
capture the flow from the foothills. This flow is then channelized in a storm sewer system to
� Spring Creek. By adding in the re-graded rundown the flows from the foothills can be
controlled. Basin 23 was developed to show the area that will contribute to the rundown.
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Basins 24 and 25 contain the iand that was not captured in Basins 1 through 23. These
basins contain minimal amount of grading, mainly due to the re-alignment of Spring Creek.
There is no development planned in these basins, therefore the storm water generated from
will continue in there current designation.
The rational method calculations contain four distinct impervious values describing land uses
within the park. These land uses consist of undeveloped areas (rypically mowed grass),
gravel areas, ponds, asphalt and concrete paving. The impervious values for these areas
are 20, 50, 5, and 95%, respectively. The basin parameters and hydrologic calculations are
included in the Appendix for the 10- and 100-year storm events. This data is summarized in
Table 2.
For rational method calculations and for a basin map, please refer to the appendix.
� 3.3 Proposed Drainage Plan
' A discussion of the detailed design of drainage facilities is included in this section. Attached
to this report are the Drainage and Erosion Control Plan Sheets. Storm drainage on the
Spring Canyon Community Park will follow the flowpaths determined by the grading plan.
Flow tends to concentrate in a series of inlets that drain to a storm sewer network. Drainage
� f�om basins 1 through 14 will eventually make its way to Pond A(north central park site) or
Pond B(west central park site), where runoff discharged from the project site will be held at
controlled release rates.
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Table 2. Rational Method Parameters and Results by Basin Number.
Basin No. Drainage Area Percent Q,o Q,�
ac Im ervious % cfs cfs
1 2.78 58 10.2 7.82
2 4.89 41 14.4 9.06
3 0.92 25 11.4 1.37
4 1.93 84 13.3 7.14
5 0.73 28 12.0 1.02
6 0.71 28 8.8 1.12
7 4.52 48 13.4 10.09
8 4.14 42 12.9 8.14
9 2.22 69 13.1 6.76
10 0.19 80 5.0 0.93
11 1.40 29 12.0 2.16
12 2.55 24 13.7 3.23
13 2.49 28 12.9 3.47
14 42.27 21 24.5 38.12
15 0.55 70 5.0 2.34
16 1.10 73 5.0 4.78
17 4.27 73 5.0 18.58
18 0.86 33 11.5 1.50
19 1.04 20 5.0 1.55
20 0.43 90 5.2 2.35
21 3.51 20 13.4 3.82
22 4.49 20 20.1 3.93
23 19.40 50 13.5 42.20
24 11.38 20
25 38.00 20
E1 11.52 20 24.8 9.07
E2 9.88 20 14.9 10.25
E3 3.29 43 12.5 6.58
3.3.1 Pond A
Pond A is a 48.6 acre-foot regional detention pond contained entirely on SCCP properry.
Several drainage basins contribute stormwater flows to Pond A. The majority of the tributary
flow to Pond A results from the overtopping of Spring Creek just west of the basketball
courts. This is a designed Spring Creek overflow, created by the proposed 4- by 6-foot high
reinforced concrete box culvert (RCBC), storm sewer I, diversion structure just downstream
of the spill location. The culvert was designed to allow up to 157 cfs into Spring Creek
during a low flow event. During higher flows in Spring Creek, a portion of the flow will spill
northeast to Pond A, with a maximum spill into the pond of 1,290 cfs (during the 100-year
storm event). At this discharge, the culvert will allow 210 cfs to pass into the Spring Creek
channel. In addition, runoff from Basins 12, 13 and 14 will travel by overland flow to Pond A.
Erosion control fabric will line the spillway to protect the weir from erosion and possible
breach.
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Discharge from Pond A will uitimately be carried to Spring Creek through a 15-inch storm
sewer pipe, storm sewer F, and an overflow spillway located downstream of the RCBC
diversion structure. The spillway embankment has an elevation of 5116.5 and will have a
maximum overtopping depth of 1.9 feet, which results in a 100-year water surface elevation
is at 5118.4. The volume of the pond at 5118.4 feet is approximately 48.6 acre-feet. The
15-inch RCP was designed to allow nuisance flows through the pond before the spillway
begins to release water. During the 100-year storm 10.5 cfs will discharge into Spring Creek
through the pipe and the spillway will allow a maximum of 700 cfs to return to Spring Creek.
The pond was modeled using the Spring Creek Master Drainage Plan ModSWMM model.
Pond A is node 838 in the model. The purpose of this detention facility is to decrease the
amount of flow in Spring Creek downstream of Spring Canyon Park. By optimizing Pond A
and the downstream pond at Taft Hill Road (ModSWMM element 304), the downstream
overflow at Shields Street (ModSWMM element 902) was minimized.
The pond outflow spillway and 15-inch outlet pipe were modeled in HY-8 Culvert and a rating
curve was developed. The flows leaving the detention pond through the discharge pipe, and
through the spillway were added together to obtain a total flow leaving the facility. This ,
rating curve was placed into ModSWMM.
In the event that a greater than 100-year storm occurs, two emergency re�ease mechanisms
are in place. On Spring Creek, at the box culvert diversion point, the 100-year water surface
elevation is 1 foot below the overtopping elevation of the culvert/bridge structure. If the
water surface reaches this elevation, the water will simply overtop the structure and flow into
the downstream part of Spring Creek. In addition, the spillway within the regional detention
pond (Pond A) has enough freeboard to allow emergency spills to be contained at higher
depths across the weir. Please refer to the appendix for data corresponding to Pond A and
for the ModSWMM model results.
3.3.2 Pond B
Basins 1 through 11 contribute flow either through the storm sewer system or by overland
flow to Pond B located upstream of the RCBC diversion structure. Pond B is designed as a
grass lined pond, with a water quality discharge control structure to provide extended
duration detention for water quality. This structure will detain minor storm events for 40
hours providing a mechanism for pollutants to settle out of the stormwater runoff before
flows are discharged into Spring Creek. The water quality structure contains a grated inlet
that will allow flows up to the 10-year storm event to pass through the pond and into Spring
Creek. Flows greater than the 10-year storm event will overtop the pond, through a
controlled spillway into Spring Creek. The spillway will be lined with erosion control fabric to
prevent erosion during large storm events.
Detention for the water quality pond was determined using the Urban Drainage Flood Control
� District (UDFCD) method. This method incorporates the total impervious percentage of area
draining into the pond and calculates the water quality capture volume in inches, the depth of
the average runoff, and the total upstream tributary area.
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The total volume captured by detention Pond B is 0.50 acre-feet. At this volume, water will
rise to an elevation of 5125.03 feet. All flows exGeeding this WSEL will enter a grated inlet
that discharges through a 30-inch RCP storm sewer pipe, Storm C, into Spring Creek. Weir
flow will occur when the WSEL exceeds 5127.0 feet.
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' 3.3.3 Pond C
' Basin 3 drains to a small depression. This depression is known as Pond C. The goal of
Pond C was to detain water during the winter months for a small skating rink on the site.
This pond has a waterman gate at a manhole near the outlet of the pond on storm sewer E.
' When the gate is open the stormwater will flow to the proposed storm sewer, but when the
gate is closed ponding will occur.
' A summary of the pond storage characteristics is included in Table 3 below.
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Table 3. Detention Summary for Onsite Detention Facilities.
Pond WSEL Volume Storm Event To of Pond
Pond A'" 5118.40 ft 48.6 ac-ft 100- ear 5118.90
Pond B'* 5125.03 ft 0.50 ac-ft 10- ear 5128.00
*Pond A begins to spill over the spillway to the west at 5,116.5 ft
*"Pond B begins to spill over the spillway to the west at 5127.0 ft
3.3.4 Storm Sewer System
The storm drainage system for the park consists of one main storm sewer trunkline, Line A.
This line extends from its outlet point at Pond B just north of the parking IoUroad to a low
spot at the southeast corner of the site. This storm system picks up basins 1 through 8.
Line A starts upstream as a 24-inch RCP and ends as a 48" RCP at Pond B.
Line B is a small 24-inch RCP stub-out. The purpose of this pipe is to provide a future tie-in
for a detention pond on Basin 13. This pond may or may not be constructed, but by
providing a stub-out the developer can choose to construct the pond at a later date without
encroaching on the future floodplain of Spring Creek. If the pond were to be constructed, it
would act as a water feature and basins 12 and 13 would drain to it.
Several other basins contribute stormwater to Spring Creek. In addition to flow from Pond A,
approximately 87.1 acres from the foothills west of the park also discharge downstream of
the box culvert diversion structure. Further, approximately 19.4 acres, basin 23, of the storm
water flows from the foothills travel through a channel that runs into Spring Creek. During
the construction of the SCCP, this channel will be re-graded and lined with a turf
reinforcement blanket. The flows will travel down the channel to a low point where they will
be collected with a 36-inch RCP. The stormsewer pipe will then take water to Spring Creek
immediately downstream of the box culvert. This pipe is labeled as storm sewer H.
Please refer to the appendix for storm sewer sizing.
3.3.5 PV&L and Spring Creek Intersection
Currently, low flows from Spring Creek are conveyed under the PV&L Canaf through a 12-
inch corrugated metal culvert. Flows exceeding the capacity of this culvert (approximately 5
cfs) overtop Spring Creek and merge with flows in the PV&L canal, and ultimately spill over
the north bank of the canal back into the Spring Creek drainage. With the construction of
Spring Canyon Park, it is proposed that this pipe be replaced with a 1.5- by 6-foot reinforced
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concrete box culvert. The culvert will have the capacity to pass approximately 77 cfs prior to
overtopping into the PV&L Canal. This pipe is labeled as storm sewer G.
3.4 Hydraulic Analysis
� Storm sewer A, B, C, D and E and the associated laterals were analyzed with tMe HEC-22
energy grade line method. This provided the basis for all pipe sizing, taking into account the
tailwater conditions and headloss associated with the different hydraulic structures. The
' HEC-22 worksheet is included as part of the Appendix. Storm sewers F, G and H were
analyzed using HY-8 Culvert while storm sewer I was modeled using HEC-RAS. Inlets for
the storm sewer system were sized using UD-Inlet v1.04(CASFM).xls; a spreadsheet
� developed by UDFCD applying methods outlined in the USDCM. Area inlets were sized
using a combination of the weir and orifice equations.
' All inlets for the storm sewer system for the Spring Canyon Community Park are
summarized in Table 4.
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Table 4. Storm Sewer Inlet Summary for Spring Canyon Community Park.
Inlet Inlet Type No. of On-Grade or Q,�
Inlets Sump? (cfs)
A1 Ty e R 3 Sum 36.2
A2 T e R 2 Sum 17.2
D1 T e C 1 Sum 4.0
D2 T pe 13-Combo 1 Sum 13.9
Pond A outlet T e C 1 Sum 10.5
Pond B outlet Grated Inlet 1 --- 34.65
Inlet E1 T e C 1 Sum 2.63
� The 100-year discharge from Pond B will be 67 cfs.
' To prevent local scour at storm sewer outlets, it is necessary to include buried riprap
revetment as outlet protection. Riprap revetment design will be based on procedures
outlined in the UDFCD criteria manual. All lines discharging into Spring Creek will require
e�osion control on top of seed, soil and buried riprap to prevent local scour and erosion. See
1 the drawings for further information. The spillways for both ponds A and B will be protected
with Erosion Control Fabric to protect the weir from erosion and possible breach.
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4. MODSWMM ANAYLSIS
The City of Fort Collins master plan was updated to show the development of Spring Canyon
Park. The park was divided into four main basins.
Basin 145 contains the land that will drain into the water quality pond B, then into Spring
Creek.
Basin 345 contains the land that will drain to the regional detention pond A, node 838 in the
model.
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Basin 147 contains the land west of Spring Creek and south of the box cuivert diversion.
The basin also contains the part of the foothills that drains to Spring Creek south of the
diversion.
Basin 347 contains the land west of Spring Creek and north of the box culvert diversion.
The basin also contains the part of the foothills that drains to Spring Creek north of the
diversion.
The areas of the basins around the park have also been modified due to a change of area
flowing off the property. In ail cases, the areas of the surrounding basins have been
decreased due to a decrease in area flowing offsite. Table 5 shows which basins have been
modified. Please refer to the appendix for the ModSW MM model.
Table 5. ModSW MM Basin Summary
Basin Area (acres) Percent Width (ft) Slope (fUft)
Impervious (%)
8 52.2 45 7700 0.010
11 42.6 60 4000 0.010
144 62.0 30 4204 0.013
145 24.4 50 3549 0.024
147 49.3 10 4295 0.064
150 98.4 20 6000 0.070
345 47.3 22 4121 0.012
347 87.1 10 7588 0.064
5. SPRING CREEK FLOODPLAIN ANALYSIS
The construction of the SCCP will significantly impact the floodplain, drainage patterns, and
flow characterization of Spring Creek throughout the park property. The land use throughout
the project site will be typical of urban parks and contain a mix of athletic fields, parking lots,
recreational facilities; and maintained open space. The reach of Spring Creek that flows
through the park will be constrained to a well-defined channel to control flow and minimize
the impact of flood events on park property. The proposed channel alignment will intercept
flows south of the park site and direct them along the west edge of the property before
merging with the existing Spring Creek channel adjacent to Cottonwood Glen Park. The
proposed trapezoidal channel will have a bottom width of approximately 30 feet and typical
side slopes of 6:1. To lessen the impact of the natural grade, 3-ioot drop structures were
incorporated into the design of the channel to control velocities and prevent channel erosion.
The channel side slope grading and top width were varied to present a more natural
appearance through the park. In addition, the channel configuration was aligned to protect
the large existing cottonwood trees located along the channel banks. Within the park, the
proposed Spring Creek channel was designed to contain major storm events,•up to a 100-
year event, and significantly reduce overbank flooding. All Iocal storm drainage from the
park property will be routed to Spring Creek through a stormsewer system as previously
described.
The upstream reach of Spring Creek, south of the park, on City of Fort Collins Natural Areas
property, will merge with the proposed Spring Creek channel. The creek will continue narth
onto park property, and run along the west edge of the property. Near the north edge of the
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park, a diversion structure is designed to divert flow from Spring Creek and into the
proposed regional detention pond. Stormwater will be detained in the pond to minimize
downstream impacts on Spring Creek during large rainfall events. The diversion structure
will consist of a 4- by 6-foot box culvert in the main channel that will allow up to 210 cfs to
continue down the Spring Creek channel. The backwater caused by the box culvert will
cause excess flows to be diverted over the east bank of the channel into the regional
detention pond. Discharges from the detention pond return to Spring Creek via an overflow
spillway and a 15-inch stormsewer pipe.
5.1 Purpose and Scope of Study
The purpose of this floodplain analysis is to provide data necessary for the design and
realignment of the upper reach of Spring Creek, and to determine impacts•of the floodplain
on SCCP property. To meet this objective, hydraulic analyses of the duplicate effective,
corrected effective, existing condition, and proposed condition were performed for the 2-,
10-, and 100-year events. The upper Spring Creek reach extends from the upper limit of the
Master Plan model down to the Spring Creek crossing of the PV&L canal. The proposed
conditions model will be merged wiih the downstream reach as part of a comprehensive
CLOMR submittal to FEMA. This report will focus on the existing (EC) conditions model as
well as the proposed (PR) conditions model. Please refer to the Hydrologic Modeling,
Hydraulic Analyses and revised Flood Hazard Mapping for Spring Creek, prepared by
Anderson Engineering, dated February 8, 2006 for further detail on the floodplain analysis.
5.2 Structure within the Floodplain
The proposed park layout shows a bathroom witfiin the limits of the proposed floodplain.
The surrounding base flood elevations near the bathroom are 5118 to 5117. In order to
keep the bathroom out of the floodplain, the finished floor elevation of the bathroom should
be at 5121.75. All other structures in the floodplain (i.e., courts, bike paths, utilities,
landscaping...) should be in compliance with chapter 10 of the City Code.
An approved Floodplain Use Permit is required for the structure and for the elements of the
park within the floodplain prior to the start of construction.
An approved elevation certificate is required for the structure prior to release of the C.O.
For more information on the �floodplain analysis please refer to the Spring Canyon Park
Hydraulic Analysis and Design Report dated September 2005.
5.3 CLMOR Summary
A CLOMR is required to determine if the proposed development in a floodplain will impact
the surrounding properties and to see what impact the development will have on the existing
floodplain. After the CLOMR has been submitted and approved by FEMA, construction can
begin on the development. Once the proposed project has been constructed a LOMR shall
be completed to insure that the impacts to the surrounding properties are minimal. A LOMR
will be submitted after completion of Spring Canyon Park.
It should be noted that a few items have been adjusted since the Spring Canyon Park
CLOMR FEMA submittal. These items have been analy2ed and properties off of the Spring
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Canyon Park property should not be affected by the changes. All changes to the floodplain
since the CLOMR are minimal and occur on the park properry. The following itemizes the
changes:
1) A wetland has been added near the end of the reach. A cross section has been added
and the creek splits briefly to model the wetland.
2) The 4x6 RCBC has been lengthened from 16 feet to 24 feet.
3) The ModSWMM basins have been adjusted slightly, therefore adjusting the model
hydrology slightly.
These changes shall be reflected in the CLOMR.
6. EROSION CONTROL
Construction of the Spring Canyon Park will require implementation of erosion control BMPs
to minimize the amount of sediment carried offsite by wind and water. Drainage from the
park property flows into Spring Creek and erosion control practices must be implemented to
minimize the impacts.
The Rainfall Performance Standards for Spring Creek Park, during and after construction,
were calculated to be 80.3 and 94.4, respectively. Therefore the erosion plan shall be
developed to contain 80.3 and 94.4% of the rainfall sediment that would normally flow off a
bare ground site during a 10-year rainfall event for both pre- and post-construction
conditions. The Effectiveness values for the site during and after construction were
determined to be 84.6 and 97.6, respectively. These values demonstrate that the developed
Erosion Control Plan contains at least the minimum amount of rainfall sediment on-site
required during and after construction, therefore, the erosion control plan below meets the
City of Fort Collins requirements. The erosion control calculations can be found in the
appendix.
, The erosion control methods to be implemented during the construction of the Spring
Canyon Park is located on the Erosion Control Sheet. The City of Fort Collins erosion and
sediment control construction notes are included on this sheet. Erosion control BMPs for
1 construction of the Spring Canyon Park will include wattle dikes and straw bale dikes set
across all flowpaths determined by the general grading plan. The wattle dikes are placed in
the flow paths for each 2 ft of vertical drop to slow the conveyance of water and prevent
' significant erosion before vegetation is installed. The straw bales dikes are to be used in the
constructed portion of the Spring Creek channel. Silt fencing is to be added around the
construction site to prevent sediment form leaving the site during construction. Drop inlet
� protection will be installed around each inlet, grated manhole lid, and pond outlet structure to
prevent sediment from leaving the project site and entering Spring Creek or downstream
stormwater facilities. Straw mulch will be applied after seeding to prevent erosion from
runoff and help establish plant cover. A vehicle-tracking pad is to be installed at the south
� entrance of the project site to prevent mud from being carried off site on vehicle tires.
Vehicle tracking pads must also be provided at any other access locations to the worksite.
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All disturbed areas not in the roadway or greenbelt shall have temporary vegetation seed
applied within 30 days of initial disturbance. After seeding, hay or straw mulch shall be
applied over the seed at a rate of 1.5 tn/ac minimum, and the mulch shall be adequately
anchored, tacked, or crimped into the soil. Those roads that are to be paved as part of the
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development must have a 1-inch layer of gravel mulch applied at a rate of at least 135 tn/ac
immediately after over lot grading is completed. The pavement structure shall be applied
with in 30 days after the utilities have been installed.
If the disturbed areas will not be constructed upon within one growing season, a permanent
� seed shall be applied. After seeding, a hay or straw mulch shall be applied over the seed at
a minimum rate of 1.5 tn/ac, and the mulch shall be adequately anchored, tacked or crimped
into the soil. In the event a portion of the roadway pavement surface and utilities will not be
� constructed for an extended period of time after over lot grading, a temporary vegetation
seed and mulch shall also be applied to the roadway areas as previously discussed.
7. REFERENCES
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Anderson Consulting Engineers, 2003. Spring Creek Master Drainage Plan — Baseline
Hydrology.
Anderson Consulting Engineers, 2003. Spring Creek Master Drainage Plan — Baseline
Hydraulics.
Anderson Consulting Engineers, 2003. Spring Creek Master Drainage Plan — Selected Plan
Improvements.
Anderson Consulting Engineers, 2006. Hydrologic Modeling, Hydraulic Analyses and
Revised Flood Hazard Mapping for Spring Creek, Volumes I, II, and III.
Ayres Associates Inc, 2005. Preliminary Drainage Report for Spring Canyon Community
Park.
Ayres Associates Inc, 2005. Spring Canyon Park Hydraulic Analysis and Design Report.
Code of Federal Regulations, National Flood Insurance Program, 44 CFR Parts 59, 60, 65,
70, and 72.
Federal Emergency Management Agency, 1996. Flood Insurance Study, Larimer County,
CO.
Federal Highway Administration, Culvert Analysis Program HY-8, Version 6.1.
U.S. Department of the Army Corps of Engineers, 2004. Hydrologic Engineering Center,
HEC-RAS River Analysis System, Version 3.1.2.
