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FINAL DRAINAGE REPORT
FOR
WILLOW SPRINGS NORTH P.U.D.
Submitted to:
CITY OF FORT COLLINS
November 14, 1997
I
November 1411997
Mr. Basil Hamden
City of Fort Collins Stormwater Department
P.O. Box 580
Fort Collins, CO 80522
RE. Willow Springs North P. U.D.
Project No. 10-866-001
Dear Mr. Hamden:
We are pleased to resubmit this Final Drainage Report for the Willow Springs North
P.U.D. The design of this site includes detention as required by the McClellands Basin
Master Drainage Plan. An analysis of the onsite detention facilities has been prepared by
Lidstone & Anderson, Inc. and is being submitted as a separate report titled "Regional
Drainage Evaluation for the Willow Springs North P.U.D.". This submittal includes
revisions based on the Cities previous comments.
We believe this report meets the requirements for a final submittal and we look forward to
your review and comment. If you should have any questions please feel free to contact us.
Sincerely,
TST, INC. CONSULTING ENGINEERS
Sharlene A. adowen, P.E.
SAS/DBIAJts
TST, INC.
Consulting Engineers
748 Whalers Way— Building D
Fort Collins, CO 80525
(970) 226-0557
Metro Denver (303) 595-9103
Fax (970) 226-0204
David B. Lindsay, P.E.
102 Inverness Terrace East
Suite 105
Englewood, CO 80112
(303) 792-0557
Fax(303) 792-9489
TABLE OF CONTENTS
Page
'
1.0 Introduction
'
1.1 Scope and Purpose...............................................................................................1
1.2 Project Location and Description.........................................................................1
1.3 Previous Studies...................................................................................................1
'
2.0 Historic Conditions.........................................................................................................
3
'
3.0 Developed Conditions Plan............................................................................................
3.1 Design Criteria.....................................................................................................4
4
3.2 Drainage Plan Development.................................................................................
3.2.1 Street Capacity.........................................................................................
5
9
3.2.2 Inlet Design..............................................................................................
9
'
3.2.3 Storm Sewer Design...............................................................................12
3.2.4 Riprap Design.........................................................................................12
3.2.5 Detention Pond Analysis.........................................................................13
'
3.3 Erosion Control.................................................................................................13
Figures
Figure1 - Vicinity Map...............................................................................................................
2
Tables
Table 1 - Hydrologic Calculations Worksheet......................................................................... 6&7
' Table 2 - Summary of Attenuated Runoff.................................................................................... 8
Table 3 - Summary of Street Capacity Analysis.........................................................................10
Table 4 - Summary of Inlet Analysis and Design........................................................................11
' Table 5 - Summary of Storm Sewer Design...............................................................................14
Table 6 - Summary of Riprap Design.........................................................................................15
' Technical Anoendices
Appendix A - Rational Method Analysis
Appendix B - Street Capacity Analysis
Appendix C - Inlet Analysis and Design
Appendix D - Storm Sewer Design
Appendix E - Riprap Design
Appendix F - Channel Design
Appendix G - Erosion Control
Sheets
0 Drainage & Erosion Control Plan
1.0
'
Introduction
1.1 Scone and Purpose
1
1
This report presents the results of a final drainage evaluation for the Willow Springs North P.U.D.
A hydrologic analysis of the proposed development plan was completed to determine the location
and magnitude of the storm runoff. The hydrologic data was then used to evaluate conveyance
and detention facilities based on master planned release rates.
1.2 Proiect Location and Description
The Willow Springs North P.U.D. is a proposed combination multi -family residential and single
family residential site. This site is located in the Southeast Quarter of Section 6, Township 6
North, Range 68 West of the 6th Principal Meridian, Larimer County, Colorado. The site is
bounded on the north by the Harmony Crossing P.U.D., on the east by Timberline Road, on the
south by Battlecreek Drive, -and -on the west by the Union Pacific Railroad. The development is,
located in the McClellands Basin and is subject to the conditions specified in the McClellands
Basin Master Plan. A vicinity map illustrating the project location is provided in Figure 1.
