HomeMy WebLinkAbout1.12 Engineering LetterFebruary 26, 2024
Jason Neuman
D.M. Neuman Construction Company
jmn@dmneuman.com
RE: Sunlight Parkway Subdivision, Garfield County, CO – Preliminary / Final Subdivision Submittal
SE Job # 33090
Jason,
Sopris Engineering, LLC (SE) has prepared the following Engineering Letter for the Preliminary / Final Subdivision
Submittal for the proposed Sunlight Parkway Subdivision (site) in Garfield County, CO.
The subject property is located approximately 2.0 miles south of the Midland Avenue / Four Mile Road roundabout
in Glenwood Springs. The site is on the east side of Four Mile Road and is Garfield County parcel #
218534300028.
The site is Lot 2 of the Sunlight Parkway Minor Subdivision which is shown on the Amended Plat prepared by
Bookcliff Survey Services. The overall site area is 8.626 acres. The proposed site will be subdivided into 12 lots for
6 duplex buildings, with a common parcel for the access road and utilities.
This engineering report has been divided consistent with the Article 7 Standards of the Garfield County Land Use
and Development Code (code). The proposed improvements are shown on the civil plans included with this
application.
Existing Conditions
The existing conditions are from a survey performed by Bookcliff Survey Services Inc, along with updated field
survey of topography and surface improvements performed by SE. The existing utility locations are from the
Bookcliff Survey, utility mapping, and from the SE field survey of surface utilities.
The existing site has a lower field that was historically a sanitary sewer treatment plant. The site currently has a
sanitary sewer lift station on the west side of the site that currently serves the Sunlight View subdivisions south of
the site, and will serve this site. The site vegetation is open with grass areas in the lower field. The upper portion of
the site above the limit of previously disturbed area is native sage, pinyon, & juniper hillside.
7-104. SOURCE OF WATER:
The sanitary sewer lift station has an existing water service from the Sunlight View Water & Wastewater Company
(SVWW). The proposed site will be served by the SVWW. A will serve letter from SVWW is included in the
appendix to this letter.
The existing SVWW 6” PVC water main line ends at a fire hydrant on the north end of the Alpine Court cul-de-sac
south of the site. A utility easement exists from the cul-de-sac across the existing residential lots to the site. The
offsite easement currently has a sanitary sewer main line that conveys waste water to the existing lift station.
The SVWW water system is gravity fed from a 120,000 gallon water storage tank. Zancanella & Associates, the
SVWW consulting engineer, measured the static pressure to be 99 psi at the existing hydrant south of the site in
Alpine Court. The yard hydrant next to the existing lift station onsite was measured at 123 psi.
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7-105-A. CENTRAL WATER DISTRIBUTION
Potable Water:
The proposed site will be served by a new 6” C900 PVC water main line. The water main will be routed parallel to
the sanitary sewer main offsite and then under the proposed site access road to the north end of the site. The
water main will terminate at a new fire hydrant which will provide for fire protection onsite. The proposed water
main, fire hydrant, and water services are shown on Sheet C3.0 – C3.2. Because the site will have static water
pressures of around 110-120 psi, each water service will have a pressure reducing valve (PRV) as it enters the
building.
The water usage will be 12 EQRs as noted in the SVWW will serve letter. At 350 gallons per day (gpd) per EQR,
the anticipated average daily water use will be 4,200 gpd.
Fire Flows:
The new fire hydrant onsite will be the new end of the SVWW water main. The existing water main length is
estimated at 2,200 feet. The proposed new main line will add 1,200 feet. The static pressure at the proposed fire
hydrant is calculated to be 123 psi. We understand the existing main is PVC and the proposed main line will be
C900 PVC. Using the Hazen Williams equation to estimate pressure losses, and accounting for bend and fitting
losses, we estimate the available fire flow will be 1,000 gallons per minute (gpm) at 23 psi residual pressure.
We have calculated that the required fire flow will be less than 1,000 gpm. The duplex units will have approved fire
sprinklers which allows the required fire flow to be reduced by up to 75%. Table 18.4.5.2.1 of the National Fire
Protection Agency (NFPA) fire code 1 outlines the required fire flow by building type. For building type V the
proposed building sizes are less than 6,200 SF so required fire flow would be 2,000 gpm before fire sprinkler
reductions. With a 50% reduction the required flow would be 1,000 gpm. We understand the fire sprinkler flows
can be reduced less than 1,000 gpm for single family and duplex structures. The required fire flows will be
confirmed with the fire district prior to final approval.
Irrigation Water: The site irrigation water for each lot will be provided from the potable water system.
7-105-B. CENTRAL WASTEWATER DISTRIBUTION:
As noted above, the existing site has the existing sanitary sewer lift station for the Sunlight View Water &
Wastewater Company. A new sanitary sewer main will extend from the existing drop manhole (Sewer MH EX-1) to
the south end of the site access road. Sanitary sewer services will extend to each lot. The proposed sanitary
sewer main and services are shown on Sheet C3.0 & C3.3.
The sanitary sewer usage will be 12 EQRs as noted in the SVWW will serve letter. At 300 gallons per day (gpd) per
EQR, the anticipated average waste water flows will be 3,600 gpd.
7-106. PUBLIC UTILITIES
The existing site utilities are shown on the existing condition base map. Based on our research to date it is our
understanding that all utilities have capacity and will serve the proposed site. Proposed utility improvements are
shown on Sheet C3.0.
Electric:
The existing lift station onsite is currently served by the City of Glenwood Springs electric department. City electric
exists on the north end of the site adjacent to the existing lift station, and is also on the south end at a terminal
power pole. The City electric department has provided a will serve letter which is included in Appendix A.
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The development team has reviewed the proposed site with Doug Hazzard at the electric department. A new
junction box will extend from the existing north end transformer to serve Lots 1, 2, 11, & 12. An electric main will
extend from the south end pole to two new transformers to serve Lots 3-10.
Cable:
SE reached out to Comcast and received a will serve letter for the site. The existing cable is on the west side of the
site. The cable service will follow the electric alignment onsite.
Telephone:
SE reached out to Lumen and received a will serve letter for the site. The existing telephone is on the west side of
Four Mile Road and also possible north of the site. Service from Lumen is optional with the other shallow utilities
available. If Lumen service is desired for this site the service will extend from the north or west.
Natural Gas:
SE coordinated and received a natural gas will serve letter from Black Hills Energy. The existing natural gas line is
on the west side of the site. The proposed natural gas main lines will connect to the existing on the north and south
end. The site gas main / services will be installed under the road and in the shared utility alignment. SE will
coordinate the connection locations, main lines, and services with Black Hills Energy as the design progresses.
B. Approval of Utility Easement by Utility Company
Utility easements have been drafted on the Subdivision Plat. Final utility easements will be confirmed with the
respective utility provider prior to final plat recordation.
7-402. SUBDIVISION LOTS:
The duplex lots have been carefully designed considering the access, the existing utilities, topography, the
adjoining lots proposed onsite, and the adjoining parcels offsite. The lot layout complies with the code
requirements. Refer to civil plan sheets C1.0 and C1.1.
The minimum lot setbacks outlined in the PUD Guide have been met and are larger than the minimum in the
following conditions.
Lots 1 – 6 Rear setback: PUD Guide = 50’
Minimum = 58’ at the closest point. Increased to coincide with the edge of the closest existing easement.
Lots 8-12 Rear setback: PUD Guide = 125’
Minimum = 128’ at the closest point. The setback is just inside of the surveyed limit of manmade grading
disturbance of the existing hillside. Note the slope areas steeper than 30% inside the setback were
previously graded areas.
Lot 12 Side setback: PUD Guide = 10’
Side setback = 40’. Increased to provide a buffer for the adjoining property.
7-302. OFF-STREET PARKING AND LOADING STANDARDS
Parking: No on-street parking will be allowed. All parking spaces will be provided on the individual lots.
7-305 SNOW STORAGE:
The Garfield County code requires a minimum area of 2.5%. The proposed snow storage areas shown on the site
plan are approximately 33% of the anticipated snow plow area. A graded swale under the south storage area will
direct snow melt to the existing drainage channel. The remaining areas drain to the existing swale.
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7-107. ACCESS AND ROADWAYS:
A. Access to Public Right-of-Way / B. Safe Access
The site is directly adjacent to Four Mile Road. The existing access intersection will be improved and realigned to
provide access to the proposed site.
The proposed access road will provide residential and emergency vehicle access. The road section includes two
12’ lanes plus a 90’ diameter cul-de-sac at the end. The road section will have mountable curb on both sides. The
road alignment, radii, and section are shown on C1.0, and is further described in section F below.