Urban Drainage and Flood Control District, 2001. Urban Storm Drainage Criteria Manual,
Volume 2.
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'� APPENDIX
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' RATIONAL METHOD CALCULATIONS
10-YEAR
100-YEAR
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SPRING CANYON PARK 100 -Year
RATIONAL METHOD CALCULATIONS
Storm Event 100-Year
Basin Parameters and Calculated Peak Flows
Pap� 1 d 2
Ratlonal WHadG/ulatlms
BsNn PaanNlvs and GlWaf�W Pwk Row
f00-ywr Srorm Ev�nt
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SPRING CANYON PARK 100 -Year
RATIONAL METHOD CALCULATIONS
SYorm Event 100•Year
� Basin Parameters and Calculated Peak Flows
�
BASIN OESIGN
� NUMBER POINT
1 1
� 2 2
3 3
4 4
S 5
e s
� 7 7
8 B
9 9
70 10
11 11
� 12 12
13 13
14 14
15 15
18 16
� 17 17
18 18
1Y 19
20 20
21 21
, 22 Y2
2J 23
24 24
25 25
� E1 E1
E2 E2
E] E3
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easin Locatbn
Ground
draining to road south of play ground
draining to small depression west of play grow
etooth (south entrance)
east of underpass
west of underpass
haK of dreinage to inlet At (iust south o( tennis
half of drainage to inlet A1 (west o( lennis cou
I west of hockeY rink
: Park (sarth of tennis courts)
�age swale arxf water qualiry pond 8(north of I
nvest baseball diamond
essbn noRh of basebail diamond
ntion Pond A
i parking lot, west of Spring Creek
e soulh of basin 17
ieast comer of site
I in the southeast corrrer of [he sRe
corner ot site
boundary of sde
lown 1 at west edge ot park near mainten
g Creek (south half of site not included in
g Geek (rqrth half of site not included in
3 east boundary of site
corner of sfte
�east cwner o( site
Mributina to Water �ualitv Pond B IMc
..��_�_ ��
TIME OF CONCENTRATION CALCULATIONS PEAK DISCHARGE CALCULATIONS
Overland Flow Gutter Flow Tfine of Concentration Peak Dlscha
Computed Caltulated
Averape ��a� Averape Gutter Fla++ Discharge Adluste�l
xland Fbw Overland Flow Gutter Flow Gutter Trave Time of Time of Rainiaq Peak
Overland 1� F�' 6utler Flow Gutter Comeyance Final t, Removed Peak Dlecharpe.
D{R� �� Time, Lergth (ft) Siope ��� Coefficierd ��� 4(m �) �4 (mia)� C� {n� )� (min) � ��� Q���' ny Ex Sys C�..�,q
(�.l �oY (mm) (%) � ��4+td �=utao.lo �`�s1 lctsl
100 1.00 8.5 100 1.00 PV 20 2.0 0.8 7.4 �1.1 7.4 840 17.5 0.0 17.54
300 4.17 10.9 490 0.50 PV 20 1.4 5.8 18.7 14.4 14.4 6.30 17.2 0.0 17.19
197 3.55 12.1 50 0.50 GW 15 1.1 0.8 12.9 11.4 11.4 7.20 2.6 0.0 2.83
138 2.00 1.7 756 0.50 PV 20 1.4 8.9 10.7 15.0 10.7 7.20 13.9 0.0 13.89
202 2.97 12.9 163 4.29 PV 20 4.1 0.7 13.5 �2.0 12.0 6.90 2.0 0.0 2.03
60 2.50 7.4 127 4.29 PV 20 4.1 0.5 7.9 �1.0 7.9 8.40 2.4 0.0 2.40
300 1,60 12.7 310 1.60 PV 20 2.5 2.0 14.7 �3.4 13.4 6.90 20.0 0.0 20.01
300 1.60 14.9 225 1.60 PV 20 2.5 1.5 16.3 12.9 12.9 6.90 16.2 0.0 16.f5
300 1.33 6.1 265 1.51 PV 20 2.5 1.8 7.9 �3.1 7.9 8.40 16.2 0.0 18.15
15 2.50 0.5 60 0.50 PV 20 1.4 0.7 12 10.4 5.0 9.24 1.8 0.0 1.77
175 2.86 11.6 785 2.70 PV 20 3.3 0.9 12.5 12.D 12.0 6.90 4.4 0.0 4.39
300 1.00 23.8 370 0.50 GW 15 1.1 5.8 29.6 13.7 13.7 6.90 6.4 0.0 l.41
300 1.50 19.8 225 1.30 GW 15 1.7 2.2 22.0 12.9 12.9 8.90 6.9 0.0 8.88
300 1.00 24.0 2314 1.00 GW 15 1.5 25.7 49.8 24.5 24.5 4.90 74.1 0.0 74.12
125 1.00 4.3 0 0.00 GW 15 0.0 0.0 0.0 0.0 5.0 9.24 4.5 0.0 4.50
200 5.00 3.0 0 0.00 PV 20 0.0 0.0 0.0 0.0 5.0 924 9.2 0.0 9.19
240 5.00 3.3 0 0.00 PV 20 0.0 0.0 0.0 0.0 5.0 9.24 35.8 0.0 ]5.77
185 5.00 9.5 140 5.00 GW 15 3.4 0.7 10.2 �1.8 10.2 720 2.9 0.0 2.BB
190 3.00 14.1 0 0.00 PV 20 0.0 0.0 0.0 0.0 S.0 9.24 3.0 0.0 2.99
50 2.00 1.0 200 0.50 GW 15 1.1 3.1 4.2 11.4 5.0 9.24 4.0 0.0 �.07
190 5.26 11.7 415 2.00 PV ZO 2.8 2.4 14.1 �3.4 13.4 6.90 7.6 0.0 7.57
215 5.20 12.5 1600 1.00 PV 20 2.0 13.3 25.8 Z0.1 20.1 5.35 7.5 0.0 7.51
500 19.20 9.4 988 4.05 PV 20 4.0 4.1 13.5 18.3 13.5 6.90 88.9 0.0 88.95
1450 1.00 56.1 1210 1.00 GW 15 1.5 13.4 69.5 24.8 24.8 4.90 17.6 0.0 17.M
500 1.25 30.8 390 1.25 GW 15 1.7 3.9 34.4 14.9 14.9 6.30 19.4 0.0 19.45
450 2.00 16.5 1 2.00 GW 15 2.1 0.0 16.5 12.5 12.5 6.90 13.0 0 0 13.05
].$ 1. ]- C; C' Z Short Pashue and LaNms = PL
to�= � Grassed Watervvay= GW
Sy3 Paved Areas = PV
Paq�a�
Desipnation
IMet A2
INet E1 - ice skating rink
Inlet D2 - end of cul-de-sa
Iniet Dt - near underpas<.
INet D1
Inlet At
In{et At
rland flow to Water Quality
Vylodast Inlets in skate pa
Water Qualiry Po�d B
Basin 13
I•�l�]
COMMENTS
Pond � Water �uality
B Pond B
hen B Pond B
B Pond B
B Pond B
B Pond B
B Pond B
B Pond B
B Pond B
B Pord B
6 Pond B
A Grass Field/Swale
A Grass Field/Swale
A Grass Field/Swale
Grass Fieid/Swale
D
Grass Field/Swale
N/A N/A
N/A N/A
N/A N/A
N/A WA
N!A N/A
N/A N/A
N/A N/A
Ratlaql YW��ad CaluNtlom
Baaln PararrNfas and GluMfd Pwk How
f00.ywr Stam Ev�nt
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Ayras AssotNtes
SPRING CANYON PARK 10 Year
RATIONAL METHOD CALCULATIONS
SYonn Event 10 Year
Basin Parameters and Calculated Peak Flows
w4•+a�
Ratlaul MNAod GlulAlo��
Basin Parartrbn md GIuI�W P�+k F1ow
76y�ar Stam Evw�t
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' SPRING CANYON PARK 10 Year
RATIONAL METHOD CALCULATIONS
Storm Event 10 Year
Basin Parameters and Calculated Peak Flows
�
' BASIN DESIGN Basin Location
NUMBER POIPJT
� 1 1 Pla Ground
" 2 2 ea draini to road south of a round
S 3 ea draini to small de ession west of a round Ice rink
4 4 Horsetooth south enUance
b 5 ea east of under ss
� a 6 Area west of under ss
7 7 East half of drain e to inlet A1 'ust south of tennis courts
8 8 West half of draina e to inlet A1 west of tennis courts
' 9 9 Road west of hocke rink
10 10 Skale Park south of tennis courts
11 11 Draina e swale and water ual' nd B north of hocke rink
12 12 Northwest baseball diamond
1! 13 De ession rarth of baseball diamond
1 14 14 Detention Pond A
7S 15 Picnic area west of Pond A
18 16 South arki lot, west oi S ri Geek
17 17 NoRh arkin bt west of S i Creek
18 18 Swale south of basin 17
� 19 19 Southeast corner of sRe
20 20 Road in the southeast comer of the site
21 21 Eas[ corner of site
22 22 East bounda of site
23 23 Rundown 1 at west e e of ark near maintenance bu�ldi
21 24 S i Creek south halT of site rrot included in above basins
' 23 25 S i Creek north half of site not included in above basins
E1 E1 Alo eastbountla ofsde
E2 E2 east corner of site
' E3 E3 southeast comer of site
TOTALS ConMbutin to Water Quali Pa
TOTALS Contributin to Pw
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TIME OF CONCENTRATION CALCULATIONS PEAK DISCHARGE CALCULATIONS
Overland Flow Gutter Flow Time of Concentration Peak Discha e
Average �a� �P�� C,a�culated �e
WeAand Flow A��9e Overland Flow G�� F� Gutter Flow Gutter Trave Tcne of Tune of RaiMaA p�k �� �l�ted
p�� In�ial Flow Gutter Flow Gutter Conveyance final 4 Removed Peak Dlscharge,
Lerpth CorrveydnCe VeloCily Tkne ConcerNratfOn Concenh'afion Intensily Diacharpe,
p�ft� �ppe Time. Length (ft) Sbpe T� Coefficient (�) 4(min) t, (min) k(min) (min� ��� Q��� by Ex SYs G�y
(`�) �or (min) (`N�) � � = 4 + 4, k = U�eo a �o ��� I�sl
100 1.00 9.4 100 1.00 PV 20 2.0 0.8 70.2 11.1 10.2 4.68 7.8 0.0 7.82
300 4.17 13.2 490 0.50 PV 2(1 1.4 5.8 18.9 14.4 14.4 4.15 9.1 0.0 9.08
197 3.55 13.5 50 0.50 GW 15 1.1 0.8 14.2 11.4 11.4 4.68 1.4 0.0 1.37
138 2.00 4.3 756 0.50 PV 20 1.4 8.9 13.3 15.0 13.3 4.35 7.1 0.0 7.14
202 2.97 14.4 163 4.29 PV 20 4.1 0.7 15.0 12.0 12.0 4.35 1.0 0.0 1.02
60 2.50 8.3 127 4.29 PV 20 4.1 0.5 8.8 11.0 8.8 4.90 1.1 0.0 1.12
300 1.60 162 310 1.60 PV 20 2.5 2.0 18.3 13.4 13.4 4.35 10.1 0.0 10.OY
300 1.60 18.0 225 1.60 PV 20 2.5 1.5 19.5 12.9 12.9 4.35 8.1 0.0 8.15
300 1.33 11.4 265 1.51 PV 20 2.5 1.8 13.2 13.1 1�.1 4.35 6.7 0.0 6.89
15 2.50 1.5 60 0.50 PV 20 1.4 0.7 2.3 10.4 S.0 6.00 0.9 0.0 0.99
175 2.86 13.1 185 2.70 PV 20 3.3 0.9 14.0 12.0 12.0 4.35 2.2 0.0 2.21
300 1.00 26.2 370 0.50 GW 15 1.1 5.8 32.0 13.7 13.7 4.35 3.2 0.0 !23
300 1.50 22.0 225 1.30 GW 15 1.7 2.2 24.2 12.9 12.9 4.35 3.5 0.0 9A7
300 1.00 28.4 2314 1.00 GW 15 1.5 25.7 52.1 24.5 24.5 3.15 38.1 0.0 38.12
125 1.OQ 8.1 0 0.00 GW 15 0.0 0.0 0.0 0.0 5.0 6.00 2.3 0.0 2.34
200 5.00 5.8 0 0.00 PV ZO 0.0 0.0 0.0 0.0 5.0 6.00 4.8 0.0 4.78
240 5.00 6.4 0 0.00 PV 20 0.0 0.0 0.0 0.0 5.0 6.00 18.6 0.0 18.58
185 5.00 10.9 140 5.00 G W 15 3.4 0.7 11.5 11.8 11.5 4.68 1.5 0.0 1.50
190 3.00 15.2 0 0.00 PV 20 0.0 0.0 0.0 0.0 S.0 8.00 1.6 0.0 1.55
50 2.00 2.1 200 0.50 G W 15 1.1 3.1 5.2 11.4 5.2 6.00 2.3 0.0 2.35
190 5.26 12.8 415 2.00 PV 20 2.8 2.4 15.0 13.4 13.4 4.35 3.8 0.0 3.82
215 5.20 13.5 1600 1.00 PV 20 2.0 13.3 26.8 20.1 20.1 3.50 3.9 0.0 3.Y3
500 1920 9.4 988 4.05 PV 20 4.0 4.1 13.5 18.3 13.5 4.35 42.2 0.0 42.20
1450 1.00 80.5 1210 1.00 GW 15 1.5 13.4 74.0 24.8 24.8 3.15 9.1 0.0 9.07
500 1.25 33.0 390 1.25 GW 15 1.7 3.9 36.9 14.9 14.9 4.15 10.2 0.0 10.25
450 2,00 20.2 1 2.00 GW 15 2.1 0.0 202 12.5 12.5 4.35 8.6 0.0 B.SB
B
a
1.8 1.1- C# C 2 Short Pasture and Lawns = PL
to�= ,,u � f Grassed Waterwdy= GW
J' Paved Areas = W
PaY� 1 of �
Desigretion
inlets in play ground
Inlet A2
E1 - ice skating rink
)2 - end of cul-de-sa
D7 - near underpass
Inlet D1
Inlet A1
IMet At
9ow to Water Quality
as[ Inlets in skate pa
ater Quality Pond 8
Basin 13
COMMENTS
Pond Water �ualky
B Pond B
B Pond B
then B Pond B
B Pond B
B Pond B
8 Pond 8
B Pond B
B Pond B
B Pond B
B Pond B
B Pond B
A Grass Field/Sw�
A Grass FielcUSw<
A Grass Fietd/Sws
- Grass Field/Sw-
D
Grass Fie1d/Sw•
N/A N/A
WA N/A
N/A WA
N/A N/A
N/A WA
N/A N/A
N/A N/A
N/A N/A
N!A N/A
Rrilonal M�thod Glulatlon�
Ba�in PanmN�n and Calu4tW P�ak Flow
70�y�ar 9torm Ev�nt
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C Coefficients for Type B Soils
Percent Im ervious % C5 C10 C100
0 0.08 0.15 0.35
5 0.10 0.19 0.38
10 0.14 0.22 0.40
15 0.17 0.25 0.42
20 0.20 0.27 0.44
25 0.22 0.30 0.46
30 0.25 0.32 0.47
35 0.27 0.34 0.48
40 0.30 0.36 0.50
45 0.32 0.38 0.51
50 0.35 0.40 0.52
55 0.38 0.43 0.54
60 0.41 0.46 0.56
65 0.45 0.49 0.59
70 0.49 0.53 0.62
75 0.54 0.58 0.66
80 0.59 0.63 0.70
85 0.66 0.69 0.75
90 0.73 0.75 0.81
95 0.81 0.83 0.88
100 0.90 0.92 0.96
Conveyance Coefficients
Short Pasture and Lawns PL 7
Gcassed Waterway GW 15
Paved Areas and Shallow paved s PV 20
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5
10
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
105
110
115
120
Hand
2.85
2.21
1.87
1.61
1.43
1.30
1.17
1.07
0.99
0.92
0.87
0.82
0.77
0.73
0.69
0.66
0.63
0.61
0.58
0.56
0.54
0.52
0.51
0.49
values - Ft. Colllns
10-yr �oo-y�
4.87 9.95
3.78 7.72
3.19 6.52
2.74 5.60
2.44 4.98
2.21 4.52
2.00 4.08
1.83 3.74
1.69 3.46
1.58 3.23
1.48 3.03
1.40 2.86
1.32 2.72
1.25 2.59
1.19 2.48
1.14 2.38
1.09 2.29
1.05 2.21
1.01 2.13
0.97 2.06
0.94 2.00
0.91 1.94
0.88 1.89
0.86 1.84
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STORM SEWER SIZING
H EC-22
Hy-8 CULVERT
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� ��� P�IJ� ��.���J� A1��II.�A�L11�J�
Malysis: 100.Year Spr/nq Gnyon Park
ProJect: Spring Canyon Park
Client: C/ty o/Fort Co/))ns
� Date: 1/24/2006
NOTE3:
AnaYysis based upon HEG22, Urban Drafnage Desipn Manual (FWHA�JHI-01-02t, Auguat 2001, FHWA, NHI, and Ayres Axsoaates).
'� See HEG22 Chapter 7 fa defaBed information about storm drain design, energy and hydraullc grade line pkarlatians, and er�erpy bsses.
$Qreadsheet curteMly requires separate use d Manninp's Equation by ather sdtware fa flows less Uian pipe full. In such pses the EGL and HOL equatians must be manually dianged.
� RED cobred text irWicates input dafa that must De provided by the user. BLACK colored text is output that is automaticady rakxiilated.
Copyriphl Ayres Assodates, 2003.
REVISION DATE•
124/2006
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Ayres AssorJates 124J2008
Line A Llne B Llne C
Startin Tailwater Conditions Sfartin Tailwater Conditions Startin Tailwater CondiNons
StaAi HGL fl: 5127.00 Starti Pi Crilical th: 2.43 Startin HGL ft: 5120.15 Slartin Pi Critical th: 1.31 Startin HGL ft: 5122.48 Startin Pi Critipl De th: 1.99
Starti EGL ft: 5127.41 Taihvater Elevation: 5127.0 Starti EGL ft: 5120.57 TaiMater Elevation: 5� �929 Starti EGL ft: 5123.25 TaiNrater Elevation: 5121.23
Exit Head Loss ft: 0.41 TaiAvater Velocit f 0.00 Exit Flead Loss ft: OA2 Tailwater Veloci f 0 00 Exit Head Loss ft: 0.77 TaiMrdter Vebdt f 0.00
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Malysis: Irrlpation Line Ior SCCP
�ProJect: Spr/np Canyon Park
Cllent: Clly olFort Collins
Date: 11/23/2005
O Line A
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NOTES:
'Analysis based upon HEG22, Urban Drdinage Design Mar� (FWHA-NHI-01-021, August 2001, FHWA, NHI, and Ayres Associates).
See HEG22 Chapter 7 for detaAed iMarmadon abart storm drain design, energy and hydraulic grade Iine calculatbns, and energy bsses.
Spreadsheet curtently requFes separate use oi Manntrg's Equation by other software for lbws less tlkin pipe fuU. In such pses the EGL and HGL epuations must be manualy charged.
RED cdored text indicates inpul data that must be prwided by the user. BLACK colored text is output that is automatically cakulated.
CopyripM Ayrea Associates, 2003.
' 2EVISION DATE:
12/19/2005
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Malysis: Irrigation Line for SCCP
Project: Spring Canyon Park
Client: City of Fort Collins
Date: 11/23/2005
CopyrigM
Ayres Associates
Lepend
H-0 Exit Losses = (V"2y2g
H-f Fridion Loss= Fridion slope' Lengfh
h-b Band Loss coefficient = 0.0033 • Angle of Curvature' (V^2y2g
H-c Transition Loss for Sudden Pipe Contrac�ion
H� Transition Loss for Sudden Pipe Expansion
H-j Junction Losses
d-aholDo Ratio of Water Depth/Pipe Diameter
K-0 Initial Head Loss Coefficient
GD Cortec�on Fador for Pipe Diameter
C-p Cortection Fador tor Plunging Flow
Benching Type of Benching at Aocess Hole
C-B Correction Factor for Benching
12/19/2005
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Worksheet for Circular Pipe - 1
�i�sc'iption
Flow Element�
Friction Method:
SoNe For:
Inp�t Data
Roughness Caefficient:
Channel Slope:
Diameter:
Discharge:
Reiults; �:
Nortnal Depth:
Flow Area:
Wetted Perimeter.
Top Width:
Critical Depth:
Percent Full:
Critical Slope:
Velocity:
Velocity Head:
Specific Enetgy:
Froude Number:
Maximum Discharge:
Discharge Fuif:
Slope Full:
Flow Type:
r -,r �.;�.
GNF'InputAate � • ,
- ..:>. .:
Downstream Depth:
Length:
Number Of Steps:
�•.z,..,•.