The Willow Springs North P.U.D. consists of approximately 25.3 acres. Approximately 14.1
acres is proposed for multi -family apartment units and the remaining 11.2 acres is proposed for
low -density single family lots. The development will consist of 15 building pads for apartments, 8
garage pads (for the apartments), and 33 single family lots. The apartments will be two and three
story buildings with no basements. Parking will be provided in the form of off street parking stalls
and the 13 garage structures. All of the streets within the multi -family tract, east of Wilmington
Drive, will be private and will be maintained privately. Wilmington Drive, Bent Willow Court,
and Willow Leaf Court will be local public streets.
1.3 Previous Studies
The "Final Drainage Report for the Village at Willow Springs" (TST Inc., September 17, 1996),
the "Final Drainage Report for the Willow Springs P.U.D., Phase One" (Lidstone & Anderson
Inc., May 3, 1995), and the McClellands Basin Mater Plan (Greenhorne & O'Mara, Inc, 1986)
were reviewed prior to the preparation of this report. Pertinent information from those reports is
referenced in this report.
FIGURE 1
HARMONY ROAD
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2
I
1 2.0
' Historic Conditions
The site currently is being used for the stockpiling of excess material from the Willow Springs
P.U.D. All of this excess material will be used as fill material on this project. Most of the runoff
from the site currently sheet flows from west to east and discharges into an existing channel which
conveys detained runoff from the Harmony Crossing P.U.D. site to the existing culverts under
' Battlecreek Drive at Timberline Road. Runoff from the western most end of the site sheet flows
south and discharges directly into the McClellands Channel just west of Battlecreek Drive.
' In the "Final Drainage Report for the Willow Springs P.U.D., Phase One" (5-3-95) it was
assumed that runoff from this site would need to be conveyed to the detention pond at
' Battlecreek Drive and White Willow Drive (Detention Pond 330) because the elevation of the site
did not appear to accommodate onsite detention with discharge into the channel along Timberline
Road. The "Final Drainage Report for the Village at Willow Springs" (9-17-96) stated the site
' was being raised with excess material from Willow Springs and could support onsite detention.
That report went on to revise the design of Pond 330 and eliminated the contribution from this -
site.
1
The Harmony Crossing P.U.D. lies to the north of this site. Their detention pond is located near
the northeast corner of this site. Detained runoff from Harmony Crossing is conveyed across this
site within an existing charnel just outside of the proposed Timberline Right -of --Way. The
channel was to be constructed within an easement granted to the City by the former property
owner, Elizabeth and Gerald Dusbabek. Field investigations have revealed this channel is not
located entirely within the easement. The Willow Springs Phase One report identifies the 100-yr.
release from the pond to be 41 cfs. This flow combined with the historic runoff from this site
determined the sizing of the existing culverts under Battlecreek Drive.
Recently, an error was discovered in the hydrology for the McClellands Basin Master Plan up
stream of this property. The flow in the McClellands Channel west of Battlecreek Drive was over
estimated which resulted in a water surface profile higher than what will actually occur. This
error has been corrected and is presented in the detention analysis report for this site prepared by
Lidstone & Anderson, Inc. which is included with this submittal under separate cover.
3
I
1 3.0
' Developed Conditions Plan
3.1 Design Criteria
The drainage system presented in this report has been developed in accordance with the criteria
established by the City of Fort Collins Storm Drainage Design Criteria and Construction
' Standards Manual (SDDC) dated May 1984 and revised in January 1991. Where applicable,
design guidelines and information were also obtained from the Denver Regional Council of
Government Urban Storm Drainage Criteria Manual (USDCM).