The sketch plan approval resolution condition 3.c. requires a sight triangle for the proposed intersection. The sight
triangle condition has been addressed in the August 8, 2023 Traffic report addendum letter prepared by Kimley
Horn, the traffic engineer for the project. The sight triangles are shown on Sheet C1.0.
C. Adequate Capacity / E. Impacts Mitigated
Refer to the separate Traffic Study prepared by Kimley Horn.
D. Road Dedications.
The site access road will be privately owned right-of-way (ROW), which will be owned and maintained by the
homeowner’s association (HOA).
F. Design Standards
The design standards and improvements are shown on the civil plans. Per the Kimley Horn 08/08/2023 addendum
letter, the overall site generates 88 average daily trips. We have compared the proposed road improvements to the
Garfield County secondary access road standards from table 7-107 below.
Comparison to Table 7-107: Roadway Standards
Design Standards Semi Private Proposed Site
Design Capacity (ADT) 21 – 100 88
Minimum ROW Width 40 40
Lane Width (Feet) 8 12
Shoulder Width (Feet) 2 N/A, Curb
Ditch Width (Feet) 4 N/A
Cross Slope 2% 2%
Shoulder Slope 5% N/A
Design Speed N/A N/A
Minimum Radius (Feet) 50 50
Maximum % Grade 12% 4%
Surface Gravel Asphalt
7-109. FIRE PROTECTION:
The site will have good emergency access from Four Mile Road. The onsite access road has been designed to
provide access to all fire trucks and other emergency vehicles. The cul-de-sac is 90’ diameter to the flowline as
required by the Fire department.
The proposed water main and fire hydrant will provide water for fire protection. The required and available fire flows
are discussed in setion 7-105 A above.
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7-204 DRAINAGE AND EROSION
The grading and drainage concept will comply with the Garfield County code requirements. The proposed onsite
improvements will be attenuated in the existing drainage channel on the west side of the site and north of the site.
Offsite runoff which flows onsite will be routed through the site in the existing drainage channel and culvert. Refer
to the civil grading and drainage plans for preliminary design and details.
A. Erosion and Sedimentation
The site improvements proposed will disturb more than one acre. Appropriate permits will be obtained from the
Colorado Department of Public Health and Environments (CDPHE) National Pollutant Discharge Elimination
System.
Standard erosion and sedimentation best management practices (BMP’s) will be applied to this site. These BMP’s
are primarily grouped for two stages of the development; the temporary construction phase and the permanent post
development phase. The main emphasis for both stages is on soil erosion and sediment transport controls. The
proposed BMPs are noted and detailed on the Sheet C2.2.
B. Drainage
The site grading and drainage has been developed to provide for positive drainage away from the future duplex
residential structures. The site grading and drainage also maintains the overall existing storm drainage patterns.
The offsite existing conditions are described below followed by the proposed drainage improvements.
Offsite:
SE has walked the offsite drainage areas and has delineated the overall drainage basin using United States
Geologic Survey (USGS) Streamstats online program. Streamstats delineates drainage areas, gets basin
characteristics and provides estimates of flow statistics. The offsite basin is approximately 3.24 square miles (2,080
acres) and extends south up the Dry Park valley to the saddle. Storm water runoff follows the existing drainage
paths through native hillsides, pasture, and drainage channels until it reaches the Springridge residential
development. Springridge subdivision improvements include retention/detention basins in the broad open space
areas. The residential development down from Springridge to the site are low density residential. The primary
drainage channel has two existing ponds which will capture and retain storm water runoff. Sunlight View Road has
a 24” culvert with a lot of cover which will act as a detention basin attenuating the storm water runoff. The offsite
runoff enters the site on the south side in a well-defined drainage swale. The runoff flows through the site to an
existing 36” culvert which daylights in a channel on the adjacent property to the north
Onsite Existing:
The existing, mostly undeveloped parcel of land generally slopes down from east to west to the primary drainage
channel. The grade from Four Mile Road slopes down from west to east. The drainage channel flows down to the
north to the existing 36” culvert. The eastern, upper portions of the site are steep native sage, pinyon, & juniper
hillside. The lower portions of the site are previously disturbed grass and open areas. The existing site appears to
be in good condition with no evidence of flooding or erosion.
C. Stormwater Run-Off
Onsite and offsite drainage basins directly east of the site were analyzed using the Rational Method (Equation 1),
as the cumulative total of tributary offsite and onsite basins are less than 90 acres.
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Equation 1: Q = C* I * A
Q = Runoff Flow Rate (cfs); C = Runoff Coefficient
I = Rainfall Intensity (in/hr); A= Area of Basin (acres)
The runoff coefficient (C) is a variable that represents the ratio of runoff to rainfall volumes during a storm event.
The determination of C mainly depends on the soil type, watershed impervious and storm event frequency.
The soil type was determined from the soil survey provided by the National Resource Conservation Service
(NRCS). The mapping shows Type ‘B’ Hydrologic Soils onsite which are moderately well draining soils. We have
assumed Type ‘C’ Hydrologic Soils however, which have a slow infiltration rate with moderately fine or fine textured
soils. This assumption is based on the onsite soils report prepared by Kumar & Associates. This assumption also
provides conservative runoff rates from the steep hillside to the east.
The Mile High Flood District (MHFD)(formerly UDFCD) out of Denver, CO has developed runoff coefficient tables in
Chapter 6 of Volume 1 of their Urban Storm Drainage Criteria Manual. Table 6-5 is included for reference in
Appendix B of this report. This table was used to determine the corresponding 2, 25 & 100 year weighted average
runoff coefficients based on the percent impervious and the Type C hydrologic soil classification.
The design rainfall duration used in the Rational Method is referred to as the time of concentration. The time of
concentration is the cumulative travel time, including overland flow and channelized flow, for runoff to get from the
furthest point upstream of a basin to a designated design point. The existing offsite basins' time of concentration
was assumed to be 30 minutes. A minimum time of concentration of 10 minutes was used for the developed basins
given the size of the basins, the percent impervious, and the relatively short travel distances.
The rainfall intensity was derived from the NOAA 14 Intensity Duration Frequency (IDF) Curve for this site south of
Glenwood Springs, CO.
Offsite Existing:
The peak runoff rate for the large offsite basin was analyzed using USGS Streamstats. The modeled 100 year 24
hour flow rate Q = 118 cfs. As described above, the existing drainage channel and 36” culvert will be maintained.
The calculated drainage channel capacity is over 350 cfs as currently graded. Two existing sections with calculated
flow depth at 118 cfs are included in Appendix B. The existing drainage channel will not be impacted by proposed
site improvements.
We have calculated the existing 36” culvert capacity is 51 cfs. The 36” culvert does not carry modeled 118 cfs
offsite drainage flow, but the 36” has more capacity than the upstream 24” culvert. The two ponds will also
attenuate the storm water runoff which may reduce the peak flow. If the 36” is at capacity the storm water runoff will
overtop the onsite access road at the low point and sheet flow to the channel downstream. The building FF
elevations will all be set a minimum of several feet higher than the road low point of 6186’.
SE also has analyzed the local offsite drainage basins for the hillside above and east of the site. The hillside
drainage basins are described in more detail below.
OS-01 is the northern hillside basin east of the site. Storm water runoff sheet flows to the existing drainage
channels and flows down to the flat development area on proposed lots 10 & 11. Storm water runoff from offsite will
be routed around the proposed buildings and flow over the curb into the street down to the low point curb inlet on
the north end of the site. The low point curb inlet is designated as design point #1 (DP01) Storm water runoff will
flow through the inlet or will overtop the street curb to daylight in the existing drainage swale offsite.
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OS-02 is the middle hillside basin east of the site. Storm water runoff sheet flows to the existing drainage channels
and flows down to the flat development area on lots 8 & 9. Storm water runoff from offsite will be routed around the
proposed buildings and flow over the curb into the street down to the two central curb inlets. Storm water runoff
will flow through the inlet and storm pipes to daylight into the existing drainage swale onsite. This point is
designated as DP02. Any storm water runoff not captured by the inlets will flow in the street to the low point curb
inlet and daylight offsite.
OS-03 is the southern hillside basin east of the site. Storm water runoff sheet flows to the existing drainage
channels and flows down to the flat development area on lots 7 & 8. Storm water runoff from offsite will be routed
around the proposed buildings on the south side to flow to the existing drainage swale onsite. This point is
designated as DP03
The offsite drainage is summarized in Table 1 below and on civil sheet C2.3.
Table 1: Offsite Peak Runoff Summary
BASIN
I.D.