,�,VF;Output Data
Fi^�: +{�
�Upstream Depth:
Profile Description:
Profile Headioss:
Average End Depth Over Rise:
Normal Depth Over Rise:
Downstream Vefocity:
Circular Pipe
Manning Formula
Nom►al Depth
0.013
0.00350
4.00
64.90
2.62
8.T1
7.54
3.80
. ��''
65.4
0.00435
7.45
0.86
3.48
0.87
91.41
84.98
0.00204
SubCritical
0.00
0.00
0
0.00
N!A
0.00
0.00
0.00
0.00
ft/ft
ft
ft'/s
ft
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ft
ft
%
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. -�
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Flow Element:
Friction Method:
Solve For.
. �yr�..�n4 q'
"�: . .
Roughness Ccefficient:
Channel Slope:
Diameter:
Discharge:
��� ��;�
... ri,„� . �.
Nortna! Depth:
Fiow Area:
Wetted Perimeter:
Top Width:
Critipl Depth:
Percent Full:
Critipl Slope:
Velocity:
Velocity Head:
Specific Energy:
Froude Number.
Maximum Discharge:
Discharge Fult:
Slope Full:
Flow Type:
GVF Input Data
Downstream Depth:
Length:
Number Of Steps:
GVF Output Data
Upstream Depth:
Profile Description:
Profile Headloss:
Average End Depth Over Rise:
Normal Depth Over Rise:
Downstream Velocity:
Circular Pipe
Manning Formula
Normai Depth
0.012
0.01480
1.50
4.00
0.55
0.59
1.96
1 45
�
'i6.8
0.00461
6.78
0.71
1.27
1.87
14.89
13.84
0.00124
SuperCritical
0.00
0.00
0
0.00
WA
0.00
0.00
0.0�
0.00
fUft
ft
ft%s
ft
fN
ft
ft
ft
%
ft/R
ft/s
ft
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Worksheet for Circular Pipe - 7
�no�eCtbesc�io^
Flow Element:
Friction Method:
Solve For:
;�1� ;: �.
. ��-�
Roughness Coe�cient:
Channel Slope:
Diameter:
Discharge:
��.. �� ��
'�Rslu7tla- ;:� ��,; h t;:
a ,, .�, s`�. _ _
Nortnal Depth:
Flow Area:
Wetted Perimeter:.
Top Width:
Critical Depth:
Percent FuIC
CMICa� $IOj18:
Velocity:
Velocity Head:
Specific Energy:
Froude Number:
Maximum Discharge:
Discharge Full:
Slope Full:
Flow Type:
GVf !^Y,:i ^�ta
Downstream Depth:
Length:
Number Of Steps:
GVF Output Data
Upstream Depth:
Profile Description:
Profile Headloss:
Average End Depth Over Rise:
Normal Depth Over Rise:
Downstream Velocity:
Circuler Pipe
Manning Fortnula
Nortnal Depth
0.013
0.00610
2.60
34.65
2.07
4.54
5.74
2.09
�
79.7
U.00668
7.63
0.91
2.98
0.91
38.26
35.57
0.00579
SubCritical
0.00
0.00
0
0.00
N/A
0.00
0.00
0.00
0.00
ft/Ft
ft
ft'/s
ft
ft'
ft
ft
ft
o�
fUft
ft/s
ft
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ft'/s
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%
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Worksheet for Cfrcular Pipe - 1
�<'1°1°ot�i;',��; '�''r�
Flow Element: Circular Pipe
Friction Method: Manning Formula
Solve For: Nortnal Depth
�`������` 3
Roughness Coefficient: 0.013
Channel Slope: O.Ot440
Diameter. 2.00
Discharge: 19.29
7�iY�� ""'i4" �, b �.;;I��
: � � �.Y��i..� a1W �9' � �i4i1���aa�Y�l
Nortnal Depth: 1.25
Flow Area: 2.06
Wetted Perimeter: 3.64
Top Width: 1.94
Critical Depth: 1.58
Percent Full: 62.3
Critical Slope: 0.00781
Velociry: 9.3
Velocity Head: 1.37
Specific Energy: 2.61
Froude Number: 1.61
Maximum Discharge: 29.20
Discharge Fuli: 27.15
Slope Full: 0.00727
Flow Type: SuperCritical
v.-w�r r1; rs
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Downstream Depth: 0.00
Length: 0.00
Number Of Steps: 0
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v�C& ♦,.inr�h.�. �L(tas,Y�.�nr}�:,��3�G'v"it.�i�.+-''�i�Et .
Upstream Depth: Q.00
Profile Description: WA
Profile Headloss: 0.00
Average End Depth Over Rise: 0.00
Nortnal Depth Over Rise: 0.00
Downstream Velocityr: 0.�
0
ft/ft
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Worksheet for Circular Pipe - 1
� Ya� •��,,-
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Flow Element:
Fridion Method:
Solve For:
r � ,� c •,p,n �.
��___y'�._i8.•�
�IpYL17a
Roughness Ccefficient:
Channel Slope:
Diameter:
Discharge:
tResnMsµ,
Normal Depth:
Flaw Area:
Wetted Perimeter.
To�s Wiclth:
Critical Depth:
peroent Full:
Critical Slope:
Velocity:
Velocity Head:
Specific Energy:
Froude Number:
Maximum Discharge:
Discharge Full:
Slope Full:
Flow Type:
G1lFN^
+inp��3ata
Downstream Depth:
Length:
Number Of Steps:
GVF Outpui Data
Upstream Depth:
Profile Description:
Profile Headloss:
Average End Depth Over Rise
Normal Depth Over Rise:
Downstream Velociry:
Circular Pipe
Manning Formula
Normal Depth
0.013
0.01870
2.00
14.23
�.�.J
1.48
3.05
2.00
1.36
47.6
0.00611
L,a.o4 ,
1.45
2.40
1.98
33.28
30.93
0.00396
SuperCritical
0.00
0.00
0
0.00
WA
0.00
0.00
0.00
0.00
fUft
ft
fNls
ft
ft=
ft
ft
ft
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ft/s
ft
ft
ft'!s
it'!s
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Worksheet for Circular Pipe - 1
�(��5Cf'.= -'Qu��vn�.�w.yc,...
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Flow Element: Circular Pipe
Friction Method: Manning Formula
Solve For: Nortnal Depth
rerar -
�IR��DYEfl.,
Roughness Coefficient: 0.013
Channel Slope: 0.01870
Diameter: 2.00
Discharge: 13.89
Res �`, . r �,
Nortnal Depth: 0.94
Flow Area: 1.45
Wetted Perimeter: 3.02
Top Width: 2.00
Crftical Depth: 1.34
Percent Full: 47.0
Critica! SIOpe: 0.00602
Veloaty: �$„)
Velxity Head: 1.43
Specific Energy: 2.37
Froude Number: 1.98
Manimum Discharge: 33.28
Discharge Full: 30.93
Sbpe Full: 0.00377
Flow Type: SuperCritical
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Downstream}Depth: 0.00
Length: 0.00
Number Of Steps: 0
GVF Output Data
Upstream Depth: 0.00
Profile Description: N/A
Profile Headloss: 0.00
Average End Depth Over Rise: 0.00
Nortnal Depth Over Rise: 0.00
Downstream Veloaty: 0.00
ft/ft
ft
tt'/s
ft
ft=
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ft
ft
o�
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ft/s
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Worksheet for Circular Pipe - 1
'Pro�. �cy�r n .
. .iP J s�. �. .
Flow Element: Circular Pipe
Friction Method: Manning Formula
Solve For. Nortnal Depth
A ` InNYmvr
:�.. r .
Roughness Coefficient: 0.013
Channel Slope: 0.01870
Diameter. 2.00
Discharge: 13.89
-o.,.,..
9tasUlts� +�i� _ � � � � '�
Nortnal Depth: 0.
Ftow Area: 1.45
Wetted Perimeter: 3.02
Top Width: 2.00
Critical Depth: 1.34
Percent Full: 47.0
Critical Slope: 0.00602
Velocity: 9.58
Velocity Head: 1.43
Specific Energy: 2.37
Fraude Number. 1.98
Maximum Discharge: 33.28
Discharge Full: 30.93
Slope Full: 0.00377
Flow Type: SuperCriticaf
GVF Input Data
Downstream Depth: 0.00
Length: 0.00
Number Of Steps: 0
GVF Output Data
Upstream Depth: 0.00
Profile Description: N/A
Profile Headloss: 0.00
Average End Depth Over Rise: 0.00
Normal Depth Over Rise: 0.00
Downstream Velocity: 0.00
ft/ft
ft
ft'/s
R
ft=
ft
ft
ft
%
fUft
ft/s
ft
ft
ft'/s
ft'/s
ft/R
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Worksheet for Circular Pipe - 1
�rokix�ticn<
Flow Element:
Friction Method:
Solve For:
.,,,,,.� � •-s-
A1)put:b84+�:�'',.�. c.
Roughness Coefficient:
Channel Slope:
Diameter. �
Discharge:
Resuits
Nortnal Depth:
Fiow Area:
Wetted Perimeter:
Top Width:
Critical Depth:
Percent Fuil:
CritiCal $IOpe:
Velocky:
Velociry Head:
Specific Energy:
Froude Number:
Maximum Discharge:
Discharge Full:
Slope Full:
Flow Type:
GVF Input Data
Downstream Depth:
Length:
Number Of Steps:
GVF Output Data
Upstream Depth:
Profile Description:
Profile Headloss:
Average End Depth Over Rise:
Normal Depth Over Rise:
Downstream Velocity:
Circular Pipe
Manning Formula
Norma! Depth
0.012
0.02000
1.50
1.50
, � � . � ;, �„.
0 1 �
0.26
1.41
1.21
0.46
20.6
0.00418
5.70
0.51
0.82
2.16
17.31
16.09
0.00017
SuperCritical
0.00
0.00
0
0.00
N/A
0.00
0.00
0.00
0.00
ft/ft
ft
ft'/s
ft
ft=
ft
R
ft
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ft/s
ft
ft
ft'/s
ft'/s
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Worksheet for Circular Pipe - 7
..�.�� ✓.�^�. �°;:�
Flow Element:
Friction Method:
Solve For:
�Input Data'�
- _ sY-
Circular Pipe
Manning Formula
Normal Depth
Roughness Coefficient: 0.012
Channel Slope: 0.04000
Diameter. 1.50
Discharge: 1.00
Resuks ; �
Normal Depth: 0.21
Flow Area: 0.15
Wetted Perimeter: 1.16
Top Width: 1.05
Critical Depth: 0.3
Percent Full: 14.3
Critical Slope: 0.00420
VeloCity: 6.46
Velocity Head: 0.65
Spe�c Energy: 0.86
Froude Number. 2.96
Maximum Discharge: 24.48
Discharge Full: 22.76
Slope Full: 0.00008
Flow Type: SuperCritical
m,nu � r
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Downstream Depth: 0.00
Length: 0.00
Number Of Steps: 0
GVF Outpui Data
UpsVeam Depth: 0.00
Profile Description: WA
Profile Headloss: 0.00
Average End Depth Over Rise: 0.00
Normal Depth Over Rise: 0.00
DownsVeam Velocity: 0.00
ft/ft
ft
ft'/s
ft
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ft
ft
%
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Worksheet for Circular Pipe - 1
"J "'.�L S�^'.`yF�...T.�rl.
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Flow Element:
Friction Method:
Solve For:
.I�p�t pe�a' .
Roughness Coefficient:
Channel Slope:
Diameter.
Discharge:
r�;:.w�•o w�.�y�,r.: •
� .
�� :+M�:.'.sa�a�f!-,�: �
Normal Depth:
Fbw Area:
Wetted Penmeter:
Top Width:
Critical Depth:
Percent Full:
Critical SlOpe:
Velocity:
Velociiyy Head:
Specific Energy:
Froude Number:
Maximum Discharge:
Discharge Full:
Siope Full:
Flow Type:
GVF In�ut Data
Downstream Depth:
Length:
Number Of Steps:
GVF Oufput Data
Upstream Depth:
Profile Description:
Profile Headloss:
Average End Depth Over Rise:
Normal Oepth Over Rise:
Downstream Velocity:
Circular Pipe
Manning Formula
Nortnal Depth
0.012
0.00350
2.00
13.28
;x z
1.51 ,,
2.54
4.20
1.73
1.31
75.3
0.00500
5.23
0.43
1.93
0.76
15.60
14.50
0.00294
SubCritical
0.00
0.00
0
0.00
N/A
0.00
0.00
0.00
0.00
ft/ft
ft
ft'/s
ft
ft=
ft
ft
ft
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ft/s
ft
ft
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fP/s
ft/ft
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L'�ri� $
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' CURRENT DATE: 09-30-2005
CURRENT TIME: 16:40:54
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----------------- FHWA CULVERT ANALYSIS --------------------------
-------------------------- HY-8, VERSION 6.1 --------------------------
---------------------------------------------------------------------------------
� C � SITE DATA � CULVERT SHAPE, MATERIAL, INLET �
� U �--------------------------�-----------------------------------------------�
� L � INLET OUTLET CULVERT � BARRELS �
� V ELEV. ELEV. LENGTH � SHAPE SPAN RISE MANNING INLET �
�NO.= (ft) (ft) (ft) � MATERIAL (ft) (ft) n TYPE J
� 1 �5101.23 5101.01 62.00 I 1 R�B 6.00 1.50 .013 CONVENTIONAL�
121 I I
131 I I
141 I I
151 I I
161 I I
--------------------------------------------------------------------------------
-------------------------------------------�-----------------------;------------
SUMMARY OF CULVERT FLOWS (Cf5) FILE SCP-PVL DATE 09-30-2005
ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR
5101.23 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1
5102.24 10.0 10.0 0.0 0.0 0.0 0.0 0.0 0.00 1
5102.85 20.0 20.0 0.0 0.0 0.0 0.0 0.0 0.00 1
5103.35 30.0 30.0 0.0 0.0 0.0 0.0 0.0 0.00 1
5103.92 40.0 40.0 0.0 0.0 0.0 0.0 0.0 0.00 1
5104.54 50.0 50.0 0.0 0.0 0.0 0.0 0.0 0.00 1
5105.20 60.0 60.0 0.0 0.0 0.0 0.0 0.0 0.00 1
5105.93 70.0 70.0 0.0 0.0 0.0 0.0 0.0 0.00 1
5106.56 80.0 77.4 0.0 0.0 0.0 0.0 0.0 2.21 10
5106.69 90.0 76.8 0.0 0.0 0.0 0.0 0.0 12.61 5
5106.72 92.8 76.6 0.0 0.0 0.0 0.0 0.0 15.86 4
-� 5106.50 77.3 77.3 0.0 0.0 0.0 0.0 0.0 OVERTOPPING
________________________________________________________________________________
________________________________________________________________________________
SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: SCP-PVL DATE: 09-30-2005
SCP-PVL.LST
Lihz C-z
1
FILE DATE: 09-30-2005
FILE NAME: SCP-PVL
HEAD HEAD TOTAL FLOW % FLOW
ELEV (ft) ERROR (ft) FLOW (Cf5) ERROR (Cf5) ERROR
5101.23 0.000 0.00 0.00 0.00
5102.24 0.000 10.00 0.00 0.00
5102.85 0.000 20.00 0.00 0.00
5103.35 0.000 30.00 0.00 0.00
5103.92 0.000 40.00 0.00 0.00
5104.54 0.000 50.00 0.00 0.00
5105.20 0.000 60.00 0.00 0.00
5105.93 0.000 70.00 0.00 0.00
5106.56 -0.007 80.00 0.36 0.45
5106.69 -0.008 90.00 0.62 0.69
5106.72 -0.005 92.80 0.39 0.42
--------------------------------------------------------------------------------
<1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000
0
2
CURRENT DATE: 09-30-2005
Page 1
FILE DATE: 09-30-2005
� - - - - � - - ---� -
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CURRENT TIME: 16:40:54 FILE NAME: SCP-PVL
------- -----------------------------------------------------------------------
PERFORMANCE CURVE FOR CULVERT 1- 1( 6.00 (ft) BY 1.50 (ft)) RCB
--------------------------------------------------------------------------------
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET 11N OUTLET 11N
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL.
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps)
--------------------------------------------------------------------------------
0.00 5101.23 0.00 0.00 0-NF 0.00 0.00 0.00 0.00 0.00 0.00
10.00 5102.24 0.76 1.01 3-Mlt 0.45 0.44 1.15 1.15 1.46 2.07
20.00 5102.85 1.18 1.62 3-Mlf 0.70 0.70 1.50 1.63 2.22 2.49
30.00 5103.35 1.56 2.12 4-FFt 0.92 0.92 1.50 1.98 3.33 2.77
40.00 5103.92 1.95 2.69 4-FFt 1.11 1.12 1.50 2.27 4.44 2.98
50.00 5104.54 2.41 3.31 4-FFt 1.30 1.29 1.50 2.52 5.56 3.15
60.00 5105.20 2.96 3.97 4-FFt 1.50 1.46 1.50 2.75 6.67 3.30
70.00 5105.93 3.61 4.70 4-FFt 1.50 1.50 1.50 2.95 7.78 3.43
77.43 5106.55 4.17 5.32 4-FFt 1.50 1.50 1.50 3.13 8.60 3.55
76.77 5106.68 4.12 5.45 4-FFt 1.50 1.50 1.50 3.30 8.53 3.66
76.55 5106.71 4.10 5.48 4-FFt 1.50 1.50 1.50 3.35 8.51 3.68
--------------------------------------------------------------------------------
E1. inlet face invert 5101.23 ft E1. outlet invert 5101.01 ft
________E1__inlet throat invert 0.00_ft___E1__inlet_crest_______0_00_ft
---------------------- -----
***** SITE DATA ***** CULVERT INVERT **************
INLET STATION 1000.00 ft
INLET ELEVATION 5101.23 ft
OUTLET STATION 1062.00 ft
OUTLET ELEVATION 5101.01 ft
NUMBER OF BARRELS 1
SLOPE (V/H) 0.0036
CULVERT LENGTH ALONG SLOPE 62.00 ft
**�'�'* CULVERT DATA SUMMARY
BARREL SHAPE
BARREL SPAN
BARREL RISE
BARREL MATERIAL
BARREL MANNING'S n
INLET TYPE
INLET EDGE AND WALL
INLET DEPRESSION
,�,� *,�,�,�,�,�,� * *,�,�,�,�,�,�,�,�,�,�,�,� �
BOX
6.00 ft
1.50 ft
CONCRETE
0.013
CONVENTIONAL
SQUARE EDGE (90-45 DEG.)
NONE
--------------------------------------------------------------------------------
0
3
CURRENT DATE: 09-30-2005
CURRENT TIME: 16:40:54
FILE DATE: 09-30-2005
FILE NAME: SCP-PVL
--------------------------------------------------------------------------------
-------------------------- TAILWATER --------------------------
--------------------------------------------------------------------------------
���**** REGULAR CHANNEL CRO55 SECTION ***�****�*****�*
BOTTOM WIDTH 2.50 ft
SIDE SLOPE H/V (X:1) 1.5
CHANNEL SLOPE V/H (ft/ft) 0.006
M,4NNING'S n (.01-0.1) 0.045
CHANNEL INVERT ELEVATION 5101.01 ft
CULVERT NO.1 OUTLET INVERT ELEVATION 5101.01 ft
Page 2
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SCP-PVL.LST
***�*�� UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
FLOW W.S.E. FROUDE DEPTH VEL. SHEAR
(cfs) (ft) NUMBER (ft) (f/s) (psf)
0.00 5101.01 0.000 0.00 0.00 0.00
10.00 5102.15 0.341 1.15 2.07 0.43
20.00 5102.64 0.344 1.63 2.49 0.61
30.00 5102.99 0.346 1.98 2.77 0.74
40.00 5103.28 0.348 2.27 2.98 0.85
50.00 5103.53 0.350 2.52 3.15 0.94
60.00 5103.76 0.351 2.75 3.30 1.03
70.00 5103.96 0.352 2.95 3.43 1.10
80.00 5104.14 0.353 3.13 3.55 1.17
90.00 5104.31 0.355 3.30 3.66 1.24
92.80 5104.36 0.355 3.35 3.68 1.25
--------------------------------------------------------------------------------
-------------------------- ROADWAY OVERTOPPING DATA
WEIR COEFFICZENT 3.00
EMBANKMENT TOP WIDTH 50.00 ft
CREST LENGTH 50.00 ft
OVERTOPPING CREST ELEVATION 5106.50 ft
�
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CURRENT TIME: 17:35:37
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FILE DATE: 12-19-2005
FILE NAME: RUN_DEPR
-------------------------------------------------------------------
-------------------------- FHWA CULVERT ANALYSZS -------------
-------------------------- HY-8, VERSION 6.1 -------------
-------------------------------------------------------------------
CII I_______SITE_DATA ____CULVERT SHAPE, MATERIAL, INLET
� ---------- - -----------------------
L � INLET OUTLET CULVERT BARRELS
� Y ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING
NO. (ft) {ft) (ft) MATERIAL (ft) (ft) n
1 �5122.56 5116.18 353.06 1 RCP 3.00 3.00 .013
2 I
4 �
5 �
6 �
-------------------------------------------------------------------
------------�
INLET �
TYPE
CONVENTIONALI
--------------------------------------------------------------------------------
SU14dARY OF CULVERT FLOWS (cfs) FILE: RUN_DEPR DATE: 12-19-2005
ELEV 1ft) TOTAL 1 2 3 4
5122.56 0.0 0.0 0.0 0.0 0.0
5124.61 'I.5 7.5 0.0 0.0 0.0
5124.87 15.0 15.0 0.0 0.0 0.0
5125.08 22.5 22.5 0.0 0.0 0.0
5125.28 30.0 30.0 0.0 0.0 0.0
5125.47 37.5 37.5 0.0 0.0 0.0
5125.87 45.0 45.0 0.0 0.0 0.0
5126.32 52.5 52.5 0.0 0.0 0.0
5126.82 60.0 60.0 0.0 0.0 0.0
5127.35 67.0 67.0 0.0 0.0 0.0
5128.03 75.0 75.0 0.0 0.0 0.0
5131.00 100.8 100.8 0.0 0.0 0.0
----------------------------------------------------
SUhIl�1ARY OF ITERATIVE SOLUTION ERRORS FILE: RUN�EPR
5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
6 ROADWAY ITR
0.0 0.00 1
0.4 0.00 1
0.0 d.00 1
0.0 0.00 1
0.0 0.00 1
0.0 O.UO 1
0.0 0.00 1
0.0 0.00 1
0.0 0.00 1
0.0 0.00 1
0.0 0.00 1
0.0 OVERTOPPING
DATE: 12-19-2005
HEAD HEAD TOTAL FLOW $ FIAW
ELEV (ft) ERROR (ft) FLOW (Cfs) ERROR (Cfs) ERROR
5122.56 0.000 0.00 0.00 0.00
5124.61 0.000 7.50 0.00 0.00
5124.87 0.000 15.00 0.00 0.00
5125.08 0.000 22.50 0.00 0.00
5125.28 0.000 30.00 0.00 0.00
5125.4'I 0.000 37.50 0.00 0.00
5125.87 0.000 45.00 0.00 0.00
5126.32 0.000 52.50 0.00 0.00
5126.82 0.000 60.00 0.00 0.00
5127.35 0.000 67.00 0.00 0.00
5128.03 0.000 75.00 0.00 0.00
--------------------------------------------------------------------------------
<1> TOLERANCE (ft} = 0.010 e2> TOLERANCE ($) = 1.000
--------------------------------------------------------------------------------
2
C[7RRENT DATE: 12-19-2005 FILE DATE: 12-19-2005
' CURRENT TIME: 17:35:37 _-_FILE NAME: RUN_DEPR
PERFORMANCE CURVE FOR CULVERT 1- 1( 3.00 (ft) BY 3.00 (ft)) RCP
--------------------------------------------------------------------------------
DIS- HEAD- INLET OUTLET
, CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL.