' Developed condition hydrology was evaluated based on the 2-year and 100-year storm
' frequencies as dictated by Table 3-1 of the SDDC manual. Detention of developed flows from
this site is required by the McClellands Basin Master Plan but historic runoff computations were
not necessary because the Master Plan dictates a release rate.
Because of the .limited size of the subbasins on the site, the Rational Method was selected to -;
calculate runoff. The Rational Method utilizes the SDDC manual equation:
' Q = CCfIA
' where Q is the flow in cfs, C is the runoff coefficient, Cf is the storm frequency coefficient, I is the
rainfall intensity in inches per hour, and A is the total area of the basin in acres. The runoff
coefficient, C, was calculated from Table 3-3 of the SDDC manual based on the proposed
developed condition land use. A composite runoff coefficient was calculated for each sub -basin
based on the percentage.of impervious surface (C = 0.95). and pervious surface (C =_ 0.20). Cf, _.
was taken from Table 3-4 of the SDDC manual and was determined to be 1.0 for the 2-year storm
' and 1.25 for the 100-year storm. The appropriate rainfall intensity was taken from the rainfall
intensity duration curve in Figure 3-1 of the SDDC manual. To obtain the rainfall intensity, the
time of concentration had to be determined. The following equation was utilized to determine the
' time of concentration:
tc=ti+A
' where t,, is the time of concentration in minutes, ti is the initial or overland flow time in minutes,
' .and t, is the travel time in the gutter in minutes. The initial or overland flow time was calculated
with the SDDC manual equation:
' ti = [1.87(1.1 - CCf)L0.5)/(S)0.33
4
1
where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the average
basin slope in percent, C is the composite runoff coefficient, and Cr is the storm frequency
coefficient. The formula lints the product of CCr to 1.0 and when the product exceeds this value
1.0 is used in its place. Gutter (or channel) travel times were determined by calculating the flow
velocity within the conveyance element assuming a flow depth equivalent to a minor storm. The
travel time was then determined by dividing the gutter flow length by the velocity. This procedure
for computing time of concentration allows for overland flow as well as travel time for runoff
collected in streets, gutters, channels, or ditches. After the peak runoff was calculated, attenuated
runoff was calculated. This was done by combining all contributing areas upstream of a given
design point. The time of concentration for the design point was taken as the greatest time of all
the contributing subbasins.
3.2 Drainage Plan Development
The proposed drainage plan consists of a combination of overland flow and gutter flow. The
runoff will sheet flow across landscaped yards, common areas and parking lots, then concentrate
at proposed streets or in detention ponds. Gutter flow in streets will be collected at low points
via curb or area inlets or curb openings (multi -family tract only) and then conveyed to the ponds
via a storm sewer system or will be directed to the ponds via drainage pans and swales. Subbasins
were delineated based on proposed grading. Final grading and basin delineation are shown on the
Final Grading and Drainage Plan sheets which can be found in the back of this report.
The site has been graded to accommodate three detention ponds. Most of the site runoff will be
directed through these ponds prior to discharge to the existing conveyance channels. Four
subbasins are proposed to discharge from the site undetained. Sub -basin MCI will discharge
directly to the McClellands Channel upstream of Battlecreek Drive. The 100-yr. peak discharge
from this sub -basin is 2.17 cfs and will be deducted from the allowable release rate from the site.
Sub -basin BC1 will discharge directly to Battlecreek Drive and will be collected by the existing
storm sewer and directed to Pond 330. The 100-yr. peak discharge from this sub -basin is 0.83
cfs. The net flow to Pond 330 will actually remain unchanged though, because a portion of sub -
basin 30E (see "Final Drainage Report for the Village at Willow Springs", TST, Inc., September
17, 1996) in Battlecreek Drive is being redirected and included with Sub -basin X2 and routed into
Pond X on this site. The area of the redirected portion of sub -basin 30E is equivalent to the area
of Sub -basin BCL Sub -basin HC1 will discharge to Wilmington Drive on the Harmony Crossing
property but will add only 0.83 cfs to the street. Sub -basin MC2 will discharge directly to the
existing culverts under Battlecreek Drive and the 100-yr. peak discharge of 0.18 cfs will be
deducted from the allowable release rate from the site.