%
IMPERVIOUS C2 I2 (in/hr)AREA
(acres)Q2 (cfs)DESIGN
POINT ID
BASIN
I.D.C25
I25
(in/hr)
AREA
(acres)Q25 (cfs)
OS-01 2% 0.05 0.816 6.210 0.253 DP-1 OS-01 0.33 1.87 6.210 3.832
OS-02 2% 0.05 0.816 14.080 0.574 DP-2 OS-02 0.33 1.87 14.080 8.689
OS-03 2% 0.05 0.816 11.110 0.453 DP-3 OS-03 0.33 1.87 11.110 6.856
TOTAL = 31.400 1.281 TOTAL = 31.400 19.377
[1] TIME OF CONCENTRATION WAS ASSUMED TO BE EQUAL TO 30 MINUTES.
[2] RATIONAL C FACTORS ARE BASED ON NRCS TYPE 'C' SOILS AND ARE DERIVED FROM TABLE 6-5 OF CHAPTER 6 OF THE
MHFD - MILE HIGH FLOOD DISTRICT DRAINAGE CRITERIA MANUAL.
[3] RAINFALL INTENSITY IS FROM THE NOAA 14 IDF CURVE FOR THIS SITE SOUTH OF GLENWOOD SPRINGS, CO
2-YR POST DEVELOPMENT PEAK RUNOFF SUMMARY 25-YR POST DEV. PEAK RUNOFF SUMMARY
BASIN
I.D.C100
I100
(in/hr)
AREA
(acres)Q100 (cfs)
OS-01 0.49 2.36 6.210 7.181
OS-02 0.49 2.36 14.080 16.282
OS-03 0.49 2.36 11.110 12.848
TOTAL = 31.400 36.311
100-YR POST DEV. PEAK RUNOFF SUMMARY
Developed Onsite:
The site has been analyzed for the existing and developed peak rainfall runoff. Storm water runoff will be routed on
the surface via sheet flow and in drainage swales, and then will be routed in storm sewer pipes to daylight in the
existing drainage swale.
Because this site is in a rural area adjacent to a large drainage path, the small increase to the storm water runoff
will be attenuated in the landscape areas onsite and in the long drainage flow path. The site street runoff will flow to
the existing drainage channel. The drainage flow path downstream from the site is over 1,400 lineal feet to Four
Mile creek. The drainage channel will provide for infiltration treatment for the water quality storm event.
DE-01 is the small drainage basin which includes the northern half of the site access road. Storm water runoff will
flow in the street to the curb flow line to the low point storm inlet at DP01. Any offsite storm water runoff from OS-
01 (and bypass flow from OS-02) will flow through this basin to the low point inlet.
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DE-02 includes the south half of the access road plus the developed areas of Lots 2-8. Storm water runoff will
sheet flow across landscape areas, flow in the drainage swales, and flow in the street to the storm inlets and storm
pipes to daylight in the existing drainage swale. Offsite storm water runoff from OS-02 will flow through the storm
pipes to daylight at DP02.
The developed drainage is summarized in Table 2 below and on civil sheet C2.3.
Table 2: Developed Onsite Peak Runoff Summary
BASIN
I.D.
%
IMPERVIOUS C2 I2 (in/hr)AREA
(acres)Q2 (cfs)DESIGN
POINT ID
BASIN
I.D.C25
I25
(in/hr)
AREA
(acres)Q25 (cfs)
DE-01 100% 0.83 1.54 0.220 0.281 DP-1 DE-01 0.88 3.75 0.220 0.726
DE-02 30% 0.22 1.54 1.970 0.667 DP-2 DE-02 0.49 3.75 1.970 3.620
TOTAL = 2.190 0.949 TOTAL = 2.190 4.346
[3] RAINFALL INTENSITY IS FROM THE NOAA 14 IDF CURVE FOR THIS SITE SOUTH OF GLENWOOD SPRINGS, CO
2-YR POST DEVELOPMENT PEAK RUNOFF SUMMARY 25-YR POST DEV. PEAK RUNOFF SUMMARY
[1] TIME OF CONCENTRATION WAS ASSUMED TO BE EQUAL TO 10 MINUTES.
[2] RATIONAL C FACTORS ARE BASED ON NRCS TYPE 'C' SOILS AND ARE DERIVED FROM TABLE 6-5 OF CHAPTER 6 OF THE
MHFD - MILE HIGH FLOOD DISTRICT DRAINAGE CRITERIA MANUAL.
BASIN
I.D.C100
I100
(in/hr)
AREA
(acres)Q100 (cfs)
DE-01 0.89 4.81 0.220 0.942
DE-02 0.61 4.81 1.970 5.780
TOTAL = 2.190 6.722
100-YR POST DEV. PEAK RUNOFF SUMMARY
7-108. Natural Hazards:
Fire: addressed above in section 7-109.
Flooding: The site is located outside of any FEMA designated flood plain. The existing drainage channel onsite is
discussed in more detail in section 7-204.
Steep Slopes / Rockfall Hazards: Refer to the soils report prepared by Kumar & Associates dated September 13,
2023.
Soils: Refer to the soils report prepared by Kumar & Associates dated September 13, 2023..
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Conclusion
The proposed site has good access to Four Mile Road. The existing utilities are directly adjacent and adequate to
service the site. Will serve letters have been provided. The lot layout considers the existing utilities, the existing
drainage conditions, and the adjoining parcels. The primary offsite drainage will flow through the site in the existing
drainage channel. The storm water runoff from the hillside east of the site will be safely routed around the proposed
structures and will flow in the street and storm sewer to the existing drainage channels.
If you have any questions or need any additional information, please call.
Sincerely,
SOPRIS ENGINEERING, LLC
John Petaisto, PE
Project Engineer
Yancy Nichol, PE
Principal
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SOPRIS ENGINEERING LLC
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SE#. 33090: Sunlight Parkway Subdivision – Preliminary / Final Engineering Report 02/26/2024
Page 1
APPENDIX-A
Will Serve Letters
~
SOPRIS ENGINEERING LC
502 MNN STREET • SUITE A3 • CARBONDALE CC' 81623
C970'j• 7()4·0311 • topnMngllleeflil'\QCDffl
SUNLIGHT VIEW WATER & WASTEWATER COMP ANY
December 7, 2020
Jason M. Neuman
D.M. Neuman Const. Co.
310 19th Street
Glenwood Springs, CO 81601
Re: Sunlight View Water & Wastewater Co. Can and Will Serve
Dear Jason:
You requested confirmation that the Sunlight View Water & Wastewater Co. (the
"Company") can and will serve up to 12 EQR on Lot 2, Sunlight Parkway Minor Subdivision as
shown on the Final Plat therefore recorded with the Garfield County Clerk and Recorder as
Reception No. 924048 (the "Property"). The Company has a maximum capacity of 88 EQR and
the requested 12 EQR previously owned by William and Charlotte Zilm have been duly assigned
to you as evidenced by that certain Agreement for Assignment and Allocation of Memberships in
Sunlight View Water and Wastewater Company dated April 22 , 2020. Therefore, the Company
has the capacity in its wastewater treatment plant and water system and can and will serve the
Property with water and wastewater service subject to the following conditions:
1. Compliance with the Company's Rules and Regulations, Bylaws and Articles of
Incorporation, and
2. The payment of all applicable fees.
The Company further consents to the installation and operation of a septic system to serve
Lot 1, Sunlight Parkway Minor Subdivision as the Company does not have the ability to sell any
EQR of service to Lot 1. You are fully responsible for the construction, operation, maintenance
and replacement of the septic system in perpetuity and the Company takes no responsibility
whatsoever regarding the septic system.
Very truly yours,
SUNLIGHT VIEW WATER & WASTEWATER CO.
~kf-~IM
Robert Ostermiller, President
City of Glenwood Springs
101 West 8th Street
Glenwood Springs, CO 81601
November 2, 2023
Jason Neuman
P.O Box 2317
Glenwood Springs, CO 81601
RE: Can and Will Serve Letter
Dear Mr. Neuman:
The purpose of this letter is to confirm that the City of Glenwood Springs can and will serve the
proposed Sunlight Parkway Minor Subdivision Parcel #218534300028 with electric service. Utility
service is governed by and shall conform to the Glenwood Springs Municipal Code, as applicable,
the Rules and Regulations of the Electric Department and its Line Extension Policy.
Sincerely,
Doug Hazzard
Electric Superintendent
September 14th, 2023
John Petaisto, PE
Sopris Engineering
970-316-5212
RE: Sunlight Parkway subdivision
The parcel is directly south of 2808 County Road 117 (Four Mile Rd.)