(cfs) (ft) (ft) (ft} <F4> (ft) (ft) (ft) (ft) (fDs) (fps)
--------------------------------------------------------------------------------
, 0.00 5124.16 0.00 0.00 0-NF 0.00 0.00 0.00 -0.18 0.00 0.00
7.50 5124.61 2.05 2.05 1-S2n 0.58 0.86 0.46 0.25 10.71 2.11
Page 1
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15.00 5124.87 2.31 2.31 1-S2n 0.82 1.23 0.73 0.45
22.50 5125.08 2.52 2.52 1-S2n 1.02 1.52 0.92 0.62
30.00 5125.28 2.72 2.72 1-S2n 1.19 1.77 1.07 0.75
37.50 5125.47 2.91 2.91 1-S2n 1.35 1.99 1.29 0.87
45.00 5125.87 3.31 3.31 5-S2n 1.50 2.18 1.50 0.98
52.50 5126.32 3.76 3.76 5-S2n 1.65 2.35 1.55 1.08
60.00 5126.82 4.26 4.26 5-S2n 1.79 2.49 1.69 1.17
67.00 5127.35 4.79 4.79 5-S2n 1.93 2.60 1.94 1.25
75.00 5128.03 5.47 5.47 5-S2n 2.09 2.73 2.03 1.33
-----------------------------------------------------------------
E1. inlet face invert 5122.56 ft E1. outlet invert
-_______E1_ inlet throat invert_____0_00 ft E1, inlet crest
-------------------- -------------------------
•,.�tt SITE DATA ***** CULVERT INVERT **************
INLET STATION 0.00 ft
INLET ELEVATION 5124.06 ft
OUTLET STATION 353.00 ft
OUTLET ELEVATZON 5116.18 ft
NUMBER OF BARRELS 1
SLOPE (V/H) 0.0161
CULVERT LFNGTH ALONG SLOPE 353.06 ft
•*'** CULVERT DATA SUMMARY •**************tttt*t*�•
BARREL SHAPE CIRCULAR
BARREL DIAMETER 3.00 ft
SARREL MATERIAL CONCRETE
BARREL MAIaIING'S n 0.013
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL GROOVED END IN HEADWALL
INLET DEPRESSION YES
11.13 2.65
12.19 3.01
13.19 3.29
12.95 3.51
12.69 3.70
14.25 3.87
14.68 4.03
13.85 4.15
14.78 4.29
---------------
5116.18 ft
5124.16 ft
---------------
-----------------------------------------------------
3
CURRENT DATE: 12-19-2005
CURRENT TIME: 17:35:37
FILE DATE: 12-19-2005
FILE NAME: RUN_DEPR
--------------------------------------------------------------------------------
___-_____IMPRO\/ED INLET FOR CULVERT 1- 1( 3.00 (ft) BY 3.00 (ft)) RCP
----------------------------------------------------------------------
DIS- HEAD- INLET OUTLET CREST FACE THROAT
CHARGE WATER CONTROL CONTROL FLOW CONTROL CONTROL CONTROL TAILWATER
Flow Elev. Depth Depth TYPE Elev. Elev. Elev. Elev.
_(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft)
-----------------------------------------------------------------------------
0 5124.16 0.00 0.00 0-NF 5124.16 5122.56 0.00 5116.00
8 5124.61 2.05 2.05 1-S2n 5124.61 5123.68 0.00 5116.43
15 5124.87 2.31 2.31 1-S2n 5124.67 5124.26 0.00 5116.63
23 5125.08 2.52 2.52 1-S2n 5125.08 5124.71 0.00 5116.80
30 5125.28 2.72 2.72 1-S2n 5125.28 5125.10 0.00 5116.93
38 5125.47 2.91 2.91 1-S2n 5125.46 5125.47 0.00 5117.05
45 5125.87 3.31 3.31 5-S2n 5125.63 5125.87 0.00 5117.16
53 5126.32 3.76 3.76 5-S2n 5125.78 5126.32 0.00 5117.26
60 5126.82 4.26 4.26 5-S2n 5125.94 5126.82 0.00 5117.35
67 5127.35 4.79 4.79 5-S2n 5126.07 5127.35 0.00 5117.43
75 5128.03 5.47 5.47 5-S2n 5126.22 5128.03 0.00 5117.52
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
*t*** FALL SUMMARY tt**�***t**ttt::*:t:t*tt**t�tt
MAXIMUM ALLOWABLE FALL 6.38 ft
INLET DEPRESSION 1.50 ft
FALL SLOPE (X:1) 2.00
CREST WIDTH 9.00 ft
�
C[JRRENT DATE: 12-19-2005
CURRENT TIME: 17:35:37
FILE DATE: 12-19-2005
FILE NAME: RUN_DEPR
Page 2
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RUN_DEPR.LST
--------------------------------------------------------------------------------
' -------------------------- TAILV�.TER --------------------------
-------------------------------------------------------'------------------------
****'** REGULAR CHANNEL CROSS SECTION `w�+**'+��{++**•
BOTTOM WIDTH 7.00 ft
, SIDE SLOPE H/V (X:1) 3..0
CHANNEL SLOPE V/H (ft/ft) 0.009
MANNING'S n (.01-0.1) 0.035
CHANDTEL INVERT ELEVATION 5116.00 ft
CULVERT NO.1 OUTLET INVERT ELEVATION 5116.18 ft
n
*'��*"* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
FLOW W.S.E. FROUDE DEPTH VEL. SHEAR
�cfs) (ft) NU�ER (ft) (f/a) (psf)
� 0.00 5116.00 0.000 0.00 0.00 0.00
7.50 5116.43 0.569 0.43 2.11 0.25
15.00 5116.63 0.587 0.63 2.65 0.38
22.50 5116.80 0.595 0.80 3.01 0.47
� 30.00 5116.93 0.600 0.93 3.29 0.55
�i 37.50 5117.05 0.604 1.05 3.51 0.62
� 45.00 5117.16 0.607 1.16 3.70 0.69
52.50 5117.26 0.609 1.26 3.87 0.75
60.00 5117.35 0.611 1.35 4.03 0.80
f 67.00 5117.43 0.612 1.43 4.15 0.85
75.00 5117.52 0.614 1.52 4.29 0.90
��
--------------------------------------------------------------------------------
-------------------------- ROAD{�,Y OVERTOPPING DATA --------------------------
i� --------------------------------------------------------------------------------
� ROADWAY SURFACE PAVED
EMBAD]KMENT TOP WIDTH 325.00 ft
� CREST LIIIGTH 100.00 ft
OVERTOPPING CREST ELEVATION 5131.00 ft
--------------------------------------------------------------------------------
L
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STREET CAPACITY CALCULATIONS
STREET CAPACITY CALCULATIONS
Spring Canyon Park
Fort Colins, Colorado
Mlnor Storm
INPUT:
Allowable Road Cross
Water Flowline Guter Slope Actual Flow
Street Baains Siope
Elevation ElevaUon (ft) ��� (ft/R) (cfa)
ft
Cui-de-Sac at Park Entrance 4 0.50 0.00 0.02 0.010 7.14
Parking Lot 2 0.50 0.00 0.01 0.010 9.06
Parking Lot 7 0.50 0.00 0.02 0.020 10.09
Parking Lot 8 0.50 0.00 0.02 0.020 8.14
OUTPUT:
Lateral Theorectiwl Theoretical Aliowable
Street Basins Spread of Street ye��� Reduction S��t Street
Water Capacity t�s� Factor Capacity Capacily
ft cfs
Cul-de-Sac at Park Entrance 4 16.50 13.53 3.81 0.80 10.82 OK
Parking Lot 7 16.50 19.14 5.39 0.80 15.31 OK
Parking Lot B 16.50 19.14 5.39 0.80 15.31 OK
Parking Lot 8 16.50 19.14 5.39 0.80 15.31 OK
Design consUaints:
Local: No curb-toppinp. Fbw may apreed to crown o/streeef.
Collectw: No curb topping. How spreed must leave at least one lane wldth /ree ol weter.
MaJw Artelal: No cwbtopping. Flow must leave et leasf 1/2 � IoeNvey wldfh /ree o/ water in eech dkecBon.
Stnet Capacity Gtwlatlons
Ayras AssocaHes MlnorStorm
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GUTTER CONVEYANCE CAPACITY
Pro)ect = Spring Canyron Park — Inlet Sizin�
Street ID = INLET A7: BASIN 7 AND S
T Street
Top of Curb or �
Allowable Depth W Tx Crown
T$ � � i
H � Y
d
a
n Discharge in the Gutter
Width
Depression
Transverse Slope
Longitudinal Slope
ng's Roughness
�
�i�
SX
�utter Cross Slope
/ater Spread Width
later Depth without Gutter Depression
later Depth with a Gutter Depression
�utter Fiow to Design Fiow Ratio by FHWA HEC-22 method (Eq. ST-T)
pread for Side Flow on the Street
pread for Gutter Flow along Gutter Slope
low Rate Carcfed by Width T,
low Rate Carried by Width (T, - W)
utter Flow
ide Flow
ischarge above Depressed Section (Eq. ST-1 or ST-3)
ischarge within Depressed Section (Q - Qs)
low Rate
�alent Slope for the Street
Area
Velocity
product
�a, = ss.z o�
W = 2.00 ft
a = 2.0 inches
Sx = 0.020Q ff/ft
So = 0.0200 Wft
n = 0.016
5,,,, = 0.1033 ft/ft
T = 21.35 ft
y = 5.1 inches
d = 7.1 inches
Eo = 0.29
T, = 19.35 ft
T, = 5.75 ft
(2Ta = 24.28 Cfs
Qre - w = 7.76 cfs
C�a,,,�, = 16.52 cfs
Qx = 19.69 cfs
Q, = 25.60 cfs
(�„ = 10.55 cfs
QT = 36.1 cfs
S, = 0.0443 ft/ft
A, = 4.73 sq ft
Vs = 7.65 fps
VsD = S4.S0 ftZ/s
' INLET A1.xls, Street Hy 12/19/2005, 2:30 PM
�
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CURQ OrENING INLET IN A SUMr
Project = Spring Car�yon Park -- Inlet Sizing
Inlet ID = INLET A1: BASIN 7 AND 8
�p Lu �p
t--------]� -�_.�..[--��►
Guiter
� Design Information (Input)
Design Discharge on the Street (from Street Hy)
Length of a Unit Inlet
� Side Width for Depression Pan
a Clogging Factor for a Singie Unit
Height of Curb Opening in Inches
'' ngle of Throat (see USDCM Figure ST-5)
,� Orifice Coefficient (see USDCM Figure ST-5)
Weir Coe�cient (see USDCM Figure ST-5)
� Water Depth for the Design Condition
Number of Curb Opening Inlets
�s a Wefr
otal Length of Curb Opening Inlet
;apacity as a Weir without Clogging
;logging Coefficient for Multiple Units
:logging Factor for Multiple Units
:apacity as a Weir with Clogging
s an Oriflce
;apacity as an Orifice without Clogging
�apaciry as an Orifice with Clogging
Percentage for this Inlet = Q, / p, _
vrate r
� Flaw Directian
Q, = 36.2 cfs
L„ = 5.00 ft
Wp = 3.00 ft
Ca = O.iS
H = 6.00 inches
Theta = 63.4 degrees
Cd = 0.67
C,,,, = 3.00
Yd = 24.00 inches
No = 3
L = 15.00 ft
0�, = 173.1 cfs
Coef = 1.31
Clog = 0.07
Q„� = 164.8 cfs
Gla = 53.7 cfs
Q� = 50.2 cfs
Q, = 50.2 cfs
C°h = 100.00 °k
Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture
perce�tage of less than 700% in a sump may indicate the need for additional inlet units.
INLET A1.xls, Curb-S
� Yd
H ,r
Pan
12/19/2005, 2:31 PM
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GUTTER C�NVEYANCE CAPACITY
Project = SpNng Canyon Park -- Inlet Sizing
Street ID = fNLET A2: BASIN 2
T Street
Top of Curb or
Allowable Depth W Tx Crown
Ts� � i
� I y
H d
a
n Discharge in the Gutter
W idth
Depression
Transverse Slope
Longitudinal Slope
�g's Roughness
�
�—_ f''
•S X
�r Cross Slope
�r Spread Width
�r Depth without Gutter Depression
�r Depth with a Gutter Depression
�r Flow to Design Flow Ratio by FHWA HEG22 method (Eq. ST-7)
�d for Side Flow on ihe Street
ad fir Gutter Flow along Gutter Slope
Rate Carried by Width T,
Rate Camed by Width (T, - W)
:r Flow
Flow
iarge above Depressed Secdon (Eq. ST-1 or ST-3)
�arge within Depressed Section (Q - Q,)
Rate
+alent Slope for the Street
Area
Velocity
product
Q, = 17.2 cfa
W = 2.00 ft
a = 2.0 inches
Sx = 0.0200 ff!R
So = 0.0100 ft/ft
n = 0.018
5,,,, = 0.1033 ftlft
T = 1 T.78 ft
y = 4.3 inches
d = H.3 inches
E, = 0.35
Tx = 15.78 ft
TB = 5.05 R
C�-s = 12.1 S cfs
C�-s - �„ = 3.18 cfs
(�„n„ = 9.01 cfs
Q■ = 8.08 cfs
Q, = 11.10 cis
QM, = 6.08 cfs
Qr = 1 T.2 cfs
S, = 0.0495 ft/ft
A, = 3.33 sq ft
Vs = 5.17 fps
VsD = 32.38 ft�/s
' INLET A2.xls, Street Hy 12/19/2005, 2:31 PM
1
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Gutber
' Design Information (Input)
� Design Dlscharge on the Street (from Street Hy)
Length of a Unit Iniet
1� Side Width for Depression Pan
� Clogging Factor for a Single Unit
Height of Curb Opening in Inches
�= ngle of Throat (see USDCM Figure ST-5)
Orifice Coefficient (see USDCM Figure ST-5)
Weir Coefficient (see USDCM Figure ST-5)
Water Depth for the Design Condition
� Number of Curb Opening Inlets
�
�
r
�
'
�
'
CURS •rENING INLET IN A SUMr
Project = Spring Canyon Paric -- Inlet Slzing
Inlet ID = INLET A2: BASIN 2
a Weir
al Length of Curb Opening Inlet
�acity as a Weir without Clogging
gging Coefficient for Multiple Units
gging Factor for Multiple Units
�acity as a Weir with Clogging
an Orifice
�acity as an Orifice without Clogging
�acity as an Orifice with Clogging
re Percentage for this Inlet = Q, / Q, _
FLorw Direction
Q, = 17.2 cfs
L�, = 5.00 ft
Wp = 3.00 ft
Co = 0.15
H = 6.00 inches
Theta = 63.4 degrees
Cd = 0.67
C,,,, = 3.00
Yd = 24.00 inches
No = 2
L = 10.00 ft
(]�, = 130.7 cfs
Coef = 1.25
Clog = 0.09
�„� = 122.7 cfs
Qa = 35.8 cfs
Q� = 32.5 cfs
Q, = 32.5 cfs
C% = 100.00 %
Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture
percentage of less than 100% in a sump may indicate the need far additional inlet units.
' INLET A2.xls, Curb-S 12/19/2005, 2:31 PM
COMBINATION INLET IN A SUMP
ProJect = Sp�ing Canyon Paric — Inlot Sizinp
Inlet ID = INLET D2: BASIN 4
Wp L WP
t--------� -^-�Y[---1�,�.r.-..
Cu�
H
Flow Diracilon
Qrtt.r ���
esign Diecharge on the Street (hom Street Hy)
3ngth of a Unit Inlet
umber of UnR Inlets
later Depth for Design Conditlon
rate loformallon
�idth ot a Unit Grate
rea Opening Ratia tor a Grate (see USDCM Table ST-�
logging Factor for a Single Grate
rate Orifice Coefficient
rate Weir Coefflcient
urb Ope�ing Informatlon
eight of Curb Opening in Incties
ngle af Throat (see USDCM Figure ST5)
Ide W idth for Depression Pan
logging Factor for a Single Curb Openinp
urb Opening Orifice Coefficient
urb Opening Weir Coefficient
Q, a 13.9 cfa
L, = 3.27 ft
No = 1
Ya = 8.50 inches
Wa = 2.00 ft
A = 0.80
Co �G) = 0.50
Ca (G) = 0.87
C,,, (G) = 3.00
a Weir
�acity as a Weir without Clogging
gging Coef�cient for Mukiple Units
gging Factor ior Mulfiple Units
�acity as a Weir with Ciogging
an Oriflce
�acity as an Orifice without Ctogging
�acily as an Orifice with Clogging
a Welr
al Length of Curb Opening Inlet
�acity as a Weir wilhout Clogping
ggfng Coefficient for MulNple Units
gging Factor for Multiple Units
�acity as a Weir wilh Clogpi►p
an Oriflce
�acity as an Oriflce witFwut Clogging
�acity as an Orifice with Clogging
H = 6.00 inches
Theta = 90.0 degrees
Wp= 1.50 ft
Co (C) = 0.20
Ca (C) = 0.87
Cr, (C) = 3.00
Gi�, = 13.0 cfs
Coef = 1.�
Cbp = 0.50
CL,,, = 10.1 cfs
Q,i = 23.7 cis
Q,� = 11.8 cfs
fa.�,.� = 10.1 cfa
L = 3.27 ft
G�,, = 10.7 cis
Coef = 1.00
Clog = 0.2D
Q,,� = 8.5 c(s
Q,� = 8.0 cfs
Qo, = 4.8 cis
0..�,,,y = 4.8 Cis
Q = 14.8 c1s
Cx � �ao.00 x
Note: Unless additional ponding depth or spilling over the curb is acceptable, a ppture
percenfage of less tlian 10096 in a sump may indicate the need ior addiUonal inlet units.