' The results of the Rational Method Hydrologic Analysis can be found in Table I with the
methodology of calculations shown in Appendix A. Table 2 shows the results of the runoff
attenuation described previously.
1
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3.2.1 Street Capacity
' Street encroachment criteria for the public streets was taken from Table 4-1 (minor storm) and
Table 4-2 (major storm) of the SDDC. 100-yr. flow depths in Wilmington Drive were restricted
to the top back of walk because the adjacent property on the east side of street slopes away from
' the street. The same general criteria was used for the private streets within the multi -family tract
with two notable exceptions; 1) The private streets have an inverted crown section and the
allowable flow depth is determined -by the elevation of parking garage slabs which is the same for
both the minor and major storms. 2) On street parking is not allowed in this tract so parking is
provided in off street stalls and in the garages which eliminated the need for a capacity reduction
' factor to be applied to the allowable street flow. All of the public and private streets meet these
requirements and will function below the allowable capacities. The results of the Street Capacity
Analysis can be found in Table 3 with supporting calculations presented in Appendix B.
' 3.2.2 Inlet Design
Area inlets, curb inlets, and curb openings were used to collect 100-yr. runoff from low points. A
standard CDOT Type "C" inlet will be used at Design Point 17 in Sub -basin Z6. The inlet has
more than adequate capacity for the ponding condition and was sized using Figure 5-3 of the
' SDDC manual.
CDOT Type "R" curb inlets were selected at Design Points 15, 19, 22, and 26. These inlets are
' connected to storm sewer systems which convey therunoff to the detention ponds. Sidewalk
culverts were utilized at Design Points 24 and 25 and convey street runoff to culverts which
discharge to Pond W. The Type "R" inlets and the curb openings were sized to intercept the 100-
' yr. runoff using Figure 5-2 of the SDDC manual. Ponding depths were limited to prevent
inundation of structures and, in the case of the inlets on the public streets, limited to 1.5 feet per
the street encroachment criteria. In all cases the ponding depth is effective above the hydraulic
' grade line of the receiving storm sewer. The sidewalk culverts used at Design Points 24 and 25
are standard 2 foot openings. These openings will convey minor runoff but larger storms will
overtop the curb but runoff will still be directed to the associated culverts that will convey it to
' Pond W. It was determined that larger openings or curb cuts would not perform any better than a
standard sidewalk culvert because the downstream culverts head condition was ponding water
' over the curb anyway. This ponding was checked to ensure no buildings were inundated.
The results of the Inlet Analysis and Design can be found in Table 4 with supporting calculations
' presented in Appendix C.
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1 3.2.3 Storm Sewer Design
' Storm Sewer Lines ST-2, ST-5, and ST-7 were designed with UDSEWER to convey 100-yr.
runoff. Lines ST-2 and ST-7 are standard closed systems with pipe materials of either ADS or
RCP. Watertight Joints are specified for all sections of pipe under a surcharged flow condition.
' Line ST-5 has three reaches that have very little cover. Rather than install inlets at the associated
low points it was decided to simply make each of these reaches culverts with the openings located
in the low points of the subbasins. -These culverts were included in the UDSEWER model and a
' loss coefficient higher than that used for a standard inlet was used to determine the hydraulic
grade lines at the openings.
Lines ST-3 and ST-4 are culverts which direct runoff to Pond W and were designed using HY-8.
Ponding depths at the upstream side of the culverts were limited to prevent inundation of
' structures and to remain below the ponding depth of the curb opening upstream of the culverts.