John Petaisto
Please accept this letter as confirmation of Comcast Cable Corporation ability to provide cable
service to the captioned location. The provision of service is contingent upon successful
negotiations of an agreement between the developer and Comcast Cable Corporation.
If you have any questions at all, please contact me with the information below.
Sincerely,
Brett Westphall
Network Project Manager
M: 720-979-1921
Brett_Westphall@comcast.com
This letter is not intended to give rise to binding obligations for either party. Any contractual relationship between the parties will be the result of
formal negotiations and will only become effective upon execution of the contract by representatives of the parties authorized to enter into such
agreements. During any negotiations, each party will bear its own costs and will not be responsible for any costs or expenses of the other party,
unless separately agreed to in writing.
~k
COMCAST
9/1/2023
ATTN: John Petaisto, PE
Sopris Engineering
970-316-5212
RE: Sunlight Parkway
To whom it may concern:
Your request for facilities to Sunlight Parkway is within CenturyLink/Lumen’s
serving area and will be provided in accordance with all the rates and tariffs set
forth by the Colorado Public Utilities Commission.
Connections to CenturyLink/Lumen facilities are contingent upon the customer
meeting all the requirements of the Utilities tariffs that are in effect for each
requested utility service at the time the application for service is made by the
customer and formally accepted by CenturyLink/Lumen. Connection
requirements may include provisions for necessary line extensions and/or other
system improvements, and payment of all applicable system development
charges, recovery agreement charges and other fees or charges applicable to
the requested service.
Although CenturyLink/Lumen diligently seeks to expand its facilities as necessary
to meet anticipated growth, CenturyLink/Lumen services are provided to eligible
customers at the time of connection to the facilities on a “first come, first served”
basis after acceptance of the customer’s application as described above. In
certain instances, our facilities and capacities may be limited. Accordingly, no
specific allocations or amounts of CenturyLink/Lumen facilities or supplies are
reserved for service to the subject property, and no commitments are made as to
the availability of CenturyLink/Lumen service at future times.
Sincerely,
Jason Sharpe
Senior Field Engineer
970-328-8290
LUM C:N "
Improving life with energy
www.blackhillsenergy.com
October 19, 2023
John Petaisto
Sunlight Parkway
2808 117 County Road
Glenwood Springs, CO, 81601
Re: Sunlight Parkway
Dear Mr. John Petaisto,
The above-mentioned development is within the certificated service area of Black Hills
Energy, and has existing natural gas facilities located on or near the above-mentioned
project. At this time, it appears that these existing facilities have adequate capacity to
provide natural gas service to your project, subject to the tariffs, rules and regulations
on file. Any upgrading of our facilities necessary to deliver adequate service to and
within the development will be undertaken by Black Hills Energy upon completion of
appropriate contractual agreements and subject to necessary governmental approvals.
Please contact us with any questions regarding this project, and with a timeline of when
you would like to proceed with your project.
Sincerely,
Mark Fadick
Utility Construction Planner
Black Hills Energy
Mark Fadick
Utility Construction Planner
Mark.fadick@blackhillscorp.com
96 County Road 160
Glenwood Springs, Co 81601
P: 970.914.8326
-----_--=---
• BlackHH/sEnergy ________________ _
SE#. 33090: Sunlight Parkway Subdivision – Preliminary / Final Engineering Report 02/26/2024
Page 2
APPENDIX-B
Drainage Data & Calculations
~
SOPRIS ENGINEERING LC
502 MNN STREET • SUITE A3 • CARBONDALE CC' 81623
C970'j• 7()4·0311 • topnMngllleeflil'\QCDffl
Collapse All
StreamStats https://streamstats.usgs.gov/ss/
1 of 5 11/2/2023, 12:25 PM
33090-QFFSITE DRG-USGS StreamStats Report
Region ID: CO
Workspace ID: CO20231102182216678000
Cllcked Point {Latitude, Longitude): 39.48121, -107.31546
Time: 2023-11-02 12:22:39 -0600
) Basin Characteristics
Parameter
Code Parameter Description
BSLDEM1 OM Mean basin slope computed from 1 0 m DEM
CSL 1085LFP Change in elevation divided by length between
DRNAREA
EL7500
points 1 O and 85 percent of distance along the
longest flow path to the basin divide, LFP from
2D grid
Area that drains to a point on a stream
Percent of area above 7500 ft
r
"
ronbr
II C lu
Value
24
165.3
3.24
0
SPRING VALL
:[.
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~
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' .:~~ G len
C lub
Unit
percent
feet per mi
square mile:
percent
StreamStats https://streamstats.usgs.gov/ss/
2 of 5 11/2/2023, 12:25 PM
Parameter
Code Parameter Description Value Unit
ELEV Mean Basin Elevation 6708 feet
ELEVMAX Maximum basin elevation 7450 feet
I24H1 00Y Maximum 24-hour precipitation that occurs on 2.63 inches
average once in 100 years
I24H2Y Maximum 24-hour precipitation that occurs on 1.24 inches
average once in 2 years -Equivalent to
precipitation intensity index
I6H1 00Y 6-hour precipitation that is expected to occur on 1.6 inches
average once in 100 years
I6H2Y Maximum 6-hour precipitation that occurs on 0.81 inches
average once in 2 years
LAT_OUT Latitude of Basin Outlet 39.481179 degrees
LC11BARE Percentage of barren from NLCD 2011 class 31 0 percent
LC11CRPHAY Percentage of cultivated crops and hay, classes 15.9 percent
81 and 82, from NLCD 2011
LC11DEV Percentage of developed (urban) land from 0 percent
NLCD 2011 classes 21-24
LC11 FOREST Percentage of forest from NLCD 2011 classes 26.3 percent
41-43
LC11 GRASS Percent of area covered by 0 percent
grassland/herbaceous using 2011 NLCD
LC11 IMP Average percentage of impervious area 3.1 percent
determined from NLCD 2011 impervious dataset
LC11 SHRUB Percent of area covered by shrubland using 2011 56.6 percent
NLCD
LC11 SNOIC Percent snow and ice from NLCD 2011 class 12 0 percent
LC11WATER Percent of open water, class 11, from NLCD 2011 0 percent
LC11WETLND Percentage of wetlands, classes 90 and 95, from 1.1 percent
NLCD 2011
LFPLENGTH Length of longest flow path 4.76 miles
LONG_OUT Longitude of Basin Outlet -107.315458 degrees
MINBELEV Minimum basin elevation 6170 feet
OUTLETELEV Elevation of the stream outlet in feet above 6170 feet
NAVD88
StreamStats https://streamstats.usgs.gov/ss/
3 of 5 11/2/2023, 12:25 PM
Parameter
Code Parameter Description Value Unit
PRECIP Mean Annual Precipitation 18.94 inches
RCN Runoff-curve number as defined by NRCS 72.4 dimension le
(http:! /pol icy. n res. usda. gov
/OpenNonWebContent.aspx?content=17758.wba}
RUNCO_CO Soil runoff coefficient as defined by Verdin and 0.36 dimension le
Gross (2017}
SSURGOA Percentage of area of Hydrologic Soil Type A 17.4 percent
from SSURGO
SSURGOB Percentage of area of Hydrologic Soil Type B 30.3 percent
from SSURGO
SSURGOC Percentage of area of Hydrologic Soil Type C 1.66 percent
from SSURGO
SSURGOD Percentage of area of Hydrologic Soil Type D 47.8 percent
from SSURGO
STATSCLAY Percentage of clay soils from STATSGO 23.66 percent
STORNHD Percent storage (wetlands and waterbodies) 0 percent
determined from 1 :24K NHD
TOC Time of concentration in hours 1.78 hours
) Peak-Flow Statistics
Peak-Flow Statistics Parameters [Northwest Region Peak Flow]
Parameter Code Parameter Name Value Units Min Limit Max Limit
DRNAREA
EL7500
PRECIP
Drainage Area 3.24 square miles 1
Percent above 7500 ft 0 percent
Mean Annual Precipitation 18.94 inches
0
8
Peak-Flow Statistics Flow Report [Northwest Region Peak Flow]
5250
99
49
PIL: Lower 90% Prediction Interval, PIU: Upper 90% Prediction Interval, ASEp: Average
Standard Error of Prediction, SE: Standard Error (other --see report)
Statistic Value Unit ASEp
StreamStats https://streamstats.usgs.gov/ss/
4 of 5 11/2/2023, 12:25 PM
Statistic Value Unit ASEp
50-percent AEP flood 95.3 ftA3/S 113
20-percent AEP flood 284 ftA3/S 88
1 0-percent AEP flood 560 ftA3/S 79
4-percent AEP flood 1140 ftA3/S 74
2-percent AEP flood 1780 ftA3/S 74
1-percent AEP flood 2600 ftA3/S 75
0.5-percent AEP flood 3680 ftA3/S 76
0.2-percent AEP flood 5460 ftA3/S 79
Peak-Flow Statistics Citations
Capesius, J.P., and Stephens, V. C.,2009, Regional Regression Equations for Estimation
of Natural Streamflow Statistics in Colorado: U. S. Geological Survey Scientific
Investigations Report 2009-5136, 32 p. (http://pubs.usgs.gov/sir/2009/5136/)
) Annual Flow Statistics
Annual Flow Statistics Parameters [Northwest Region Mean Flow]
Parameter Code Parameter Name Value Units Min Limit Max Limit
DRNAREA
PRECIP
Drainage Area 3.24 square miles 1
Mean Annual Precipitation 18.94 inches 8
Annual Flow Statistics Flow Report [Northwest Region Mean Flow]
5250
49
PIL: Lower 90% Prediction Interval, PIU: Upper 90% Prediction Interval, ASEp: Average
Standard Error of Prediction, SE: Standard Error (other --see report)
Statistic
Mean Annual Flow
Annual Flow Statistics Citations
Value
0.557
Unit ASEp
55
Capesius, J.P., and Stephens, V. C.,2009, Regional Regression Equations for Estimation
of Natural Streamflow Statistics in Colorado: U. S. Geological Survey Scientific
Investigations Report 2009-5136, 32 p. (http://pubs.usgs.gov/sir/2009/5136/)
StreamStats https://streamstats.usgs.gov/ss/
5 of 5 11/2/2023, 12:25 PM
USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the
quality standards relative to the purpose for which the data were collected. Although these data and associated
metadata have been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey
(USGS), no warranty expressed or implied is made regarding the display or utility of the data for other purposes, nor
on all computer systems, nor shall the act of distribution constitute any such warranty.
USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS).
Although the software has been subjected to rigorous review, the USGS reserves the right to update the software as
needed pursuant to further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S.
Government as to the functionality of the software and related material nor shall the fact of release constitute any
such warranty. Furthermore, the software is released on condition that neither the USGS nor the U.S. Government
shall be held liable for any damages resulting from its authorized or unauthorized use.
USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does
not imply endorsement by the U.S. Government.
Application Version: 4.18.1
StreamStats Services Version: 1.2.22
NSS Services Version: 2.2.1
00:0
0
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0
0
02:0003:0
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04:0005:0
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06:0
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Time (HH:mm)
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Disc harge (ft³/s)Cum. precipitation (in) (right axis)
StreamStats https://streamstats.usgs.gov/ss/
1 of 5 11/2/2023, 11:01 AM
EUSGS
science for a chilnging wortd
Study AIU StomJ Event Runoff Summary for 24 Hour 100 Year Precipitation {TR55)
Parameters
Precipitation (inches):
Drainage Area (square miles):
Runoff-Curve Number (dimensionless):
Summary
Peak runoff (cubic feet per second):
Total infiltration (inches):
Total excess precip (inches):
Runoff hydrograph from 24 Hour 100 Year Precipitation
• •
2 .63
3.24
72.39
118
2.02
0.614
StreamStats https://streamstats.usgs.gov/ss/
2 of 5 11/2/2023, 11:01 AM
Tabular Hydrograph
StreamStats https://streamstats.usgs.gov/ss/
3 of 5 11/2/2023, 11:01 AM
Time DRNAREA p RCN Duration la s dP P-la Pl Pe dPe C
00:00 3.24 0.00 72.39 24 0.763 3.81 0 -0.763 0 0 0 C
00:30 3.24 0.06 72.39 24 0.763 3.81 0.0597 -0.703 0.0597 0 0 C
01 :DO 3.24 0.14 72.39 24 0.763 3.81 0.0836 -0.619 0.0836 0 0 C
01 :30 3.24 0.24 72.39 24 0.763 3.81 0.092 -0.527 0.092 0 0 C
02:00 3.24 0.33 72.39 24 0.763 3.81 0.0934 -0.434 0.0934 0 0 C
02:30 3.24 0.42 72.39 24 0.763 3.81 0.0918 -0.342 0.0918 0 0 C
03:00 3.24 0.51 72.39 24 0.763 3.81 0.0897 -0.253 0.0897 0 0 C
03:30 3.24 0.60 72.39 24 0.763 3.81 0.0878 -0.165 0.0878 0 0 C
04:00 3.24 0.69 72.39 24 0.763 3.81 0.0871 -0.0777 0.0871 0 0 C
04:30 3.24 0.77 72.39 24 0.763 3.81 0.0865 0.00883 0.0865 0.0000204 0.0000204 C
05:00 3.24 0.86 72.39 24 0.763 3.81 0.0868 0.0956 0.0845 0.00234 0.00232 ~
05:30 3.24 0.95 72.39 24 0.763 3.81 0.0871 0.183 0.081 0.00835 0.00601 2
06:00 3.24 1.03 72.39 24 0.763 3.81 0.0868 0.269 0.0774 0.0178 0.00943 3
06:30 3.24 1.12 72.39 24 0.763 3.81 0.0868 0.356 0.0741 0.0304 0.0127 E
07:00 3.24 1.21 72.39 24 0.763 3.81 0.086 0.442 0.0705 0.046 0.01 55 f
07:30 3.24 1.29 72.39 24 0.763 3.81 0.0852 0.527 0.0671 0.0641 0.0181 i
08:00 3.24 1.37 72.39 24 0.763 3.81 0.0839 0.611 0.0635 0.0845 0.0204 e
08:30 3.24 1.46 72.39 24 0.763 3.81 0.0823 0.694 0.06 0.107 0.0223 ~
09:00 3.24 1.54 72.39 24 0.763 3.81 0.0807 0.774 0.0568 0.131 0.024
09:30 3.24 1.62 72.39 24 0.763 3.81 0.0786 0.853 0.0534 0.156 0.0252
10:00 3.24 1.69 72.39 24 0.763 3.81 0.0768 0.93 0.0505 0.182 0.0263
10:30 3.24 1.77 72.39 24 0.763 3.81 0.0747 0.0475 0.209 0.0272
11 :DO 3.24 1.84 72.39 24 0.763 3.81 0.0723 1.08 0.0446 0.237 0.0277
11 :30 3.24 1.91 72.39 24 0.763 3.81 0.07 1.15 0.0419 0.265 0.028
12:00 3.24 1.98 72.39 24 0.763 3.81 0.0676 1.21 0.0394 0.293 0.0282
12:30 3.24 2.04 72.39 24 0.763 3.81 0.0647 1.28 0.0367 0.321 0.0279
13:00 3.24 2.10 72.39 24 0.763 3.81 0.0621 1.34 0.0344 0.349 0.0277
13:30 3.24 2.16 72.39 24 0.763 3.81 0.0592 1.4 0.032 0.376 0.0272
14:00 3.24 2.22 72.39 24 0.763 3.81 0.056 1.46 0.0297 0.402 0.0264
14:30 3.24 2.27 72.39 24 0.763 3.81 0.0526 1.51 0.0273 0.428 0.0253
15:00 3.24 2.32 72.39 24 0.763 3.81 0.0494 1.56 0.0252 0.452 0.0243
15:30 3.24 2.37 72.39 24 0.763 3.81 0.0458 1.6 0.0229 0.475 0.0229 ~
16:00 3.24 2.41 72.39 24 0.763 3.81 0.0421 1.65 0.0207 0.496 0.0214 e
16:30 3.24 2.45 72.39 24 0.763 3.81 0.0387 1.68 0.0187 0.516 0.0199 e
17:00 3.24 2.48 72.39 24 0.763 3.81 0.0347 1.72 0.0166 0.534 0.0181 i
StreamStats https://streamstats.usgs.gov/ss/
4 of 5 11/2/2023, 11:01 AM
Time DRNAREA p RCN Duration la s dP P-la Pl Pe dPe
17:30 3.24 2.51 72.39 24 0.763 3.81 0.031 1.75 0.0147 0.551 0.0164
18:00 3.24 2.54 72.39 24 0.763 3.81 0.0271 1.78 0.0127 0.565 0.0144
18:30 3.24 2.56 72.39 24 0.763 3.81 0.0234 1.8 0.0108 0.578 0.0126
19:00 3.24 2.58 72.39 24 0.763 3.81 0.0195 1.82 0.00895 0.588 0.0105
19:30 3.24 2.60 72.39 24 0.763 3.81 0.0155 1.84 0.00709 0.597 0.00843
20:00 3.24 2.61 72.39 24 0.763 3.81 0.0118 1.85 0.00538 0.603 0.00645
20:30 3.24 2.62 72.39 24 0.763 3.81 0.00842 1.86 0.00381 0.608 0.0046
21 :00 3.24 2.63 72.39 24 0.763 3.81 0.00579 1.86 0.00262 0.611 0.00317
21 :30 3.24 2.63 72.39 24 0.763 3.81 0.00316 1.87 0.00142 0.613 0.00173
22:00 3.24 2.63 72.39 24 0.763 3.81 0.00131 1.87 0.000593 0.613 0.000722
22:30 3.24 2.63 72.39 24 0.763 3.81 0.000526 1.87 0.000237 0.614 0.000289
23:00 3.24 2.63 72.39 24 0.763 3.81 0 1.87 0 0.614 0
23:30 3.24 2.63 72.39 24 0.763 3.81 0 1.87 0 0.614 0
24:00 3.24 2.63 72.39 24 0.763 3.81 0 1.87 0 0.614 0
24:30 3.24 2.63 72.39 24 0.763 3.81 0 1.87 0 0.614 0
Citations
Asante, K.O., Artan, G.A., Pervez, S., Bandaragoda, C., and Verdin, J.P., 2008, Technical
Manual for the Geospatial Stream Flow Model (GeoSFM): U.S. Geological Survey Open-
File Report 2007-1441, 65 p., accessed June 2016 (https://pubs.usgs.gov/of/2007
/1441/)
Colorado Department of Natural Resources, 2006, Colorado Floodplain and Stormwater
Criteria Manual, Volume 2, 468 p., accessed June 15, 2016 (http://www2.cde.state.co.us
/artemis/nrmonos/nr38c862006internet/)
Soil Conservation Service, United States Department of Agriculture, 1986, Urban
Hydrology for Small Watersheds, Tech. Release 55, 164 p., accessed October 2017
(https://www.nrcs.usda.gov/lnternet/FSE_DOCUMENTS/stelprdb1044171.pdf)
USGS Data Disclaimer: Unless otherwise stated, all data, metadata and related materials are considered to satisfy the
quality standards relative to the purpose for which the data were collected. Although these data and associated
metadata have been reviewed for accuracy and completeness and approved for release by the U.S. Geological Survey
(USGS), no warranty expressed or implied is made regarding the display or utility of the data for other purposes, nor
on all computer systems, nor shall the act of distribution constitute any such warranty.