INLET D2.xls, Combo-S 12N9l2005, 2:31 PM
i�
GUTTER CONVEYANCE CAPACITY
Project = Spnng Canyon Park �- Inlet Siziny
Street ID = iNLET D2: BASIN 4
T Street
Top of Curb or W T
Allowable Depth x Crown
TS� � I
H � Y
d
a
�n Discharge In the Gutter
r Width
r Depression
k Transverse Slope
l Longitudinal Slope
ing's Roughness
�
���
SX
rr Cross Slope
r Spread Width
r Depth without Gutter Depression
r Depih with a Gutter Depression
;r Flow to Design Flow RaGo by FHWA HEC-22 method (Eq. ST-7)
ad for Side Flow on fhe Street
ad for Gutter Flow along Gutter Slope
Rate Carried by Width T,
Rate Carried by W idth (T, - W)
�r Flow
Flow
iarge above Depressed Section (Eq. ST-1 or ST-3)
iarge within Depressed Section (Q - Q,)
Rate
ialent Slope for the Street
Area
Velocfty
product
INLET D2.xls, Street Hy
(�, = 13.8 cfs
W = 2.00 ft
a = 2.0 inches
Sx = 0.0200 fUft
So = 0.0050 fUft
n = 0.016
S,,,, = 0.1033 ff/ft
T = 18.93 ft
y = 4.5 inches
d = 8.5 inches
Eo = 0.33
Tx = 16.93 ft
T, = 5.28 ft
�fs = 9.� CfS
�rs - w - 2.72 Cfs
(�,,,�, = 6.96 cfs
Qx = 6.� Cf5
Q, = 9.29 cfs
Q,�, = 4.60 cfs
fh = 13.8 cfs
S, = 0.0476 fUft
A, = 3.75 sq ft
V, = 3.70 fps
VsD = 24.23 it�ls
12/19/2005, 2:31 PM
AREA INLET DESIGN (Sump Conditton)
INLET D1
SPRING CANYON COMMUNITY PARK
FORT COLLINS, COLORADO
JUNE 2005
`Thfs shest computes fhs controlliny a�ea IMef flow co►MlNor►.
EquaHons:
Welr Equadort: �
Qw.r = CLH �
H = head above weir
Orftice EquaHon:
Q„�c, = Co Ao 2gH
H =hz -h�
Area Inlet Computatfons
Glvens:
Inlet Type CDOT TYPE C Ciosed Mesh Grate Inlet
Weir Coefficient, C = 2.8
Orifice Coefficient, Co = 0.65
Length of Crest, L = 10.40 ft
Area of Orifice, Ao = 6.50 ft2
Clogging Factor = 0.5
�dth oflnlet Length of Inlet
Space Width = 0.4435 ft Space Width = 0.1309 ft
Bar Width = 0.0313 ft Bar Width = 0.0313 ft
Number of Spaces = 7 Number of Spaces = 16
Number of Bars = 8 Number of Bars = 17
Grate Length = 3.35 ft Grate Width = 2.63 ft
Effective Grate Length = 3.10 ft Effective Grate Width = 2.09 ft
Calculadons:
Grate Flowline Elevation = 5132.20 ft
Water Surface Elevation = 5132.70 ft
Design Flow = 4 cfs
Head above Grate = 0.64 ft
Welf FIOw, Q w,� = 7.42 Cf3
Orifice Flow, Q„�, = 13.55 cfs
F/ow Capaclty Thiough Grate, Q�a„ttra = 7.42 cfs
Desiqn Flow, Q�� = 4.30 cfs
Note: Basin 5= 2.8 cfs
Basin 6 = 1.5 cfs
Total = 4.3 cfs
Ayr�t Assoclates Area �Aet CaMulaUons
�
L
1
�
�
AREA INLET DESIGN (Sump Condition)
POND C / Inlet E1
SPRING CANYON COMMUNITY PARK
FORT COLLINS, COLORADO
�cc "K:nl�
JUNE 2005
'Thls sheet computes the confrolllnp area Inlet flow condWon.
' Equatlons:
�
�
1
�
�
�
�
�-
�
Y.
��
Welr Equaflon:
Orlflce Equadon:
Q,�, = CLH2
�H = head above welr
Qa,��, = Ce A, 2gH
K =h2 -h�
Area Inlet Computations
Glvens:
lnlet Type CDOT TYPE C Closed Mesh Grate Inlet
Weir Coefficient, C = 2.8
Orifice Coefficient, Ca = 0.65
Length of Crest, L = 10.40 ft
Area of Orifice, Ao = 6.50 ft2
Clogging Factor = 0.2
�dih o/Inlet Length M Inlet
Space Width = 0.4435 ft Space Width = 0.1309 ft
Bar Width = 0.0313 ft Bar Width = 0.0313 ft
Number of Spaces = 7 Number of Spaces = 16
Number of Bars = 8 Number of Bars = 17
Grate Length = 3.35 ft Grate Width = 2.63 ft
Effective Grate Length = 3.10 ft Effective Grate Width = 2.09 ft
Calculations:
' Grate Flowline Elevation = 5130.00 ft
Water Surface Elevation 5130.29 ft
Design Flow = 2.63 cfs
'
'
�
�
1
�J
Head above Grate = 0.29 ft
Weir Flow, U,,,� = 3.64 cfs
Orifice Flow, Ua„�„�, = 18.26 cfs
F/ow Capacity Through Grate, Q ro„o,,,� = 3.64 cfs
Design Flow, Q�� = 2.63 cfs
' Ayres Assoclstea Area In/et Cs�u/allons
�,.�rL, � SS � �oI �
inl��,
AREA INLET DESIGN (Sump Condition)
POND E / Inlet B1
SPRING CANYON COMMUNITY PARK
FORT COLLINS, COLORADO
JUNE 2005
'Th►s sheet computea ths controlling area lnlet flow condklon.
Equatlons:
Welr Equadon:
O►INee EquaHon:
�
Q,,,, = CLH 2
H = head above welr
Qo,�,c, = C, Ao 2gH
H =hz -h�
Area Inlet Computations
Givens:
lnlet Type CDOT TYPE C Closed Mesh Grate Inlet
Weir Coefficient, C = 2.8
Orifice Coefficient, Ca = 0.65
Length of Crest, L = 10.40 ft
Area of Orifice, Ao = 6.50 ft2
Clogging Factor = 0.2
YNdfh oI fnlet Length of Inlet
Space Width = 0.4435 ft Space Width = 0.1309 ft
8ar Widih = 0.0313 ft Bar Width = 0.0313 ft
Number of Spaces = 7 Number of Spaces = 16
Number of Bars = B Number of Bars = 17
Grate Length = 3.35 ft Grate Width = 2.63 ft
Effective Grate Length = 3.10 ft Effective Grate Width = 2.09 ft
Calculations:
Grate Flowline Elevation = 5120.50 ft
Water Surface Elevation = 5123.00 ft
Surcharge Neight = 1.61 ft
Design Flow = 13.28 cfs
Head above Grate = 0.89 ft
Weir Flow, Q w,h = 19.56 cfs
Orifice Flow, Q�,k, = 25.60 cfs
Fbw Cepacity Through Graie, Q c,,,,� = 19.56 cfs
Deslgn F/ow, Q�oo = 13.28 cfs
' Ayres Aasoc/ates Aiea /Me! Calulai/ons
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EROSION PROTECTION CALCULATIONS
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I Worksheet for Box Pipe - 1
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Flow Element: Box Pipe
' Fnction Method: Manning Fortnula
Soive For. Normai Depth
�nput'Data '
R h C ff' t' 0013
oug ness oe icien .
Channel Slope:
' Height:
Bottom Width:
� Discharge:
Resufts�
Normal Depth:
� Flow Area:
�` Wetted Perimeter;
Top Width:
f
� Critical Depth:
Critica� Slope:
� Velocity:
� Velocity Head:
Speciflc Energy:
r Froude Number:
� Flow Type:
iGVFdnp`�-,� - ' , ,
r e ��,�:"'.�
Downstream Depth:
r
Length:
' Number Of Steps:
�VF Oufput Dete
Upstream Depth:
' Profile Description:
Profile Headioss:
� Average End Depth Over Rise:
Nortnal Depth Over Rise:
Downstream Velocity:
� Upstream Velocity:
Normal Depth:
Critiql Depth:
'
�
�
0.00540
4.00
6.00
157.00
2.52
15.15
11.05
6.00
2.77
0.00419
10.36
1.67
4.19
1.15
Supercritical
0.00
0.00
0
0.00
WA
0.00
0.00
0.00
0.00
0.00
2.52
z.n
ft�ft
ft
ft
ft'!s
ft
ft'
ft
ft
ft
ft/ft
ft/s
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ft
ft
ft
ft
ft
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ft/s
ft
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,****************************************************************************
JORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
�TH AMERICAN GREEN CHANNEL PROTECTION = ENGLISH/S.I.
R SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
t ********************�r******�***********************************************
�OJECT NAME : Spring
:OMPUTED BY: jym
�OM STATION/REACH:
�P,INAGE AREA :
Canyon Park
Pond A Spillway Out
PROJECT NO.:
DATE: 12/19/2005
TO STATION/REACH:
DESIGN FREQUENCY:
�********************************************************,r******************
INPUT PARAMETERS
***********************************************************************�***
annel Discharge
. ak Flow Period
:hannel Slope
�nel Bottom Width
Side Slope
tight Side Slope
�annel
rmi.
�
: 700.0 cfs (19.81 m^3/s)
: 2 hours
: 0.063 ft/ft (0.063 m/m)
: 360.0 ft (109.73 m)
. 50:1
. 50:1
Lining : C350 Staple E Mix <50�
Shear(Tp) :9.00 psf (430.9 Pa)
Phase = 2
Class = D Vegetation
Soil = Sandy Loam
Allowable Soil Shear(Ta):3 psf (143.64 Pa)
�*****************,�*********************************************************
CALCULATIONS
***************************************************************************
_ itial Depth Estimate = 0.16 *(700.0 /(0.063^0.5))^0.375 = 3.14 ft (.96 m)
�'nal Channel Depth (after 13 iterations) _.29 ft (0.09 m)
�ow Area = (360.0 * 0.3)+(0.5 *0.29^2 * (50.0+50.0)) = 109.6 sq.ft (10.2 m^2)
��t Per. =360.0 +(0.3*(((50.0^2)+1�^.5 +((50.0^2�+1)^.5)) = 389.3 ft (118.6 m)
iydraulic Radius =(109.6 / 389.3) = 0.3 ft (0.1 m)
�nnel Velocity =(1.486/0.025)*(0.3^0.667)*(0.063^.5) = 6.4 fps (1.9 m/s)
:hannel Effective Manning's Roughness = 0.025
�' lculated Shear (Td) = 62.4 * 0.29 * 0.063 = 1.14 psf (54.6 Pa)
fety Factor = (Tp/Td) _ (9.00 /1.14) = 7.89
; �tive Stress
�ety Factor =
on Blanket(Te) = 1.1*(1-0.38)*(/0.025)^2 = 1.90 psf (91.1 Pa)
(Ta/Te) _ (3.00 /1.903) = 1.58
�
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� «th Amnicen Grsai � ECMDS Vamn 4.3 . 2/19 3:30 MPUTED BY: jwp __ '
qJECT.NnME:Sa�aCarwmPak .. .. .. _ . . . _ .. 6JECTNO..
- -...__ ._....._.�
ROMSTATION/REACH; PmdA_ ._..: .P$TqTIQN�PE�H:. ..__. �..RA.INAGEAREA ____ . . __._.- ES.IfaN.�E.QU�NLY:.._.
FIYDRAULIC RESULTS
�' Dqclwqe Peak Fbw abcAy (hx luea �ayfl) Hydaic Namd �«�
de Pmrod hr: Ra6us N D ft �
� 7f10.0 20 638 109.63 0.28 0.29
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. RTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
�RTH AMERICAN GREEN SLOPE PROTECTION - ENGLISH/S.I.
ER SPECIFIED - PERMANENT BACK-UP COMPUTATIONS
**********************************************************************
OJECT NAME: Spring Canyon Park PROJECT NO.:
MPUTED BY: jym DATE: 12/19/2005
3LOPE DESCRIPTION: Pond A Out
�-------------------------------------------------------------------------
***** INPUT PAR.AMETERS *****
---------------------------------------------------------------------------
ope Gradient: 16:1
ope Degrees = tan^(-1) (1/16) = 03.58 degrees
31ope Length: 260 feet (79•2 meters)
- =1 Type: Sandy Loam
.ctor: K= 0.19 t*ac*h/100*ac*ft*tonf*in (K= 0.03 t*ha*h/ha*MJ*mm)
�nnual R Factor: 30 100ft*t*in/ac*hr*yr (511 MJ*mm/ha*h*y)
for United States, Colorado, Ft. Collins
�ECIPDIST = 100
REACH CUMULATIVE DISTANCE MATERIAL TYPE Density C
NO. TO END OF REACH FACTOR
1 260 feet/79.2 meters C350 Reinf. Veg Mix (Both Sod/Bunch) 0.010
3LT = 0.03 inches (0.08 centimeters)
�JR = 30 * 100.0 / 100 =30.0 100ft*tonf*in/ac*hr*yr (510.6 MJ*mm/ha*h*yr)
il Loss Factor (SLF) = 1.26 inches (3.21 cm)
---------------------------------------------------------------------------
�-------------------***** CALCULATIONS *****
-------------------------------------------------
tEACH NUMBER: ***1***
�ORZLl =260 * cos(3.6) = 259.5 feet (79.1 meters)
I Factor = 1.01
;umulative LS 1 Factor = 1.01
�LBARE 1 _ .00595 * 30 * 0.19 * 1.01 =0.034 in (0.087 cm)
LBARE 1 .00595 * 30 * 0.19 * 1.26 *1.01 =0.043 in (0.110 cm)
�SLMAT 1= 0.01 * 0.034 =0.000342 in (0.001 cm)
�LNiAT 1= 0.01 * 0.043 =0.000432 in (0.001 cm)
1 = 0.030 / 0.000 =87.727
�( ASLBARE 1=0.034 *[( 260 - 0) / 260]
� TOTCOMPASLBARE
= 0.034 in (0.087 cm)
= 0.034 in (0.087 cm)
�
�
1
1
�lPASLMAT 1=0.000342 *[( 260 - 0) / 2b0) = 0.000342 in (0.001 cm)
TOTCOMPASLMAT = 0.000342 in (0.001 cm)
E�r additional computation details, see the North American Green Users Manual.
�nd the Natural Resource Conservation Service RUSLE Documentation.
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JORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
J�TH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
R SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
t*********************************************�******************************
�JECT NAME: Spring
:OMPUTED BY: jym
�M STATION/REACH:
INAGE AREA:
PROJECT NO.:
DATE: 12/19/2005
TO STATION/REACH:
DESIGN FREQUENCY:
Canyon Park
Pond A Spillway IN
r ***************************************************************************
INPUT PAR.AMETERS
a *******,t**�k*,t************,t*,t**�t***,t,t*****,t**********,t*******,t*,t*****�t,t**,t,t*
�nnel Discharge : 1300.0 cfs (36.79
k Flow Period : 2 hours
:hannel Slope : 0.005 ft/ft (0.005
�•nel Bottom Width : 175.0 ft (53.34 m)
. Side Slope : 50:1
tight Side Slope : 50:1
#anne 1
?ermi .
'
m^3 /s?
m/m)
Lining : C350 Staple E Mix <50�
Shear(Tp) :9.00 psf (430.9 Pa)
Phase = 2
Class = D Vegetation
Soil = Sandy Loam
Allowable Soil Shear(Ta):3 psf (143.64 Pa)
��*****************************,t**,t*****,t******,t**,t***,t,t**,t*,t,t*,t,t,t,t****,t**,t**
CALCULATIONS
� ***************************************************************************
�. * � ..
_nitial Depth Estimate = 0.16 (1300.0 /(0.005 0.5)) 0.375 = 6.36 ft (1.94 m)
�' al Channel Depth (after 12 iterations) = 1.28 ft (0.39 m)
� w Pxea = (175.0 * 1.3)+(0.5 *1.28^2 * (50.0+50.0)) = 306.9 sq.ft (28.5 m^2)
Per. =175.0 +(1.3*(((50.0^2)+1)^.5 +((50.0^2)+1)^.5)) = 303.4 ft (92.5 m)
iydraulic Radius =(306.9 / 303.4) = 1.0 ft (0.3 m)
�nnel Velocity =(1.486/0.025)*(1.0^0.667)*(0.005^.5) = 4.2 fps (1.3 m/s)
;hannel Effective Manning's Roughness = 0.025
�culated Shear (Td) = 62.4 * 1.28 * 0.005 = 0.40 psf (19.2 Pa)
fety Factor = (Tp/Td) _ (9.00 /0.40) = 22.48
� �tive Stress
tety Factor =
on Blanket(Te) = 0.4*(1-0.38)*(/0.025)^2 = 0.27 psf (12.7 Pa)
(Ta/Te) _ (3.00 /0.266) = 11.30
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1 aihAtnaican �een ECMDSVe'rion03 2/19/2005 31 MPUTEDBY jym `
._.. _. .._ ._ .. ..____.. .._!
OJECiNAME: SomaCarhanPark .. OJECTNO.�
OMSTAiION/REPCH:.PadA . . ..Q$T,ATION/R�ACFI�_ _...._......... RAINAG�AREP::___._ ... ..... . ....i .ESIGN,FREQ�IENLY; ..._....._ ..
FIYDRAUl1C RESULTS
� DucFwpe Peak Fbw abcity llp� Area �saft) Hl�aic Namd �O ln-0.0251 -
d� Perod : R N U �
130Q0 20 l21 306.91 1.01 1.28
S -4�50
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660 Widl�.17S0011 6R0
� LINER RESULTS Not m Scab
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*********************************************************************
f TH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
fORTH AMERICAN GREEN SLOPE PROTECTION - ENGLISH/S.I.
f�R SPECIFIED - PERMANENT BACK-UP COMPUTATIONS
*********************************************************************
� JECT NAME: Spring Canyon Park PROJECT NO.:
'�IPUTED BY: jym DATE: 12/19/2005
;LOPE DESCRIPTION: Pond A IN
----------------------------------------
***** II�TPUT PARAMETERS *****
•--------------------------------------------------------------------------
pe Gradient: 200:1
pe Degrees = tan^(-1) (1/200) = 00.29 degrees
�lope Length: 140 feet (42.7 meters)
:;' Type: Sandy Loam
.ctor: K= 0.19 t*ac*h/100*ac*ft*tonf*in (K= 0.03 t*ha*h/ha*MJ*mm)
,nnual R Factor: 30 100ft*t*in/ac*hr*yr (511 MJ*mm/ha*h*y)
for United States, Colorado, Ft. Collins
'�CIPDIST = 100
REACH CUMULATIVE DISTANCE MATERIAL TYPE Density C
0. TO END OF REACH FACTOR
1 140 feet/42.7 meters C350 Reinf. Veg Mix (Both Sod/Bunch) 0.010
LT = 0.03 inches (0.08 centimeters)
�R= 30 * 100.0 / 100 =30.0 100ft*tonf*in/ac*hr*yr (510.6 MJ*mm/ha*h*yr)
l Loss Factor (SLF) = 1.04 inches (2.65 cm)
--------------------------------------------------------------------------
___-__***** CALCULATIONS *****
�------------ -------------------------------------------------
.EACH DTIJMBER : * * * 1 * * *
�ORZL1 =140 * cos(0.3) = 140.0 feet (42.7 metersi
1 Factor = 0.09
umulative LS 1 Factor = 0.09
BARE 1=.00595 * 30 * 0.19 * 0.09 =0.003 in (0.007 cm)
BARE 1=.00595 * 30 * 0.19 * 1.04 *0.09 =0.003 in (0.008 cm)
T 1 = 0.01 * 0.003 =0.000029 in (4.000075 cm)
y�M�T 1 = 0.01 * 0.003 =0.000031 in (0.000078 cm)
� 1 = 0.030 / 0.000 =99.900
C�SLBARE 1=0.003 *[( 140 - 0) / 140J
, TOTCOMPASLBARE
= 0.003 in (0.007 cm)
= 0.003 in {0.007 cm)
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�MPASLMAT 1=0.000029 *[( 140 - 0) / 140] = Q.000029 in (0.000075 cm)
TOTCOMPASLNlAT = 0.000029 in (0.000075 cm)
�r additional computation details, see the North American Green Users Manual
and the Natural Resource Conservation Service RUSLE Documentation.