Lines ST-1, ST-6, ST-8, and ST-9 are pond outlet pipes. The sizes for these pipes were
' determined by Lidstone & Anderson, Inc. as part of their analysis of the detention ponds and can
be found in that supplemental report. Line ST-9 is a proposed extension of the current pond
outlet for the Harmony Crossing detention pond. This pipe currently discharges into the channel
' which parallels Timberfine Road. The proposed extension of the outlet pipe will allow for a much
shallower swale to be installed which can intercept runoff from the multi -family tract and convey
it to Pond X.
' The results of the Storm Sewer Design can be found in Table 5 with supporting UDSEWER and
HY-8 results presented in Appendix D..
3.2.4 Riprap Design
' Riprap was placed at pipe outlets where exit velocities exceeded 5.0, fps. The two primary
drainage channels on the site were graded rather flat and do not generate erosive velocities.
There are three emergency spillways associated with the detention ponds, but Lidstone and
' Anderson's report indicates that only the Pond X spillway will require riprap.
Our calculations indicate that Class 6 riprap will accommodate each of the pipe outlet conditions.
We had originally proposed not burying the riprap so that they would better transition into the
proposed cobble swales. The criteria requires that this size riprap be buried so the City agreed to
' allow us to use a Class 9 riprap that would not need to be buried. Also, the Lidstone & Anderson
report indicates the outlet pipes for Pond X and Pond Z do not require riprap protection but the
City insisted so we included Class 6 buried riprap at these two locations.
' Both the channels and the local swales around the multi -family units are very flat. To prevent
saturation of soils in the swales and at other locations cobble trickle pans are proposed. These
' pans will consist of 2" to 4" cobble overlaying an impermeable polyethylene barrier. The multi-
family tract is relatively flat and the common areas typically are over irrigated. These common
areas could have been graded to sheet flow storm runoff around and away from buildings but
1
12
1
' because of the very flat slopes the soils would remain nearly saturated most of the time due to
irrigation and minor storms. We have used this method of installing nuisance channels
successfully in the past and believe they function adequately in this case as well. These swales and
the associated pipes under the sidewalks were not evaluated as part of this report because they are
intended to only provide small storm and nuisance protection. Runoff from larger storms will
' obviously utilize these conveyances as well but will act more as sheet flow once these facilities are
inundated.
The results of the Riprap Design can be found in Table 6 with supporting documentation provided
in Appendix E.
3.2.5 Detention Pond Analysis
The analysis for the onsite detention ponds and the hydrologic and hydraulic revisions for the
' McClellands Channel can be found in the Lidstone & Anderson Inc. report titled "Regional
Drainage Evaluation for the Willow Springs North P.U.D.", June 1997. That report accompanies
the Final Design submittal for this project and is intended as a supplement to this drainage report.
The Lidstone & Anderson report determines active capacities in the ponds, 10-yr and 100-yr
water surface elevations, and an analysis of the proposed outlet pipes and orifice restrictions.
Their report also includes the design of the emergency overflow facilities for each of the ponds.
Pertinent information from their report is included on the Final Design Plans and was used in our
evaluation of other drainage facilities on the site.
' 3.3 Erosion"Control
During construction sediment will be contained on site with gravel filters over the pond outlet
' pipes and with silt fence adjacent to areas that drain offsite without passing through the ponds.
Additional measures will be used upstream in the basins by installing gravel filters over all of the
inlets and curb openings and straw bale check dams will be installed in the Basin X4 and X5
channels. The site will be reseeded and mulched in areas not being paved to provide soil
stabilization until build out. In the multi -family tract it is anticipated that once the buildings are
' completed an irrigation system will be installed and the common areas sodded. If there is to be a
delay of more than 30 days in the construction of the buildings the disturbed areas will be
reseeded and mulched. Erosion of soils in the onsite channels and swales are not a concern.
' Velocities are very low due to the flat slopes, so low in fact that cobble trickle pans with plastic
liners were necessary to prevent constantly saturated soils.