USGS Software Disclaimer: This software has been approved for release by the U.S. Geological Survey (USGS).
Although the software has been subjected to rigorous review, the USGS reserves the right to update the software as
C
f
f
E
,4
3
2
I
3
C
C
C
C
StreamStats https://streamstats.usgs.gov/ss/
5 of 5 11/2/2023, 11:01 AM
needed pursuant to further analysis and review. No warranty, expressed or implied, is made by the USGS or the U.S.
Government as to the functionality of the software and related material nor shall the fact of release constitute any
such warranty. Furthermore, the software is released on condition that neither the USGS nor the U.S. Government
shall be held liable for any damages resulting from its authorized or unauthorized use.
USGS Product Names Disclaimer: Any use of trade, firm, or product names is for descriptive purposes only and does
not imply endorsement by the U.S. Government.
Application Version: 4.18.1
Hydrologic Soil Group—Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties; and Rifle Area, Colorado, Parts of Garfield and Mesa ...
(33090-NRCS SOILS)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
11/2/2023
Page 1 of 5
43
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300700 300800 300900 301000 301100 301200 301300 301400 301500 301600
300700 300800 300900 301000 301100 301200 301300 301400 301500 301600
39° 29' 1'' N
10
7
°
1
9
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5
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W
39° 29' 1'' N
10
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°
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2
3
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W
39° 28' 40'' N
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°
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9
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39° 28' 40'' N
10
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°
1
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2
3
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W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 200 400 800 1200Feet
0 50 100 200 300Meters
Map Scale: 1:4,570 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
USDA a.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Aspen-Gypsum Area, Colorado, Parts of
Eagle, Garfield, and Pitkin Counties
Survey Area Data: Version 14, Aug 23, 2023
Soil Survey Area: Rifle Area, Colorado, Parts of Garfield and
Mesa Counties
Survey Area Data: Version 16, Aug 22, 2023
Your area of interest (AOI) includes more than one soil survey
area. These survey areas may have been mapped at different
scales, with a different land use in mind, at different times, or at
different levels of detail. This may result in map unit symbols, soil
properties, and interpretations that do not completely agree
across soil survey area boundaries.
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 25, 2021—Sep
5, 2021
Hydrologic Soil Group—Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties; and Rifle Area, Colorado, Parts of Garfield and Mesa Counties
(33090-NRCS SOILS)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
11/2/2023
Page 2 of 5
'USDA -7iE
□
□
□
□
□
□
□
□
□ ------,. ~
□
□
■
■
□
□
IJ
D
.,,....,,
t+-t
,,.,,,,
_,,_
~ --•
MAP LEGEND MAP INFORMATION
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Hydrologic Soil Group—Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties; and Rifle Area, Colorado, Parts of Garfield and Mesa Counties
(33090-NRCS SOILS)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
11/2/2023
Page 3 of 5
'USDA -7iE
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
33 Earsman-Rock outcrop
complex, 12 to 65
percent slopes
D 5.0 5.5%
Subtotals for Soil Survey Area 5.0 5.5%
Totals for Area of Interest 90.1 100.0%
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
2 Arle-Ansari-Rock
outcrop complex, 12
to 65 percent slopes
B 85.1 94.5%
Subtotals for Soil Survey Area 85.1 94.5%
Totals for Area of Interest 90.1 100.0%
Hydrologic Soil Group—Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin
Counties; and Rifle Area, Colorado, Parts of Garfield and Mesa Counties
33090-NRCS SOILS
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
11/2/2023
Page 4 of 5
USDA
iEE
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin
Counties; and Rifle Area, Colorado, Parts of Garfield and Mesa Counties
33090-NRCS SOILS
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
11/2/2023
Page 5 of 5
USDA
iEE
NOAA Atlas 14, Volume 8, Version 2
Location name: Glenwood Springs, Colorado,
USA*
Latitude: 39.4769°, Longitude: -107.3164°
Elevation: 6264 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale
Unruh, Michael Yekta, Geoffery Bonnin
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 1.38
(1.09-1.79)
2.10
(1.66-2.71)
3.19
(2.52-4.15)
4.04
(3.17-5.28)
5.12
(3.80-6.83)
5.88
(4.28-8.00)
6.58
(4.62-9.20)
7.21
(4.85-10.4)
7.96
(5.12-11.9)
8.44
(5.34-13.0)
10-min 1.01
(0.798-1.31)
1.54
(1.21-1.99)
2.34
(1.85-3.04)
2.96
(2.32-3.87)
3.75
(2.78-5.00)
4.31
(3.13-5.86)
4.81
(3.38-6.74)