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___..__ __---.. we�oescRi�ri.o�;.?a�+aa�K ---- __.._ _...
cA,.a,� urree s�e��
sw.m.o� ca�� ' s�c�.�+�-Zoai
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� PmtaetionTfM I'"O""°"O'" _;�7J
Piotea�wn F�aiod I�e.rhtl � C350 R�iif. Veo �•0.011
� , Bpir'rq Marh ��
AdiWed R Yaius �— 110
s�. suawr M:�l ��
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ASLbse.4veraqe Sal Lasa poter�el of irpateUed soi (viiam nche�l ����e0e Sd Loa ooten�wl w/malaid Iviinm rstis�l
MSLbee�daxmum Shc Lms polertial m vpm0eded td (v�iam irlieaJ MSLmal�Alawmm Sd Loa poterdid w/rt�d �udam nrheaJ
SLT.Sd Lm� T oluance In dope seqnwd �uiFam iicFqil SF�Sdary Fecta
CanooNaAae�ape tai bn ham mw dope Isqih luriam ncMsl
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JORTii AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
�TH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
R SPECIFIED CHAIVNEL LINING BACK-UP COMPUTATIONS
k �kirir***************�Ir*�t*********ic********�t�t�k**�k*Ye******�k****rt*****�t**�k*rt�k�t***
�JECT NAME: Spring
:OMPUTED BY: jym
�OM STATION/REACH:
�F�INAGE AREA :
Canyon Park
Pond B
PROJECT NO.:
DATE: 12/19/2005
TO STATION/REACH:
DESIGN FREQUENCY:
t�***************************************************************************
INPUT PAR.AMETERS
******************************,r***********************,r**************�****
el Discharge
k Flow Period
:hannel Slope
�-�.nel Bottom Width
Side Slope
:ight Side Slope
: 135.0 cfs (3.82 m^3/s)
: 2 hours
: 0.167 ft/ft (0.167 m/m)
: 79.0 ft (24.08 m)
. 50:1
. 50:1
nnel Lining : C350 Staple E Mix 50-75�
i. Shear(Tp) :9.00 psf (430.9 Pa)
Phase = 2
�� Class = D Vegetation
�- Soil = Sandy Loam
Allowable Soil Shear(Ta):3 psf (143.64 Pa)
�**************************************************************************
CALCULATIONS
�*******************************�********************************************
:�tial Depth Estimate = 0.16 *(135.0 /(0.167^0.5))^0.375 = 1.41 ft (.43 m�
'inal Channel Depth (after 13 iterations) _.2 ft (0.06 m)
w Area = (79.0 * 0.2)+(0.5 *0.20^2 * (50.0+50.0)) = 17.6 sq.ft (1.6 m^2)
r Per. =79.0 +(0.2*(((50.0^2)+1�^.5 +((50.0^2)+1)^.5)) = 98.8 ft (30.1 m)
:ydraulic Radius =(17.6 / 98.8) = 0.2 ft (0.1 m)
' nnel Velocity =(1.486/0.025)*(0.2^0.667)*(0.167^.5) = 7.7 fps (2.3 m/s)
' annel Effective Manning's Roughness = 0.025
' culated Shear (Td) = 62.4 * 0.20 * 0.167 = 2.06 psf (98.5 Pa)
�ety Factor = (Tp/Td) _ (9.00 /2.06) = 4.37
;f :tive Stress on Blanket(Te) = 2.1*(1-0.60)*(/0.025)^2 = 2.21 psf (106.0 Pa)
�aty Factor = (Ta/Te) _ (3.00 /2.213) = 1.36
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OJECT NAME: SprqCarryanPak_ .._. .. __ OJECT NO.�.
OM STATION/REACH: PordB _ _.'� 4.SLATION/PE�FI;.. . . _.._... RNNqGEAREA:.. __.... . .._ ..._.._ � E$IGN..FAEOUENLY'.._. ......._._.
t�1RAUlJC RESULTS
�' � Daclwi9a Peak Fbw VebdY (�W Arsa (sGltl Msdraic Normei ��j-- ��
_(�_ Pa�odlh�+l Ra3uIN1 Dedhfftl I I
� 135.0 20 7.68 17.58 0.18 0.2tl
S-0.1fi�Y
1 1 g� 1
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� 1 �NFR RFSI 11 TC Not te 5cak
Math�p Type VepMa6on Cheredaittics
Reedi ta6ih� PMrabb CakiYled Sdep� Fctv Ranski
S�aPbPauem Pfwe Gen Type Dero�y SlrrSbsa SfrsSere
1 Iw0 1011
Straiy�t C350 Vepeletion 2 D M6c 50-75X 9.00 206 437 STABLE
StmkE Sai Ser�Lam 3.00D 2Zt3 1.36 STABLE
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JORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
�TH AMERICAN GREEN SLOPE PROTECTION - ENGLISH/S.I.
R SPECIFIED - PERMANENT BACK-UP COMPUTATIONS
**********************************************************************
JECT NAME: Spring Canyon Park PROJECT NO.:
PUTED BY: jym DATE: 12/19/2005
3LOPE DESCRIPTION: Pond B
----------------------------------------
***** INPUT PARAMETERS *****
---------------------------------------------------------------------------
pe Gradient: 6:1
pe Degrees = tan^(-1) (1/6) = 09.46 degrees
31ope Length: 90 feet (27.4 meters)
'I`ype : Sandy Loam
,�ctor: K= 0.19 t*ac*h/100*ac*ft*tonf*in (K= 0.03 t*ha*h/ha*MJ*mm)
�nnual R Factor: 30 100ft*t*in/ac*hr*yr (511 MJ*mm/ha*h*y)
for United States, Colorado, Ft. Collins
�CIPDIST = 100
�CH CUNNLATIVE DISTANCE MATERIAL TYPE Density C
. TO END OF REACH FACTOR
1 90 feet/27.4 meters C350 Reinf. Veg Mix (Both Sod/Bunch) 0.002
�LT = 0.03 inches (0.08 centimeters)
�R = 30 * 100.0 / 100 =30.0 100ft*tonf*in/ac*hr*yr (510.6 MJ*mm/ha*h*yr)
1 Loss Factor (SLF) = 1.39 inches (3.53 cm)
---------------------------------------------------------------------------
___***** CALCULATIONS *****
�--------------- -------------------------------------------------
CH NUMBER: ***1***
ORZLl =90 * cos(9.5) = 88.8 feet (27.1 meters)
1 Factor = 2.46
:umulative LS 1 Factor = 2.46
BARE 1=.00595 * 30 * 0.19 * 2.46 =0.084 in (0.212 cm)
BARE 1=.00595 * 30 * 0.19 * 1.39 *2.46 =0.116 in (0.295 cm)
�SLMP.T 1= 0.002 * 0.084 =0.000167 in (0.000424 cm)
�1T 1 = 0.002 * 0.116 =0.000232 in (0.001 cm)
= 0.030 / 0.000 =99.900
• ASLBARE 1=0.084 *[( 90 - 0) / 90]
� TOTCOMPASLBARE
= 0.084 in (0.212 cm)
= 0.084 in (0.212 cm)
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�ASLMAT 1=0.000167 *[( 90 - 0) / 90] = 0.000167 in (0.000424 cm)
TOTCOMPASLMAT = 0.000167 in (0.000424 cm)
�r additional computation details, see the North American Green Users Manual
ind the Natural Resource Conservation Service RUSLE Documentation.
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co�,u� uti�d s��. _ . .
se.e.�.� edo�edo _' siew eu6sw • ei
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Prateetion T�ps 1fO"1Qef" �!
� PrW xtion Period ��oMMj � C350 Fi�nf. VN IG0.�21
Bs�n�q Maah ��'
A4uqad R Ydue �-- �
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_._ ._..... ... _._ _..._....
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0.5Lbaieatverape Sd Loes 7aaOal d vPdected ed Ivdwm �clr�) ASLma�aivaeye Soi Lou PoteNlal w/mMaid hr�fam ndesl
MSLbaie�M1lm�mm Shc Loss pderod m vpater�ed mi (viam irh�J MSLmel�tarnm Sd Loss palenid w/meEaid Iv7am id�es)
SLT �Sd Lon T dserca la dope :s{pet �irimn iichet) SF-Sdety Fxwr
Carya.�s�nveaps.d bo han tar+loo. bncth I�r�fam nde�J
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JORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
�TH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
R SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
r ***********,t***************************************************************
�JECT NAME: Spring
:OMPUTED BY: jym
�M STATION/REACH:
INAGE AREA:
Canyon Park
Rundown
PROJECT NO.:
DATE: 12/19/2005
TO STATION/REACH:
DESIGN FREQUENCY:
k�k*********�F�F*'k�F'*�F'*�t**7k�t�k*�t�tic******�t�F***�F�k**�F�k*�F�F�t**�k�F**vF�k***�t******�t�F�t�F*�t*'*�F
INPUT PARAMETERS
***************************************************************************
el Discharge
. k Flow Period
:hannel Slope
�-�.nel Bottom Width
Side Slope
tight Side Slope
: 70.0 cfs (1.98 m^3/s)
: 2 hours
: 0.267 ft/ft (0.167 m/m}
: 45.0 ft (13.72 m)
. 4:1
. 4:1
nnel Lining : C35Q Staple E Mix 50-75�
i. Shear(Tp) :9.00 psf (430.9 Pa)
Phase = 2
�' Class = D Vegetation
Soil = Sandy Loam
Allowable Soil Shear(Ta):3 psf (143.64 Pa)
:�***************************************************************************
CALCULATIONS
:***********************************************************,�****************
�itial Depth Estimate = 0.16 *(70.0 /(0.167^0.5))^0.375 = 1.10 ft (.34 m)
'inal Channel Depth (after 11 iterations) _.23 ft (0.07 m)
��w Area = (45.0 * 0.2)+(0.5 *0.23^2 * (4.0+4.0)) = 10.8 sq.ft (1.0 m^2)
Per. =45.0 +(0.2*(((4.0^2)+1)^.5 +((4.0^2)+1)^.5)) = 46.9 ft (14.3 m)
Iydraulic Radius =(10.8 / 46.9) = 0.2 ft (0.1 m)
el Velocity =(1.486/0.035)*(0.2^0.667)*(0.167^.5) = 6.5 fps (2.0 m/s)
: annel Effective Manning's Roughness = 0.035
�culated Shear (Td) = 62.4 * 0.23 * 0.167 = 2.44 psf (116.8 Pa)
ety Factor = (Tp/Td) _ (9.00 /2.44) = 3.69
:f �tive Stress
�ety Factor =
on Blanket(Te) = 2.4*(1-0.60)*(/0.035)^2 = 1.34 psf (64.1 Pa)
(Ta/Te) _ (3.00 /1.339) = 2.24
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_ ___ .
HYDRAULIC RESULTS
DischsDs F'eak Flow VdxtY IfP� Area (t0.nl H.Ntaic Namd
fd:l PeriodlM) RadudNl Deoth(ftl
1Q0 20 fi50 10.77 0.23 0.23
C.f01�
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l IWFR RFSI11 TR MIX Eo Stele
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MATERIAL SPECIFICATION
C350
The composite turf reinforcement mat (C-TRM) shall be a machine-produced mat of 100% coconut fiber matrix
incorporated into a permanent three-dimensional turf reinforcement matting.
The rnatrix shall be evenly distributed across the entire width of the matting and stitch bonded between a super heavy
duty IJV stabilized bottom net with 0.50 x 0.50 inch (1.27 x 1.27 cm) openings, an ultra-heavy duty LN stabilized,
dramatically corrugated (crimped) intermediate netting with 0.50 x 0.50 inch (1.27 x 1.27 cm) openings, and covered
by a super heavy duty iJV stabilized top net with 0.50 x 0.50 inch (1.27 x 1.27 cm) openings. The corrugated netting
shall form prominent closely spaced ridges across the entire width of the ma�. The three nettings shall be stitcbed
together on 1.50 inch (3.81 cm) centers with LN stabilized polypropylene tbread to form a permanent three-
dimensional turf reinforcement matting.
The C350 shall meet requirements established by the Erosion Control Technology Council (ECTC) Specificarion and
� the U.S. Department of Transportation, Federal Highway Adminis�ration's (FHWA) Standard Specifications For
Construction of Roads and Bridges on Federal Highway Projects, FP-03 2003 Section 713.18 as a Type SA, B, and C
Permanent TurfReinforcement Mat.
� Installation staple patterns shall be clearly marked on the turf reinforcement matting with environmentally safe paint.
All mats shall be manufactured with a colored thread stitched along both outer edges (approximately 2-5 inches [5-12.5
� cm] &om the edge) as an overlap guide for adjacent mats.
The composite turf reinforcement mat shall be the North American Green C350, or equivalen� The C350 permanent
composite tutf reinforcement mat shall have the following physical properties:
Material Content
� Matrix
' Nettings
�
�
Thread
100% Coconut Fiber
(O.SO lb/ydz) (0.27 kg/mz)
Top - Super Heavy Duty LJV Stabilized Polypropylene
8.00 lbs/1,000 ft� (3.91 kg/100 m2)
Mid - Corrugated [Tltra-Heavy Duty W Stabilized Polypropylene
241b/1,000 ftz (11.7 kg/100 m�
Bottom - Super Heavy Duty UV Stabilized Polypropylene
8.00 lbs/1,000 f� (3.91 kg/100 m�)
LTV Stabilized Polypropylene
' C350 is Available with the Following Physical Specifications Per Roll [English Units (Metric Units)]
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Width 6.50 ft (2.00 m)
Length 55.50 ft (16.90 m)
Weight f 10% 37.00 lbs (16.80 kg
Area 40.00 ydT (33.40 m )
Stitch Spacing for All Ro1Ls =1.50 inches (3.81 cm)
' Updeted 1/2004
,
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NORTH AMERICAN GREEN SLOPE PROTECTION
, PERFORMANCE SPECIFICATIONS
************************************************************************
Three Dimensional Permanent Net with Coconut Fiber Erosion
' Control Turf Reinforcement Matting (North American Green C350)
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1. Matrix: 100� coconut fiber, min. wt. 0.50 lbs/yd2 (0.27 kg/m2)
2. Netting: Top, heavyweight W stabilized polypropylene with
0.50 in (1.27 cm) openings. Center, super heavyweight
corrugated (crimped) W stable polypropylene 0.50 in (1.27 c
openings). Bottom, W stabili.zed polypropylene with
0.50 in (1.27 cm� openings.
3. Stitching: Non-degradable thread on 1.50 in (3.81 cm) centers
4. Roll Size: 6.50ft (2.00m) x 55.50ft (16.90m), 40.00 yd2 (33.40 m2)
5. Roll Weight t 10�: 37.00 lbs (16.80 kg)
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NORTH AMERICAN GREEN SLOPE PROTECTION
' PERFORMANCE SPECIFICATIONS
************************************************************************
Three Dimensional Permanent Net with Coconut Fiber Erosion
' Control Turf Reinforcement Matting (North American Green C350)
1. Matrix: 100� coconut fiber, min. wt. 0.50 lbs/yd2 (0.27 kg/m2)
� 2. Netting: Top, heavyweight W stabilized polypropylene with
�, 0.50 in (1.27 cm) openings. Center, super heavyweight
corrugated (crimped) W stable polypropylene 0.50 in (1.27 c
� openings). Bottom, W stabilized polypropylene with
0.50 in (1.27 cm) openings.
3. Stitching: Non-degradable thread on 1.50 in (3.81 cm) centers
4. Roll Size: 6.50ft (2.00m) x 55.50ft (16.90m), 40.00 yd2 (33.40 m2)
� 5. Roll Weight ± 10�: 37.00 lbs (16.80 kg)
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NORTH AMERICAN GREEN SLOPE PROTECTION
PERFORMP.NCE SPECIFICATIONS
************************************************************************
C350 Reinforced Veg.
' Fully Vegetated Permanent Triple Net Coconut Fiber Erosion
Control Turf Reinforcement Mat
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The erosion control turf reinforcement mat shall consist of a rolled
erosion control product manufactured from long lasting natural fibers
mechanically formed and/or bonded into synthetic nettings to produce a
permanent three dimensional structure. The erosion control turf
reinforcement mat in a fully vegetated state must be capable of
permanently reducing average annual soil loss to 0.03 in (0.08 cm) on
a 18:1, 250 ft (76.2 m) slope consisting of Sandy Loam soil.
The erosion control turf reinforcement mat shall be North American Green
C350 or approved equal. Product performance documentation using soil loss
calculations based on the USDA RUSLE method must be submitted for review.
Product must be guaranteed to perform to the minimum performance standard�
under the specific conditions as stated above.
'
I EROSION CONTROL CALCULATIONS
'
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RAINFALL PERFORMANCE STANDARD EVALUATION
' roject: Sprinp Canyon Park STANDARD FORM A
alculated B: JYM Dato: 1/24I2006
� DEVELOPED EROD181LITY Asb Lsb Ssb Lb Sb PS
„- , SUBBASIN ZONE ac (R 46 H) 'A� (X
' ' 6.4 0.02
2 Moderate 4.89 79C O.o9 44.4 0.04
3 Moderate 0.92 247 3.42 2.6 0.04
4 Moderate 1.93 894 0.97 19.8 0.02
5 Moder'ate 0.73 365 3.02 3.1 0.03
6 Moderate 0.71 187 3.87 1.5 0.03
7 Moderate 4.52 610 2.04 31.7 0.11
8 Moderate 4.15 525 1.60 25.1 0.08
9 Moderate 2.15 565 1.56 14.0 0.04
10 Moderate 0.19 75 0.67 0.2 0.00
11 Moderate 1.46 360 2.60 6.0 0.04
12 Moderate 2.55 670 1.56 19.6 0.05
13 Moderate 2.49 525 1.13 15.0 0.03
14 Moderate 42.27 2614 7.06 127Q.7 0.51
15 Moderate 0.55 125 1.00 0.8 0.01
16 Moderate 1.10 200 1.00 2.5 0.01
17 Moderate 4.27 240 5.00 11.8 0.25
18 Moderate 0.86 325 5.00 3.2 0.05
20 Moderate 0.43 250 1.00 1.2 0.00
21 Moderate 3.51 605 2.00 24.4 0.08
22 Moderate 4 49 1815 1.50 93.8 0.08
Total � 86.96 1597.98 1.51 80.3
EQtIATIONS
Lb = sum(AiLiysum(Ai)
= 1598.0 ft
Sb = sum(AiSiysum(Ai)
= 1.51 %
3 durin consfrudion � t0.3 m Yable
PS afbreonsWctlon � 8Q.3 l0.H5= 94.4
Ayres AssoCiates Eroslon Control Calculations
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EFFECTIVENESS CALCULATIONS
SUB SUB AREA Practice C• A P' A Remarks
BASIN AREA ac
DURING CONSTRUCTION
1 All 2.78 5 2.78 2.22 Straw Bale Barrier
2 Impervious 2.00 38 0.10 2.00 Gravel Muich
2 Pervious 2.89 39 0.17 2.89 Hay or Straw D Mulch (1-5% slope)
3 All 0.92 5 0.92 0.74 Straw Bale Barrier
4 Impervious 1.62 38 0.08 1.62 Gravel Mulch
4 Pervious 0.31 39 0.02 0.31 Hay or Straw Dry Mulch (1-5°k slope)
5 All 0.73 5 0.73 0.58 Straw Bale Barrier
6 All 0.71 5 0.71 0.57 Straw Bale Barrier
7 Impervious 2.17 38 0.11 2.17 Gravel Mulch
7 Pervious 2.35 39 0.14 2.35 Hay or Straw D Mulch (1-5% slope)
8 Impervious 1.74 38 0.09 1.74 Gravel Mu�h
S Pervious 2.41 39 0.14 2.41 Hay or Straw D Mulch (1-5% slope)
9 Impervious 1.51 38 0.08 1.51 Gravel Mulch
9 Pervious 0.65 39 0.04 0.65 Hay or Straw Dry Mulch (1-5% slope)
10 Impervious O.t5 38 0.01 0.15 Gravel Mu�h
10 Pervious 0.04 39 0.00 0.04 Hay or Straw D Mulch (1-5% slope)
1 � All 1.46 5 1.46 1.17 Straw Bale Barrier
72 All 2.55 39 0.15 2.55 Hay or Straw Dry Mu�h (1-5% slope)
13 Pervious 2.49 39 0.15 2.49 Hay or Straw Dry Mulch (1-5% slope)
14 Pervious 42.27 39 2.54 42.27 Hay or Straw Dry Mulch {1-5% slope)
15 All 0.55 8 0.55 0.28 Silt Fence Barrier
16 All 1.10 8 1.10 0.55 Silt Fence Bamer
17 All 4.27 8 4.27 2.14 Silt Fence Barrier
18 All 0.86 8 0.86 0.43 Silt Fence Barrier
20 Impervious 0.39 38 0.02 0.39 Gravel Mulch
20 Pervious 0.04 39 0.00 0.04 Hay or Straw Dry Mulch (1-5% slope)
21 Pervious 3.51 39 0.21 3.51 Ha or Straw Dry Mulch (1-5% slope)
22 Pervious 4.49 39 0.27 4.49 Hay or Straw Dry Mulch (1-5% slope)
Cnet = 0.20
Pnet a 0.756863
EFF = (1-C•P)100
EFF = 84.6
> 80.3 PS 8etore
' Ayres Aasoclates Erosion Control Calculatlons
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EFFECTIVENESS CALCULATIONS
� . san� c„�yo� � sr,urau� war s
Gku/afM : JYY Dab: 1/21/IOOf
Eroslo� Control C-Facta Pfactor Comm�nl
' NumWr AANhad Valua Vslu�
9 sphalUConcrete F AsphalUConaete Pavement 0.01 1
12 Established Grass Gound Cover - 309L 0.16 1
14 Estabiished Grass Ground Cover - 50% 0.08 1
� 19 Established G2ss Ground Cover - 70% 0.04 1
18 Established Grass Ground Cover - 90% 0.025 1
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3UB PS AREA
BASIN ) ac
y'I Site W.43 87
p
3U8 St16 AREA Practle� C• A P• A Ramtks
�AOIN /1RE/1 ae
AFTER CON3TRUCTION
1 Impervfous 1.81 fl 0.018124 7.812a Aspha�VConcrete Pavement
� Pervious 1.17 16 0.049704 1.1878 EsfaWished G2ss G�ound Cover - 7096
2 Impervbus 2.00 9 0.020049 2.0048 AsphalVConcrete Pavement
2 Penious 2.89 16 0.115404 2.8861 Established Grass Ground Cover - 70%
3 Irnqervious 023 9 0.0023 Q.23 AsphanlConcrete Pavement
3 Pervious 0.69 16 0.0276 O.6B Established Grass Ground Cover - 70%
i Impervioue 1.08 9 0.0108 t.08 AsphalUConcrele Pavemenl
4 Pervious O.Ba t6 0.0336 O.B4 Esbbnshed Grass Ground Cover- 70%
S Impervious 0.20 9 0.002044 0.2044 AsphaWCo�crete Pavertient
5 Pervious 0 53 16 0.021024 0.5258 EstabAshed Grass Ground Cover - 70%
B impervbus 0 20 9 0.001988 0.1 B98 PsphalUConcrete Pavertfenl
6 Pervious 0.51 16 0.020446 0.5112 Eshablished Grass GrounO Cwer - TO%
� 7 Impervious 2.17 9 0.021698 2.1688 AsphalVConcreta Pavement
7 Pervious 2.35 16 O.OB4018 2.3504 Es4bfished Grass Ground Cover - 70%
8 Impervious 1.74 9 0.01743 1.743 ABphattlConcrete PavertfBnt
8 Pervwus 2.41 16 0.09628 2.407 Established GrasS Ground Cover - 7096
e Imperviaus t.b1 9 0.01505 1.605 ASphalVConaete Pavement
9 Pervious 0.&5 16 0.0268 0.845 EstaDlished Grass Ground Cover - 70%
10 Mt�pervious 0.15 9 0.00152 0.152 AsphalffConaete Pavement
10 Pervbus 0.04 16 0.00152 0.038 Eshabliahed Grass Ground Cover - 70%
11 Impervious 0.42 9 O.00a234 0.4234 AsphalUConaefe pavement
71 Pervious 1.04 16 0.041484 1.0368 Established Grdss Ground Cover - 70%
72 Impervious 0.81 e 0.00812 0.812 AsphaltlConcrete Pavement
12 Pervious 1.94 16 0.07752 1.838 Established Grass Ground Cover - 70%
11 Impervbus 0.70 9 0.008972 O.BB72 AsphalUConcreta Pavement
13 Pervaus 1.79 16 0.071712 1 J928 EstabNshed Grass Ground Cover - 70%
U Impervious 8.88 9 0.088787 8.8787 /18phalUConcrete Pavement
ts Pervaus 33A0 16 1.338 33.4 Established Grass Ground Cover - 70%
15 Impgrvbua 0.38 9 0.0038 0.38 AsphaWConcrete Pavernent
75 Pervious 0.76 16 0.0064 0.18 EstabliShedGraSsGroundCover-70%
16 Impervious 0.80 9 0.008 0.8 AsphalVConaete Pavert�ent
76 Pervious 0.30 16 0.012 0.3 Establ5hed Cxass Ground Cover - 70%
17 Irtipervbus 3.12 e 0.0312 3.12 Asphatt/Co�crete Pavement
17 Pervious 1.15 16 0.048 1.15 Established Grass Grountl Cover - 70%
1a Impervious 029 9 0.o02B 029 AsphatVConcrete Pavement
18 Pervaus 0.58 16 OA232 0.58 Established Gra55 Ground Cover - 70%
20 impervlous D_39 8 0.0039 0.39 AsphaMlCo�crete Pavement
20 PBrvious 0.04 16 0.0018 0.04 Established Grass Ground COvet - 70%
21 Impervi0u9 0.70 9 0.007 0.7 AsphaNK',oncrete Pav9ment
21 Pervious 2.81 76 0.1124 2.81 Esfablished Grass Ground Cover - 70%
22 Impervious 0.90 9 0.008 0.9 AsphalVConcaste Pavement
22 Pervious 3b9 16 0.1436 3.58 Estabiished Grass Ground Cover - 70%
CMt 0.027714
Pnat 0.90
EFF � 1�C•P)100
EFF 97.8
> DI.I PS A/fw
Ayra Assoclatw Eroslon Conhol Cakulatlau
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WQ
WSEL�o
WSEL��
<= Spillway
<= Top of pond
Stage Volume Curve
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2.� 4.� 6.� 8.0 ,�.0 ,2.� ,4.� ,6.�
Volume, ac-fi
Ayres Aaaoclates
Pond Rating Curve
Water Quality WSEL: 5125.03
Spillway Elevation: 5127.00
Top of Pond: 5128.00
Invert Elevation of outlet pipe: 5120.80
WATER QUALITY SIZING COMPUTATIONS
Spillway Calculations
SPRING CANYON COMMUNITY PARK
FORT COLLINS, COLORADO
JUNE 2005
Pond B Spiliway
BROAD CRESTED WEIR
L = Q / C•H�.S
Q = 135
C= 2.80
Top of Pond = 5127.72
Spillway Elev = 5127.0
L (ft) = 79
_> Q used is 2 llmes the deslg» flow.
Pond C Spillway
BROAD CRESTED WEIR
L = Q / C�H�.5
Q= 5
C= 2.80
Top of Pond = 5132.0
SplliWay Elev = 5131.9
L (ft) = 58.73 (Actual spiliway = 175ft)
_> Q used is 2 tJmes the deslgn flow.
_> The splllway caJu/atlons for the Spllhvay of Pond A
can be found In the Appendlx 'ModSWMM Model"
HY-8 was used ln the ca/ulatlons for pond A's sp/f/way
Ayres Associates Paye 1 of 1 Splllway CalulaUons
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WATER QUALITY SIZING COMPUTATIONS
� 40-Hour Drain Time
AT POND B, SPRING CANYON COMMUNITY PARK
FORT COLLINS, COLORADO
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JUNE 2005
2002 UDFCD METHOD
Equatlons:
All ponds sized using this method are sized according to Urban Drainage and Flood
Control District guidelines in the Drainage Criteria Manual, Vol. 3, Revised 06/2002.
Water Quallty Captur� Vo/ume (WQCI�
WQCV=B*(0.91 *13-1.19'!z +0.78*1)
Requ/red Storage:
S = (WQCV/ 12) *Area * 9.2
Pond Sizing Computations
Ghrens:
Percent Impervious, (%)
Upstream tributary catchment area , Area
Enter Fig. SQ-2: Drain time factor (6-, 12-, 24-, or 40-hrs), a
48.60 %
24.44 acres
1.00
Calculations:
Total imperviousness ratio, i = 0.486
Water quality capture volume (inches), WQCV = 0.20 wate�shed
inches
Required Storage, S = 0.495 acre-feet
Calc. B: j m Date: 12/19/05
Check B : Date:
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Equatlons:
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WATER QUALITY SIZING COMPUTATIONS
40-Hour Drain Time
AT POND B, SPRING CANYON COMMUNITY PARK
FORT COLLINS, COLORADO
JUNE 2005
2002 UDFCD METHOD
All ponds sized using this method are sized according to Urban Drainage and Flood
Control District guidelines in the Drainage Criteria Manual, Vol. 3, Revised O6l2002.
A � = Open Area Needed
A� =0.5'(A� /Ad) 'Aa
A �/ A,� = Ratlon of Trash Rack Open Area to Tota1 Out/et Area
A� /Ad=77(e�.�s�•o�
Water Quality Trash Rack Computations
Glvens:
Total Outlet Area, A,� = 4.8555 in2
Depth of Water Quality, H = 4.15 feet
Outlet Diameter or Minimum Dimension, D = 0.5 in
Number of Perforations per Row, n� = 2
CalculafJons:
Ration of Trash Rack Open Area to Total Outlet Area, A� / Aa = 72.37
Trash Rack Design
Type of Outlet Opening =<=2in Diameter Round
Open Area Needed, A� = 176 inZ
For 2", or Smaller, Round Opening (only):
Width of Trach Rack and Concrete Opening, W� = 6 in (minimum)
Height of Trash Rack Screen, H� = 50 in (minimum)
Type of Screen = S.S. #93 VEE Wire (US Filter)
Screen Opening Slot Dimension = 0.139" (US Filter)
Spacing of Support Rod (O.C.) = 3/4 in
Total Rack Thickness (Tabl 6-b) = 0.31 in
Type of Support Rod (Table 6-b) _#156 VEE
Type and Size of Holding Frame (Table 6-b) = 3/8" x 1.0" Flat Bar
Calc. B: ' m Date: 12/19/05
Check B : Date:
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Equat/ons:
Water Quality Orifice Plate Computations
Glvens:
Water G�ualiiy Water Surface Elevation = 5125.03 feet
Invert Elevation of Lowest PerForation = 5120.88 feet
Calculations:
Depth of Water �uality, H
Water Gluality Coe�cient, IC,o
Maximum Required Area per Row, a
Maximum Total Outlet Area, A,
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Available Hole S/zes:
WATER QUALITY SIZING COMPUTATIONS
40-Hour Drain Time
AT POND B, SPRING CANYON COMMUNITY PARK
FORT COLLINS, COLORADO
JUNE 2005
2002 UDFCD METHOD
All ponds sized using this method are sized according to Urban Drainage and Flood
Control District guidelines in the Drainage Criteria Manual, Vol. 3, Revised 06/2002.
a= Requ/red Area per Row (In °)
a = WQCV / 1.2'K,o
K� = Water Quallty Coef/Iclent
Kw =0.013H� +0.22H-0.10
Chosen Design
Circular PerforaBons
Number of Rows Requlred = 12
Number of A� � Row
PerforaBons per �l� �� Hole Dlameter (!n)
Row
1 0.37 0.688
2 0.39 0.500
3 0.33 0.375
2 0.39 0.500
" Kows are spaced 4" apart
= 4.15 feet
= 1.04
= 0.40 ��z
= 4.95 inZ
Water QuaNty Orfflce Piate Deslgn
Number of Rows Required, nr = � 2
Number of Pertorations per Row, n� = 2
Actual Area per Row, l40 = 0.39 in2
Hole Diameter, D = 0.500 in
Actual OuUet Area, Apt = 4.86 in
Width of Plate, Wp = 12 in (minimum)
Ca�. ' m Date: 12/19/05
Chedc B : Date:
0.50
0.45
0.40
� 0.35
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FIGURE SQ-2
Water Quality Capture Volume (WQCV), 84"' Percentile Runoff Event
0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
Total imperviousness Ratio (I =!„q/100)
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Orifice Plate Perforation Sizing
Circular Perforation Sizinst
Chart may be applied to oriBce plate or vertical ouGet
Area per Row (in ) Hole Dia Hole Dia Min. S�
n =1 n = 2 n = 3 (in) * (in) (in)
0.05 0.1 0.15 1/4 0.25 1
0.08 0.15 0.23 5/16 0.313 2
0.11 0.22 0.33 3/8 0.375 2
0.15 0.3 0.45 7/16 0.438 2
0.2 0.39 0.59 1/2 0.5 2
0.25 0.5 0.75 9/16 0.563 3
0.31 0.61 0.92 5/8 0.625 3
0.37 0.74 1.11 11/16 0.688 3
0.44 0.88 1.33 3/4 0.75 3
0.52 1.04 1.56 13/16 0.813 3
0.6 1.2 1.8 7/8 0.875 3
0.69 1.38 2.07 15/16 0.938 3
0.79 1.57 2.36 1 1 4
0.89 1.77 2.66 1 1/16 1.063 4
0.99 1.99 2.98 1 1/8 1.125 4
1.11 2.22 3.32 1 3/16 1.188 4
1.23 2.45 3.68 1 1/4 1.25 4
1.35 2.71 4.06 1 5/16 1.313 4
1.48 2.97 4.45 1 3/8 1.375 4
1.62 3.25 4.87 1 7/16 1.438 4
1.77 3.53 5.3 1 1/2 1.5 4
1.92 3.83 5.75 1 9/16 1.563 4
2.07 4.15 6.22 1 5/8 1.625 4
2.24 4.47 6.71 1 11/16 1.688 4
2.41 4.81 7.22 1 3/4 1.75 4
2.58 5.16 7.74 1 13/16 1.813 4
2.76 5.52 8.28 1 7/8 1.875 4
2.95 5.9 8.84 1 15/16 1.938 4
3.14 6.28 9.42 2 2 4
n= number of columns of perforations
Minimum Steel Plate Thickness 1/4" 5/16" 3/8"
S �= distance between holes
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Table 6-b
Maximum Screen Support Total
Width of �3 VEE Support Rod Type Rod, On- screen Carbon Steel Frame
Wire Siot Center, Type
Opening O enin S acin Thickness
9 0.139 #156 VEE 3/4" 0.31 3/8" x 1.0" Flat Bar
18 0.139 TE .074" x.50" 1" 0.655 3/4" x 1.0 An le
27 0.139 TE .074" x.75" 1" 1.03 1" x 1 1/2" An le
27 0.139 TE .074" x.75" 1" 1.03 1" x 1 1/2" An le
30 0.139 TE .074" x 1.0" 1" 1.155 1 1/4" x 1 1/2" An le
36 0.139 TE .074" x 1.0" 1" 1.155 2 1/4" x 1 1/2" An le
42 0.139 TE .105" x 1.0" 1" 1.155 3 1/4" x 1 1/2" Angle
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� STRUCTURAL BMP DETAILS
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DRAINAGE CRITERIA MANUAL (V. 3)
Note: Verticol WOCV Trosh Racks are shown in Figures 6, 6—a, and 6—b for suggested standardized
outlet design. Adverse—Slope Trosh Rack design may be used for non—stondordized designs, but must
meet minimum design criterio.
Structural Steel Chonnel
Formed Into Concrete. WCc
See Figures 6-0, 6—b� � q�
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Stainless Steel Bolts
or Intermittant Welds,
See Figures 6—a. 6—b
H
Varies 2�-0�
to 6'-0'
. �
B
(m2�j/ifym)
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�. � ' . . _ ' �
A�
wocv Trosh Ra�ks: Elevation
�. Welt—screen trash racks shall be stainless steel and shalk be attached by intermittant
welds along the edge of the mounting frome.
2, Bar grote trosh racks shall be aluminum and shali be bolted using stain�ess steel hardware.
3. Trash Rack widths are for specified trash rack material. Finer we�l—screen or mesh size
than specified is acceptable, however, trosh rock dimensions need to be adjusted for
materials having a different open area/gross area rotio (R volue)
4. Structural design of trosh rock shall be based on full hydrostotic head with zero
head downstreom of the rock.
Overflow Trosh Racks:
1. All trosh racks sholi be mounted using stainless steel hardwore and provided with
hinged ond lockable or boltable access panels.
2. Trash racks shall be stainless steel, oluminum, or steei. Steel trosh racks shail be hot
dip galvonized ond moy be hot pawder pointed ofter galvanizing.
3. Trash Racks shall be designed such that the diaganol dimension of each opening is
smaller than the diameter of the outlet pipe.
4. Structural design of trash rock shall be based on full hydrostatic head with zero
head downstream of the rack.
Urban Drainage and Figure 6
Flaod Control District
Suggested WOCV Outlet Standardized
Droinage Criterio Monual (V.3) Trash Rack Design
Fu.: va-aa.t o.to�..e.y
Figure 6—Suggested WQCV Outlets Standarrlized Trash Rack Design.
` SD-8 Rev. 12/28/2004
Urban Drainage and Flood ConUd Distrid
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STRUCTURAL BMP DETAILS
DRAINAGE CRITERIA MANUAL (V. 3)
Orifice Perforation Details
A�WPiate = W���. + 6 inches (minimum)
_1.1�
I �Wc��. (see below)
Slructurol Sleel Channel
Formed Into Concrete, To
Span �dth Of Strueture.
See Figures 6—a, 6—b
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ol O lo
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ol � lo
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Water Surface
� Mi um
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Circular Openings: W�,,,�.Obtained From Table 6a-1
Rectangular Openings: Wco�c. _�Width of Rectangular Perforation W) + 12"
� Rectangular Openings: W��,,;�9 (see Figure 6—b) Obtained From Toble 6b—t
� , see � , see W
figure 5 Figure 5
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O O O 000 �
o � o o O O o 000 Oo o� o
jo 00 000
0 00 000
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0 0 0 000
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Example Perforation Patterns
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Note: The �oal in designing the outlet is to minimize the number of columns of perforotions
that will drain the WQCV in the desired time. Do not, however, increase the diometer of
circular perforotions or the height of the rectangulor perforations beyond 2 inches. Use the
ollowed perforation shapes and configurations shown above along with Figure 5 to determine the
pattern that provides an area per row closest to that required without exceeding it.
Urban Drainage and Figure 4
Flood Control District
Orifice Details for
Drainage Criterio Manual (V.3) Oraining WQCV
�uu�: vs-acat n.�a�..a.a
Figure 4—Orifce Details for Draining WQCV.
�` SD-6 Rev.12/28/2004
� Urban Drainage and Flood Control District
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AREA INLET DESIGN (Sump Condition)
POND B ! Inlet C1
SPRlNG CANYON COMMUNITY PARK
FORT COLLINS� COLORADO
JUNE 2005
•Thls ahest computas tM conbolllnp s►ea Mlet llow condklon.
EquaUons:
Welr Equafion:
OdNce Equatlon:
�
Q,,,n. = CLH'
H = head above weJr
Qo,u�, = C, A, 2gH
H =hz -h�
Area Inlet Computations
Glveos:
Inlet Type: See Qetail Sheef C4.9
Weir Coefficient, C = 2.8
Orifice Coefficient, Co = 0.65
Length of Crest, L = 14.88 ft
Area of Orifice, Ao = 13.83 ft�
Clogging Factor = 0.50
W/dfh of Inlet Length of Inlet
Grate Length = 4.25 ft Grate Width = 4.25 ft
Effective Grate Length = 3.72 ft Effective Grate Width = 3.72 ft
Calculadons:
� Grate Flowline Elevation = 5125.03 ft
Water Surface Elevation 5126.72 ft
Design Flow — 34.65 cfs
F
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Minimum Head above Grate = 1.69 ft
Weir Flow, Q,,,,� = 45.75 cfs
Orifice Flow, Q„��, = 46.89 cfs
Fbw Capacity Througb Giete, Q ro,,,� = 45.75 cfs
Deslgn F/ow, Q�o = 34.65 cfs
' Ayiaa Assoclates Area /n/et Ca/cu/atlona
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ELEV. AREA
tt. a .ft.
5109.75 0
5110.0 16180
5111.0 43672
5110.93 47375
5112.0 81945
5113.0 139392
5114.0 216808
5114.42 243105
5115.0 288559
5116.0 366789
5116.5 412853
5117.0 458917
5118.0 562934
5118.40 688197
5118.5 720267
DEPTH AREA VOLUME VOLUME VOLUME OUTFLOW
it. Acres Acre•feet Acre-taet Cf cis
0.00 0.000 0.031 0.000 0 0
0.25 0.371 0.661 0.031 1348 0.4
1.25 1.003 1.419 0.692 30160 1.9
1.65 1.088 0.600 28138 1.7 2yi WSEL
2.25 1.881 2.512 2.111 91973 3.5
3.25 3.200 4.056 4.623 201379 5.1
4.25 4.977 5.781 8.679 378060 6.6
4.67 5.581 10.100 439958 7.0 10yr WSEL
5.25 6.624 7.504 14.460 629892 8.2
6.25 8.420 9.458 21.965 956786 9.7
8.75 9.478 10.584 28.894 1162784 10.5 Spillway
7.25 10.535 11.709 31.423 1368781 76.9
8.25 12.923 7.346 43.132 1878824 349.1
8.65 15.799 48.600 2117024 T70.0 100yrWSEL
8.75 16.535 50.000 2178009 800.0
9.15_ 16.535 :f2.682 2294837 1287.1 Top of Pond
Stage Volume Curve
..:,., �������w
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Volume, ac-it
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Pond A
Description: Pond 838, Pond A
Node Flows Description
(cfs)
939 1506 Flow split at culvert into Pond 838
942 1291 Flow s lit: Into Pond 838 100- ear Event
940 210 Flow s lit: Throu h Culvert 100- ear Event
157 Max amount of flow throu h culvert rior to overto in
838 710 Max amount of flow leavin ond throu h S illwa
11 Max amount of flow leaving ond through 15" RCP
700 Total amount of flow out of ond
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, CURRENT DATE: 08-23-2005
CURRENT TIME: 15:25:43
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838-OUT.LST
1
FILE DATE: 08-23-2005
FILE NAME: 838-OUT
-------------------------- FHWA CULVERT ANALYSIS --------------------------
-------------------------- HY-8, VERSION 6.1 --------------------------
-----------------------------------------------------------------=--------------
� C � SITE DATA � CULVERT SHAPE, MATERIAL, INLET �
� U �--------------------------�-----------------------------------------------�
� L � INLET OUTLET CULVERT � BARRELS �
� V � ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET �
�NO.� (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE �
� 1 �5105.06 5104.00 298.00 � 1 RCP 1.25 1.25 .013 CONVENTIONAL�
121 I I
131 I I
141 I I
151 I I
161 I � I
--------------------------------------------------------------------------------
-------------------------------------------�-----------------------:------------
SUMMARY OF CULVERT FLOWS (Cf5) FILE 838-OUT DATE' 08-23-2005
ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR
5116.21 10.5 10.3 0.0 0.0 0.0 0.0 0.0 0.00 30
5117.57 139.4 10.5 0.0 0.0 0.0 0.0 0.0 127.97 8
5117.86 268.4 10.5 0.0 0.0 0.0 0.0 0.0 256.70 6
5118.06 397.4 10.5 0.0 0.0 0.0 0.0 0.0 383.85 4
5118.21 526.3 10.5 0.0 0.0 0.0 0.0 0.0 514.17 4
5118.34 655.3 10.5 0.0 0.0 0.0 0.0 0.0 638.59 3
5118.40 710.6 10.5 0.0 0.0 0.0 0.0 0.0 696.34 3
5118.59 913.2 10.5 0.0 0.0 0.0 0.0 0.0 896.04 3
5118.70 1042.1 10.5 0.0 0.0 0.0 0.0 0.0 1026.87 3
5118.81 1171.1 10.5 0.0 0.0 0.0 0.0 0.0 1156.89 3
5118.91 1300.0 10.5 0.0 0.0 0.0 0.0 0.0 1286.15 3
5116.50 10.5 10.5 0.0 0.0 0.0 0.0 0.0 OVERTOPPING
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 838-OUT DATE: 08-23-2005
HEAD HEAD TOTAL FLOW % FLOW
ELEV (ft) ERROR (ft) FLOW (Cf5) ERROR (Cf5) ERROR
5116.21 -0.007 10.50 0.17 1.62
5117.57 -0.004 139.45 0.97 0.70
5117.86 -0.004 268.40 1.19 0.44
5118.06 -0.003 397.35 2.99 0.75
5118.21 -0.006 526.30 1.62 0.31
5118.34 -0.005 655.25 6.15 0.94
5118.40 -0.003 710.60 3.75 0.53
5118.59 -0.005 913.15 6.60 0.72
5118.70 -0.003 1042.10 4.72 0.45
5118.81 -0.002 1171.05 3.65 0.31
5118.91 -0.002 1300.00 3.34 0.26
--------------------------------------------------------------------------------
<1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000
0
2
, CURRENT DATE: 08-23-2005
Page 1
FILE DATE: 08-23-2005
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838-OUT.LST
' CURRENT TIME: 15:25:43 FILE NAME: 838-ouT
--------------------------------------------------------------------------------
PERFORMANCE CURVE FOR CULVERT 1- 1( 1.25 (ft) BY 1.25 (ft)) RCP
--------------------------------------------------------------------------------
� DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL.