5.28
(3.55-7.63)
5.83
(3.76-8.71)
6.18
(3.91-9.52)
15-min 0.820
(0.652-1.06)
1.25
(0.988-1.62)
1.90
(1.50-2.47)
2.41
(1.89-3.14)
3.05
(2.26-4.06)
3.50
(2.55-4.76)
3.92
(2.75-5.48)
4.30
(2.88-6.20)
4.74
(3.05-7.08)
5.02
(3.18-7.74)
30-min 0.564
(0.448-0.730)
0.816
(0.646-1.06)
1.20
(0.946-1.56)
1.50
(1.17-1.95)
1.87
(1.39-2.48)
2.13
(1.55-2.89)
2.36
(1.66-3.30)
2.57
(1.73-3.71)
2.81
(1.81-4.20)
2.97
(1.88-4.57)
60-min 0.377
(0.299-0.488)
0.505
(0.400-0.654)
0.702
(0.554-0.912)
0.854
(0.670-1.12)
1.05
(0.778-1.39)
1.18
(0.860-1.60)
1.30
(0.915-1.82)
1.41
(0.950-2.04)
1.54
(0.994-2.30)
1.62
(1.03-2.50)
2-hr 0.236
(0.189-0.300)
0.301
(0.241-0.384)
0.402
(0.321-0.514)
0.480
(0.381-0.617)
0.579
(0.436-0.760)
0.648
(0.479-0.868)
0.711
(0.507-0.981)
0.770
(0.524-1.10)
0.838
(0.546-1.23)
0.882
(0.564-1.34)
3-hr 0.184
(0.149-0.233)
0.224
(0.180-0.283)
0.285
(0.229-0.362)
0.333
(0.267-0.425)
0.396
(0.302-0.518)
0.441
(0.329-0.588)
0.483
(0.347-0.663)
0.523
(0.359-0.740)
0.571
(0.376-0.836)
0.604
(0.388-0.908)
6-hr 0.121
(0.099-0.150)
0.137
(0.112-0.171)
0.165
(0.134-0.206)
0.188
(0.152-0.236)
0.220
(0.171-0.286)
0.245
(0.186-0.324)
0.270
(0.197-0.367)
0.295
(0.206-0.414)
0.329
(0.220-0.477)
0.354
(0.230-0.525)
12-hr 0.074
(0.062-0.091)
0.085
(0.070-0.104)
0.102
(0.084-0.126)
0.117
(0.096-0.145)
0.138
(0.109-0.178)
0.155
(0.119-0.202)
0.172
(0.127-0.231)
0.190
(0.134-0.263)
0.214
(0.145-0.307)
0.233
(0.153-0.339)
24-hr 0.045
(0.038-0.054)
0.052
(0.043-0.063)
0.063
(0.053-0.077)
0.073
(0.061-0.089)
0.087
(0.070-0.111)
0.099
(0.077-0.127)
0.110
(0.082-0.146)
0.122
(0.087-0.167)
0.139
(0.095-0.196)
0.152
(0.101-0.218)
2-day 0.027
(0.023-0.032)
0.031
(0.026-0.037)
0.037
(0.032-0.045)
0.043
(0.036-0.052)
0.052
(0.042-0.065)
0.059
(0.046-0.074)
0.066
(0.050-0.086)
0.073
(0.053-0.098)
0.083
(0.058-0.116)
0.091
(0.061-0.129)
3-day 0.020
(0.017-0.023)
0.023
(0.019-0.027)
0.028
(0.024-0.033)
0.032
(0.027-0.038)
0.038
(0.031-0.047)
0.043
(0.034-0.054)
0.048
(0.037-0.062)
0.054
(0.039-0.071)
0.061
(0.042-0.084)
0.066
(0.045-0.093)
4-day 0.016
(0.014-0.019)
0.018
(0.016-0.022)
0.022
(0.019-0.026)
0.026
(0.022-0.031)
0.031
(0.025-0.038)
0.035
(0.028-0.043)
0.038
(0.029-0.049)
0.043
(0.031-0.056)
0.048
(0.034-0.066)
0.052
(0.035-0.073)
7-day 0.011
(0.009-0.013)
0.012
(0.011-0.014)
0.015
(0.013-0.017)
0.017
(0.014-0.020)
0.020
(0.016-0.024)
0.022
(0.018-0.027)
0.024
(0.019-0.031)
0.027
(0.020-0.035)
0.030
(0.021-0.041)
0.033
(0.022-0.045)
10-day 0.009
(0.008-0.010)
0.010
(0.008-0.011)
0.012
(0.010-0.013)
0.013
(0.011-0.015)
0.015
(0.013-0.018)
0.017
(0.014-0.021)
0.019
(0.014-0.023)
0.020
(0.015-0.026)
0.023
(0.016-0.030)
0.024
(0.017-0.033)
20-day 0.006
(0.005-0.007)
0.006
(0.006-0.007)
0.008
(0.007-0.009)
0.008
(0.007-0.010)
0.010
(0.008-0.011)
0.011
(0.009-0.013)
0.012
(0.009-0.014)
0.013
(0.009-0.016)
0.014
(0.010-0.018)
0.015
(0.010-0.020)
30-day 0.005
(0.004-0.005)
0.005
(0.005-0.006)
0.006
(0.005-0.007)
0.007
(0.006-0.008)
0.008
(0.007-0.009)
0.009
(0.007-0.010)
0.009
(0.007-0.011)
0.010
(0.007-0.013)
0.011
(0.008-0.014)
0.012
(0.008-0.016)
45-day 0.004
(0.003-0.004)
0.004
(0.004-0.005)
0.005
(0.004-0.006)
0.006
(0.005-0.006)
0.006
(0.005-0.007)
0.007
(0.006-0.008)
0.008
(0.006-0.009)
0.008
(0.006-0.010)
0.009
(0.006-0.011)
0.009
(0.006-0.012)
60-day 0.003
(0.003-0.004)
0.004
(0.003-0.004)
0.004
(0.004-0.005)
0.005
(0.004-0.005)
0.006
(0.005-0.006)
0.006
(0.005-0.007)
0.007
(0.005-0.008)
0.007
(0.005-0.009)
0.008
(0.005-0.010)
0.008
(0.005-0.010)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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PF graphical
Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=39.4769&lon=...
1 of 4 11/2/2023, 1:45 PM
D I II II II I
D I II II II I
D I II
D I II I
D I
D I
D I
D I II II I
D I II II I
D I II II I
I
I
II
II
I
I I
DI II II II II II II II I
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Maps & aerials
Small scale terrain
Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=39.4769&lon=...
2 of 4 11/2/2023, 1:45 PM
-... ..c.
.?
c
'iii
C: a.,
"i:
10 1
101
PDS-based intensity-duration-frequency (IDF) curves
La t itude: 39.4769°, Longitude: -107 .3164°
... ...
.s::; -'F ID N
Duratiori
• 1--~ -, -I
I
I
I v:::: ~---I
i---c=:::---I I
~ ' I l---:1 I -I I
I -~ ---I I
I I
I I I
I
I
1 2 5 10 25 50 100 200
Average recurrence i nterval (years)
>, >, >, >,
ttl ttl ttl ttl
-0 -0 V-0
6 6 L/'16 N (Y) <:I" 1.0
I
I
l
500 1000
NOAA At las 14, Vol ume 8, Version 2 Created (GMT); Thu Nov 2 19:42:37 2023
Aver1Jge rec:urrem;e
interva l
(years)
-1
2
-6
-10
-25
-50
-100
-200
-500
-1000
Duration
5-mln -2-oey
10-mln -3 -oay
15-ffltn -4-0ey
-30-mtn -7-oay
-t!<kntn -10-dey
-2-tlr -20-day
-3-tll -30-day
-~( -45-day
-12--ht -60-day
-24-hr
Large scale terrain
Large scale map
Large scale aerial
+
–
3km
2mi
+
–
100km
60mi
+
–
100km
60mi
Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=39.4769&lon=...
3 of 4 11/2/2023, 1:45 PM
0 ,.
ti e
Fort Col
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions@noaa.gov
Disclaimer
Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=39.4769&lon=...