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps)
--------------------------------------------------------------------------------
� 10.33 5116.21 3.65 11.15 4-FFt 1.25 1.25 1.25 3.00 8.42 0.00
10.51 5116.53 3.75 11.47 4-FFt 1.25 1.25 1.25 3.00 8.56 0.00
10.51 5116.53 3.75 11.47 4-FFt 1.25 1.25 1.25 3.00 8.56 0.00
� 10.51 5116.54 3.75 11.48 4-FFt 1.25 1.25 1.25 3.00 8.56 0.00
10.51 5116.54 3.75 11.48 4-FFt 1.25 1.25 1.25 3.00 8.56 0.00
10.51 5116.54 3.75 11.48 4-FFt 1.25 1.25 1.25 3.00 8.56 0.00
10.51 5116.54 3.75 11.48 4-FFt 1.25 1.25 1.25 3.00 8.56 0.00
� 10.51 5116.54 3.75 11.48 4-FFt 1.25 1.25 1.25 3.00 8.57 0.00
10.51 5116.54 3.75 11.48 4-FFt 1.25 1.25 1.25 3.00 8.57 0.00
�,, 10.51 5116.54 3.75 11.48 4-FFt 1.25 1.25 1.25 3.00 8.57 0.00
10.51 5116.54 3.75 11.48 4-FFt 1.25 1.25 1.25 3.00 8.57 0.00
--------------------------------------------------------------------------------
�� E1. inlet face invert 5105.06 ft E1. outlet invert 5104.00 ft
� E1. inlet throat invert 0.00 ft E1. inlet crest 0.00 ft
--------------------------------------------------------------------------------
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***** SITE DATA ***** CULVERT INVERT *'*'*********�*'*
INLET STATION 298.00 ft
INLET ELEVATION 5105.06 ft
OUTLET STATION 0.00 f'C
OUTLET ELEVATION 5104.00 ft
NUMBER OF BARRELS 1
SLOPE (V/H) 0.0036
CULVERT LENGTH ALONG SLOPE 298.00 ft
***** CULVERT DATA SUMMARY *��*******�*�***********
BARREL SHAPE CIRCULAR
BARREL DIAMETER 1.25 ft
BARREL MATERIAL CONCRETE
BARREL MANNING'S n 0.013
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL
INLET DEPRESSION NONE
--------------------------------------------------------------------------------
a
3
CURRENT DATE: 08-23-2005
CURRENT TIME: 15:25:43
FILE DATE: 08-23-2005
FILE NAME: 838-OUT
-------------------------- TAILWATER
--------------------------
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
CONSTANT WATER SURFACE ELEVATION
5107.00
-------------------------- ROADWAY OVERTOPPING DATA ---------------------
--------------------------------------------------------------------------------
WEIR COEFFICIENT 3.00
Page 2
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838-OUT.LST
' EMBANKMENT TOP WIDTH 2O.00 ft
***** USER DEFINED ROADWAY PROFILE
CRO55-SECTION X Y
COORD. NO. ft ft
, 1 90.00 5118.91
2 105.00 5118.00
3 200.00 5117.00
4 210.00 5116.50
� 5 220.00 5116.50
6 230.00 5117.00
7 325.00 5118.00
8 340.00 5118.91
--------------------------------------------------------------------------------
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AREA INLET DESIGN (Sump Condition)
POND A / Inlet F1
SPRING CANYON COMMUNITY PARK
FORT COLLINS, COLORADO
JUNE 2005
•Thls sMet compufea tM controlling anea /n�et flow condklon.
EquaBons:
Weir EqueGon: 3
Q„� = CLH'
H = head above weir
Orll/ce Equaflon:
Qp�Ac, = C, Ao 2 gH
H =hz -h�
Area Inlet Computations
Givens:
Inlet Type CDOT TYPE C Closed Mesh Grate Inlet
Weir Coefficient, C = 2.8
Orifice Coefficient, Co = 0.65
Length of Crest, L = 10.40 ft
Area of Orifice, Ao = 6.50 ft2
Clogging Factor = 0.5
W/dfh ollnlet Length M Inkt
Space Width = 0.4435 ft Space Width = 0.1309 ft
Bar Width = 0.0313 ft Bar Width = 0.0313 ft
Number of Spaces = 7 Number of Spaces = 16
Number of Bars = 8 Number of Bars = 17
Grate Length = 3.35 ft Grate Width = 2.63 ft
Effective Grate Length = 3.10 ft Effective Grate Width = 2.09 ft
Ca�ulations:
Grate Flowline Elevation = 5109.50 ft
Water Surface Elevation = 51 18.40 ft
Design Flow = 10.5 cfs
Head above Grate = 8.90 ft
Weir Flow, Q,�, = 386.50 cfs
Orifice Flow, Qa„�,�, = 60.69 cfs
Fbw Capacity Thmugh Giate, U�,,,a,,,� = 50.59 cfs
Design Flow, U�� = 10.50 cfs
� Ayrea Assoclates Area /n/et Ca/cu/etlons
F�'
MODSWMM MODEL
Spring Creek Master Drainage Plan Modifications
107
7
SILVER
OAKS
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FUTURE
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BASIN TRIBUTARY PERCENT PEAK DISCHARGES
AREA IMPERVIOUS 10-YEAR 100-YEAR
(ACRES) (CFS) (CFS)
1 2.78 58 7.82 17.54
2 4.89 41 9.� 17.19
3 D.92 25 1.37 2.63
4 1.93 84 4.14 13.89
5 0.73 28 1.02 2.03
6 0.71 28 1.12 2.40
7 4.52 48 10.09 20.01
8 4.15 42 8.15 16.15
9 2.15 70 6.69 16.15
10 0.19 80 0.93 1.77
11 1.46 29 2.21 4.39
12 2.55 24 3.23 6.41
13 2.49 28 3.47 6.88
14 42.27 21 38.12 74.12
15 0.55 70 2.34 4.50
16 1.10 73 4.78 9.19
17 4.27 73 78.58 35.77
18 0.86 33 1.50 2.86
19 1.04 20 1.55 2.99
20 0.43 90 2.35 4.01
21 3.51 20 3.82 7.57
22 4.49 20 3.93 7.51
23 19.40 50 42.20 66.95
24 11.38 20 - -
25 38.00 20 - -
E1 11.52 20 9.07 17.64
E2 9.88 20 10.25 19.45
E3 329 43 6.58 13.05
POND SUMMARY
DETENTION POND A
WSEL (100)= 5118.40
V= 48.60 Acre-Ft
WATER QUALITY POND B
WSEL (10)= 5125.03
V= 0.50 Acre-Ft
NOTE: THE TOP OF FOUNDATION ELEVATIONS SHOWN
ARE THE MINIMUM ELEVATIONS REQUIRED FOR
PROTECTION FROM THE 100-YEAR STORM.
MINIMUM FINISHED FLOOR ELEVATIONS ABOVE
THE 10o-YEAR WATER SURFACE IN STREETS,
CHANNELS, DITCHES, SWALES, OR OTHER
DRAINAGE FACILITIES, AS ILLUSTRATED BY A
MASTER GRADING PLAN ARE TO BE SHOWN.
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LEGEND
EXISTING CONTOUR
- - PROPOSED CONTOUR
---- -- 100-YEAR FLOOD BOUNDARY
������� BASINBOUNDARY
� ^ ° � EXISTING BASIN BOUNDARY
♦ DIRECTION OF FLOW
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4.1 ac BASIN AREA IN ACRES
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a � tl � PROPERTY BOUNDARY
EXISTING TREE
CALL UTILITY NOTIFICATION
CENTER OF COIORADO
1-800-922-1987
CALL 2 BUSINESS DAYS IN ADVANCE
BEfORE YOU DIG, GRADE, OR IXCAVATE
FOR THE MARKING OF UNDERGROUND
MEMBER UTILITIES.
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
APPROVED:
City Engineer
CHECKED BY:
Water & Wastewoter Utility
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
Stormwater Utility
Parks & Recreation
Traffic En ineer
9
Date
Date
Date
Date
Date
Date
1 •
4803 lnnovation Drive
Fon Collins, CO 80525
(970)223-7577
fax (970) 223-1827
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CALL UTILITY NOTIFICATION
CENTER OF COLORADO
1-800-922-1987
CALL 2 BUSINESS DAY3 IN ADVANCE
BEFORE YOU DIG, GRADE, OR EXCAVATE
FOR THE MARKING OF UNDERGROUND
MEMBER UTILITIES.
City of Fort Coliins, Colorado
UTILITY PLAN APPROVAL
APPROVED:
City Engineer
CHECKED BY:
Water & Wastewater Utility
CHECKED BY:
Stormwater Utility
CHECKED BY:
CHECKED BY:
CHECKED BY:
Parks & Recreation
Traffic Engineer
Date
Date
Date
Date
Date
Date
1 .
4803 Innovation Drive
Fort Collins, CO 80525
(970) 223-7577
fax (970) 223-1827
Landscape Architecture
Urban Design
Graphic Design
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LEGEND
SF -•-�-•- SILTFENCE
- EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED STORM SEWER
aa� PROPOSED IRRIGATION
_ � � PROPERTY BOUNDARY
EXISTING TREE
OWATfLE DIKE
W4 ��� FLOWLINE STREET WA7TLE DIKE
O� INLET STREET WATTLE DIKE
DP-3 � DROP INLET WATTLE FILTER
SP SLOPE PROTECTION - CONTRACTOR TO
USE'TRACKED" VEHICLE, RUN
PERPENDICULAR TO SLOPE TO INHIBIT
RILUGULLEY EROSION, CONTRACTOR MAY
USE OTHER WINDROW-TYPE METHODS AS
APPROVED BY THE ENGINEER. TYPICAL ALL
SLOPES, REPEAT AS NECESSARY UNTIL
LANDSCAPING IS INSTALLED.
ECB � EROSION CONTROL BLANI�T
INSTALL AMER{CAN EXCELSIOR
CURLEX-3 OR APPROVED EQUAL
� INSTALL TEMPORARY VEHICLE TRACKING PAD
ti RIPRAP, SEE SHEETS C4.4 AND C1.3
EROSION CONTROL FABRIC,
SEE SHEETS C4.10 AND C1_3
� SPILLWAY
* FOR INSTALLATION PLEASE REFER TO
DETAIL SHEET, C4.10 AS WEL� AS
SPECIFICATIONS.
IRRIGATION COMPANY APPROVAL
DIXON LATERAL DITCH COMPANY
APPROVED:
Date
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
APPROVED:
City Engineer
CHECKED BY:
Water & Wastewater Utility
CHECKED BY:_
Stormwater Utility
CHECKED BY:
Parks & Recreation
CHECKED BY:
Traffic Engineer
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
1-800-922-1987
CALL 2 BUSINESS DAYS IN ADVANCE
BEFORE YOU DIG, GRADE, OR EXCAVATE
FOR THE MARKING OF UNDERGROUND
MEMBER UTILITIES.
CHECKED BY:
Date
Date
Date
Date
Date
Date
�
;�
/
�
1 .
4803 Innovation Drive
Fort Collins, CO 80525
(970) 223-7577
fa�c (970) 223-1827
Landscape Architecture
Urban Design
Graphic Design
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Designed by: EPL
Drawn by: CAK
Checked by: EP�
Drawing Name:
EROSION
CONTROL PLAN
Projecc Number: 4025
Sheet Date: 12-21-05
Sheet Number:
C 2.6
1. The erosion control inspector must be notified at least twerrty-four (24) hours prior to any construction o� tt�is site. �
i
2. There shall be no earth-disturbing activity outside the limits designated on the accepted plans. `
3. AII required perimeter siR and construction fencing shall be instalied prior to any iand disturbing activity (stockpiling, stripping, grading, etc). AII otlier required erosion corrtrol measures shail be installed at the appropriate time in the construction P
sequence as mdicated in the approved project schedule, construction plans, and erosion control report.
4. At all qmes during construction, the Developer shaii be responsible for preventing and controlling on-site erosion induding keeping the property sufficiently watered so as to minimize wind blown sediment The Developer shaii also be responsible
for installing and maintaining all erosion control fac�lihes shown herem.
5. Pre-disturbance vegetation shaii be protected and retained wherever possible. Removal or disturbance of existing vegetation shall be IimRed to the area(s) required for immediate construction operations, and for the shortest practical period of time.
♦
6. AII soils e�osed during land disturbing ac6vity (strip ing, grading, utility instaliaations, stockpiling, filling, etc.) shall be kept in a roughened condition by ripping or disking along land contours untii muich, vegetation, or other permanent erosion control
BMPs are installed. No soiis m areas outside proje� treet rights-of-way shall remain e�osed by land disturbing acfivity for more than thirty (30) days before reqwred temporary or pertnanent erosion control (e.g. seed/mulch, landscaping, etc.) is
instailed, unless othervvise approved by the City/Coun
7. In order to minimize erasion potenfial, all temporary (structurai) erosion control measures shall:
a. Be inspected at a minimum of once every two (2) wceks and after each significant storm event and repaired or reconstructed as necessary in order to ensure the continued pertormance of their intended function. `
b. Remain in piace until such time as all fhe surrounding disturbad areas are suffipently stabilized as determined by the erosion control inspector. j
c. Be removed after the site has been sufficiently stabilized as detertnined by the erasion control inspedor. �
S. When temporary erosion control measures are removed, the Developer shall be responsible for the dean up and removal of all sediment and debris from all drainage infrastructure and other public facil'�ties.
9. The contractor shall immediately dean up any construction materials inadvertently deposited on existing streets, sidewalks, or other public rights of way, and make sure streets and walkways are deaned at the end of each woiicing day. �
/
10. All retained sediments, particulariy those on paved roadway surfaces, shall be removed and disposed of in a manner and location so as not to cause their release into a�y waters of the United States. �
n"n . s il il remainin after thi 30 da s shall be saeded and mulched.
11. No soil stodcpile shall exceed ten (10) feet in height All soil stoCkpiles shall be protected from sediment transport by surFace roughening, watering, and perimeter siR fe a g My o stodcp e g rty O y
12. The stormwater volume capaaty of detention ponds will be restored and storm sewer lines wili be Geaned upon compietion of the project and before tuming the maintenance over to the City/County or Homeowners Association (HOA). `
13. City Ordinance and Colorado Discharge PertnR System (CDPS) requirements make it unlawful to discharge or allow the discharge of any pollutaM or corrtaminated water from construction sites. Pollutants indude, but are not limited to discarded building
materials, concrete trudc washout, chemicals, oil and gas produds, litter, and sanitary waste. The developer shall at all times take whatever measures are necessary to assure the proper cont2inmerrt and disposal of pollutants on the site in accordance �nnth ,\\
any and all applicable local, state, and federal regulations.
�14. A designated area shall be provided on site for concrete trvdc chute washout The area shall be constructed so as to contain washout material and bcated at least frfty (50) feet away from any watenvay during construdion. Upon completion of construction
activities the concrete washout material will be removed and propedy disposed of prior to the area being restored.
\
15. To ensure that sediment does not move off of Individual lots one or more of the following sedimenUerosion conUol BMPs shall be installed and maintained until the lots are suffiaentiy stabilized, as determined by the erosion control inspector, ��
(Within Loveland City Limits Only).
a. Below all gutter downspouts.
b. Out to drainage swales. 109
; �
c. Abng lot perimeter. �
d. Other locations, rf needed. _____ ;��.- ,
16. Conditions in the field may warrant erosion control measures in addition to what is shown on diese plans. The Developer shall implement whatever measures are detertnined necessary, as directed by the City/County. ;: _ _ -" r ; a, '
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INFALL PIPE �
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CONSTRUCTION
*EROSION �
CONTROI� cp
FABRIC I.
MATCH LINE SEE SHEET
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5119
5120
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� � �- � ` � � WETLANDS NOTES:
�:. -
� �` ��' -- ■ 1. TOPSOIL FROM EXSITING WETLANDS TO BE
°_, ;`- -._ r USED IN THE PROPOSED WETLANDS.
, -''
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-� 2. DO NOT FILL EXISTING WETLANDS UNTIL
_ ��, O � I PROPOSED WETLANDS HAVE BEEN CONSTRUCTED
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5110 � POND WILL PROVIDE
i SEDIMENT CONTAINMENT
� � DURING CONSTRUCTION
TO BE CHECKED � �
OAINTAWED i � �
INTRATCTOR �
2 STORM EVENTS ' %
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AND AS DIRECTED BY OWNER i' i
5111 " �
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5112
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OR APPROVED
TOE OF SLOPE
(EXCEPT IN
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LEGEND
SF -•-�-•- SILTPENCE
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED STORM SEWER
aa� PROPOSED IRRIGATION
- - PROPERTY BOUNDARY
EXISTING TREE
OWATTLE DIKE
W4 `� / FLOWLINE STREET WATTLE DII�
O� INLET STREET WATTLE DIKE
pP,3 ❑ DR�P INLET WATTLE FILTER
SLOPE PROTECTION - CONTRACTOR TO
SP USE'TRACKED" VEHICLE, RUN
PERPENDICULAR TO SLOPE TO INHIBIT
RILUGULLEY EROSION, CONTRACTOR MAY
USE OTHER WINDROW-TYPE METHODS AS
APPROVED BY THE ENGINEER. TYPICAL ALL
SLOPES, REPEAT AS NECESSARY UNTIL
LANDSCAPING IS INSTALLED.
EROSION CONTROL BLANKET
ECB �INSTALL AMERICAN EXCELSIOR
CURLEX-3 OR APPROVED EQUAL
� INSTALL TEMPORARY VEHICLE TRACI4NG PAD
� RIPRAP, SEE SHEETS C4.4 AND C7.3
��`y� �<
EROSION CONTROL FABRIC,
, SEE SHEETS C4.10 AND C1.3
� SPILLWAY
* FOR INSTALLATION PLEASE REFER TO
DETAII SHEET, C4.10 AS WELL AS
SPECIFICATIONS.
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
1-800-922-1987
CALL 2 BUSINESS DAYS IN ADVANCE
BEFORE YOU DIG, GRADE, OR EXCAVATE
FOR THE MARKING OF UNDERGROUND
MEMBER UTILITIES.
__ -
IRRIGATION COMPANYAPPROVAL
DIXON LATERAL DITCH COMPANY
APPROVED:
Date
PLEASANT VALLEY & LAKE CANAL COMPANY
UTILITY PLAN APPROVAL
This plat has been signed by the Pleasant Valley and Lake Canal Company,
but this sha I not m
I ean it approves the engineenng, surveying, design,
construdion, or professional woric. The signatures mean onty that the
Company has seen the sheets, signed, and cooperated with fhe Owner
in providmg infortnation. The Owner and the professionais it has employed
are solely responsible for the end result.
APPROVED:
Date
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
APPROVED:
City Engineer
CHECKED BY:
Water & Wastewater Utility
CHECKED BY:
Stormwater Utility
CHECKED BY:
Parks & Recreation
CHECKED BY:
Traffic Engineer
CHECKED BY:
Date
Date
Date
Date
Date
Date
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4803 Innovation Drive
Fort Collins, CO 80525
(970) 223-7577
fax(970) 223-1827
Landscape Architecture
Ur6an Design
Graphic Design
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NORTH
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SCALE: I" = l00'
Designed by: EPL
Drawn by: CAK
Checked by: EPL
Drawing Name:
EROSION
CONTROL PLAN
Project Number: 4025
Sheet Date: 12-21-05
Sheet Number:
C2.5