4 of 4 11/2/2023, 1:45 PM
Runoff Chapter 6
6-10 Urban Drainage and Flood Control District August 2018
Urban Storm Drainage Criteria Manual Volume 1
Table 6-5. Runoff coefficients, c
2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 500-Year
2%0.01 0.01 0.01 0.01 0.04 0.13 0.27
5% 0.02 0.02 0.02 0.03 0.07 0.15 0.29
10% 0.04 0.05 0.05 0.07 0.11 0.19 0.32
15% 0.07 0.08 0.08 0.1 0.15 0.23 0.35
20% 0.1 0.11 0.12 0.14 0.2 0.27 0.38
25% 0.14 0.15 0.16 0.19 0.24 0.3 0.42
30% 0.18 0.19 0.2 0.23 0.28 0.34 0.45
35% 0.21 0.23 0.24 0.27 0.32 0.38 0.48
40% 0.25 0.27 0.28 0.32 0.37 0.42 0.51
45% 0.3 0.31 0.33 0.36 0.41 0.46 0.54
50% 0.34 0.36 0.37 0.41 0.45 0.5 0.58
55% 0.39 0.4 0.42 0.45 0.49 0.54 0.61
60% 0.43 0.45 0.47 0.5 0.54 0.58 0.64
65% 0.48 0.5 0.51 0.54 0.58 0.62 0.67
70% 0.53 0.55 0.56 0.59 0.62 0.65 0.71
75% 0.58 0.6 0.61 0.64 0.66 0.69 0.74
80% 0.63 0.65 0.66 0.69 0.71 0.73 0.77
85% 0.68 0.7 0.71 0.74 0.75 0.77 0.8
90% 0.73 0.75 0.77 0.79 0.79 0.81 0.84
95% 0.79 0.81 0.82 0.83 0.84 0.85 0.87
100% 0.84 0.86 0.87 0.88 0.88 0.89 0.9
2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 500-Year
2% 0.01 0.01 0.07 0.26 0.34 0.44 0.54
5% 0.03 0.03 0.1 0.28 0.36 0.45 0.55
10% 0.06 0.07 0.14 0.31 0.38 0.47 0.57
15% 0.09 0.11 0.18 0.34 0.41 0.5 0.59
20% 0.13 0.15 0.22 0.38 0.44 0.52 0.61
25% 0.17 0.19 0.26 0.41 0.47 0.54 0.63
30% 0.2 0.23 0.3 0.44 0.49 0.57 0.65
35% 0.24 0.27 0.34 0.47 0.52 0.59 0.66
40% 0.29 0.32 0.38 0.5 0.55 0.61 0.68
45% 0.33 0.36 0.42 0.53 0.58 0.64 0.7
50% 0.37 0.4 0.46 0.56 0.61 0.66 0.72
55% 0.42 0.45 0.5 0.6 0.63 0.68 0.74
60% 0.46 0.49 0.54 0.63 0.66 0.71 0.76
65% 0.5 0.54 0.58 0.66 0.69 0.73 0.77
70% 0.55 0.58 0.62 0.69 0.72 0.75 0.79
75% 0.6 0.63 0.66 0.72 0.75 0.78 0.81
80% 0.64 0.67 0.7 0.75 0.77 0.8 0.83
85% 0.69 0.72 0.74 0.78 0.8 0.82 0.85
90% 0.74 0.76 0.78 0.81 0.83 0.84 0.87
95% 0.79 0.81 0.82 0.85 0.86 0.87 0.88
100% 0.84 0.86 0.86 0.88 0.89 0.89 0.9
Total or Effective
% Impervious
NRCS Hydrologic Soil Group A
Total or Effective
% Impervious
NRCS Hydrologic Soil Group B
Chapter 6 Runoff
August 2018 Urban Drainage and Flood Control District 6-11
Urban Storm Drainage Criteria Manual Volume 1
Table 6-5. Runoff coefficients, c (continued)
Figure 6-1. Runoff coefficient vs. watershed imperviousness NRCS HSG A
2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 500-Year
2%0.01 0.05 0.15 0.33 0.40 0.49 0.59
5% 0.03 0.08 0.17 0.35 0.42 0.5 0.6
10% 0.06 0.12 0.21 0.37 0.44 0.52 0.62
15% 0.1 0.16 0.24 0.4 0.47 0.55 0.64
20% 0.14 0.2 0.28 0.43 0.49 0.57 0.65
25% 0.18 0.24 0.32 0.46 0.52 0.59 0.67
30% 0.22 0.28 0.35 0.49 0.54 0.61 0.68
35% 0.26 0.32 0.39 0.51 0.57 0.63 0.7
40% 0.3 0.36 0.43 0.54 0.59 0.65 0.71
45% 0.34 0.4 0.46 0.57 0.62 0.67 0.73
50% 0.38 0.44 0.5 0.6 0.64 0.69 0.75
55% 0.43 0.48 0.54 0.63 0.66 0.71 0.76
60% 0.47 0.52 0.57 0.65 0.69 0.73 0.78
65% 0.51 0.56 0.61 0.68 0.71 0.75 0.79
70% 0.56 0.61 0.65 0.71 0.74 0.77 0.81
75% 0.6 0.65 0.68 0.74 0.76 0.79 0.82
80% 0.65 0.69 0.72 0.77 0.79 0.81 0.84
85% 0.7 0.73 0.76 0.79 0.81 0.83 0.86
90% 0.74 0.77 0.79 0.82 0.84 0.85 0.87
95% 0.79 0.81 0.83 0.85 0.86 0.87 0.89
100% 0.83 0.85 0.87 0.88 0.89 0.89 0.9
Total or Effective
% Impervious
NRCS Hydrologic Soil Group C
1.00
0.80
0
~ 0.60 ·o -= Q)
0
0
~ 040
C
&
0.20
0.00
...-1 ~
~;
1/
/, -•/
/_I~ ~ ;·
~ ' ' ~ 7
/ ~
./ ~)~ rt' 1
-<>-2-yr
-X-5-yr
./
,, 'It ~
/ j
-0-10-yr
~ r
--~
V -¼-25 -yr
-0-50 -yr
v" 1/ Ii"
/ --6--100-yr
j l""" .. ' ~ ,,
_) (''
0 10 20 30 40 50 60 70 80 90 100
Wate rshed Pe rce ntage Im perv iousness , %
Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Aug 7 2023
33090 EX 30IN CULVERT
Invert Elev Dn (ft) = 6168.80
Pipe Length (ft) = 322.00
Slope (%)= 2.95
Invert Elev Up (ft) = 6178.30
Rise (in)= 30.0
Shape = Circular
Span (in)= 30.0
No. Barrels = 1
n-Value = 0.022
Culvert Type = Circular Corrugate Metal Pipe
Culvert Entrance = Projecting
Coeff. K,M,c,Y,k = 0.034, 1.5, 0.0553, 0.54, 0.9
Embankment
Top Elevation (ft) = 6188.80
Top Width (ft)= 280.00
Crest Width (ft) = 50.00
Calculations
Qmin (cfs)= 0.00
Qmax (cfs)= 120.00
Tailwater Elev (ft) = Normal
Highlighted
Qtotal (cfs)= 60.00
Qpipe (cfs)= 51.29
Qovertop (cfs) = 8.71
Veloc Dn (ft/s) = 10.45
Veloc Up (ft/s) = 10.45
HGL Dn (ft)= 6171.30
HGL Up (ft)= 6185.73
Hw Elev (ft)= 6188.95
Hw/D (ft)= 4.26
Flow Regime = Outlet Control
El ev (ft) 33090 EX 301N CULVERT Hw Dep th (ft)
6192 .00 13.70
O.utlet.contr. I
6188.00 ~ 9.70
6184.00 5.70 ~ 6180 .00 1.70
6176.00 --+--------+---------,H -2.30
-6.30
-10.30
6164.00 --+--------+-------+--------+----------,>--------+---------+-------+--------+------->--------+---------+---14.30
0 50
------Circular Culvert
100 150
------HGL
200 250
------Emban k
300 350 400 450 500 550
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Nov 3 2023
33090-EX CHANNEL-MID
User-defined
Invert Elev (ft) = 88.38
Slope (%)= 1.90
N-Value = 0.030
Calculations
Compute by:Known Q
Known Q (cfs) = 118.00
(Sta, El, n)-(Sta, El, n)...
( 0.00, 94.00)-(15.83, 88.38, 0.030)-(29.08, 92.86, 0.030)
Highlighted
Depth (ft)= 2.36
Q (cfs)= 118.00
Area (sqft)= 16.08
Velocity (ft/s)= 7.34
Wetted Perim (ft) = 14.42
Crit Depth, Yc (ft) = 2.54
Top Width (ft)= 13.63
EGL (ft)= 3.20
-5 0 5 10 15 20 25 30 35
Elev (ft)Depth (ft)Section
87.00 -1.38
88.00 -0.38
89.00 0.62
90.00 1.62
91.00 2.62
92.00 3.62
93.00 4.62
94.00 5.62
95.00 6.62
Sta (ft)
- - - - - - - -
-- - - - - -
' - - - - - - -
--": - - - - - -
----=:\ -- - - -
/~ -\. - - - --
- -~-- - -L----~ .,,
- -- --7 - -
- -
-~ "V. I. - --, 7 -- - -i\. - -- -- - - - -- -
- - -,~--/ , - - -
~ - - -~-- - -
- - --·-'\ ~-- - -
- - - - - - - -
- - - - - - - -
- --
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Nov 3 2023
33090-EX CHANNEL-SOUTH
User-defined
Invert Elev (ft) = 91.32
Slope (%)= 0.60
N-Value = 0.030
Calculations
Compute by:Known Q
Known Q (cfs) = 118.00
(Sta, El, n)-(Sta, El, n)...
( 6.00, 99.59)-(17.69, 91.32, 0.030)-(71.74, 94.04, 0.030)
Highlighted
Depth (ft)= 1.78
Q (cfs)= 118.00
Area (sqft)= 33.72
Velocity (ft/s)= 3.50
Wetted Perim (ft) = 38.50
Crit Depth, Yc (ft) = 1.51
Top Width (ft)= 37.89
EGL (ft)= 1.97
-5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80
Elev (ft)Depth (ft)Section
90.00 -1.32
91.00 -0.32
92.00 0.68
93.00 1.68
94.00 2.68
95.00 3.68
96.00 4.68
97.00 5.68
98.00 6.68
99.00 7.68
100.00 8.68
Sta (ft)
\
\
\
\
\
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