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G050713 84
' Path:. C_:\UDSEWER
File:.ST_2 .OUT 7,636 .a.. 8-11-97 11:14:30 am Page 1
------------------
' STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool Fund Study
'USER:TST Inc Consulting Engineers ............................................
ON DATA 08-11-1997 AT TIME 11:11:57 VERSION=07-17-1995-
'*** PROJECT TITLE :WILLOW SPRINGS NORTH : LINE ST-2
*** RETURN PERIOD OF FLOOD IS 100 YEARS
'*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR CFS FEET FEET
--------------------------------------------
----------
------------------------
1.00 0.00 0.00 0.00 29.69 42.56 47.00 NO
2.00 16.48 39.13 1.80 29.69 48.00 46.81 OK
' 3.00 12.65 25.10 2.35 29.69 47 20 47.36 NO
4.00 0.00 0.00 0.00 29.69 47.20 47. � NO
5.00 8.15 19.92 2.66 21.69 47.21 47.57 NO
6.00 2.40 5.00 9.04 21.69 (A I:. �2 �14_ fi_NO
' 7.00 2.35 24.35 2.39 5.61 47_70 47.93 \ NO
8.00 0.65 5.00 8.63 5.61 <-L-; 0 47.9 NO
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
'***
SUMMARY
OF SEWER
HYDRAULICS
S"Rcy14�ac-
0gwA;L
4t
'4�
ev4r--7J.
NOTE:
THE GIVEN FLOW DEPTH
-TO -SEWER SIZE RATIO= 1
SEWER
MAMHOLE
NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
ID
NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(RISE)
DIA(RISE)
DIA(RISE)
WIDTH
,-----------------
ID NO.
ID
(FT)
----------------------------------
(IN) (FT)
(IN) (FT)
(FT)
12.00
2.00
1.00
ROUND
31.56
33.00
33.00
0.00
'
23.00
34.00
3.00
4.00
2.00
3.00
ROUND
ROUND
31.56
31.56
33.00
33.00
33.00
33.00
0.00
0.00
35.00
5.00
3.00
--ARefi-C-/Z
28.06
30.00
24.00
38.00
56.00
6.00
5.00
A c--&cp
28.06
30.00
24.00
38.00
'
57.00
7.00
5.00
ROUND
15.87
18.00
18.00
0.00
78.00
8.00
7.00
ROUND
15.87
18.00
18.00
0.00
IMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
IMENSION UNITS FOR BOX SEWER ARE IN FEET
EQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
iUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
OR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
XISITNG SIZE WAS USED
' Path:_C.:\UDSEWER
File: ST_2 .OUT
7,636 .a.. 8-11-97 11:14:30 am
Page 2
--------------------------------------------------------
SEWER DESIGN
FLOW NORMAL
NORAML.
=----------------------
CRITIC CRITIC
FULL FROUDE COMMENT
'
ID FLOW Q FULL
Q DEPTH
VLCITY
DEPTH VLCITY VLCITY NO.
NUMBER
CFS
CFS FEET
FPS
FEET
FPS
FPS
'
--------------------------------------------------------------------------
12.0
29.7
33.5 2.01
6.3
1.81
7.17
5.00 0.81 V-OK
23.0
29.7`--
33.5 2.01
6.38
1.81
7.17
5.00 0.81 V-OK
34.0
29.7
33.5 2.01
6.38
1.81
7.17
5.00 0.81 V-OK
'
35.0
21.7
28.4 1.69
5.97
1.56
6.54
4.14 0.86 V-OK
56.0
21.7
28.4 1.69
5.97
1.56
6.54
4.14 0.86 V-OK
57.0
5.6
7.9 0.94
4.84
0.91
5.00
3.17 0.95 V-OK
'
78.0
5.6
7.9 0.94
4.84
.91
5.00
3.17 0.95 V-OK
FROUDE
NUMBER=O INDICATES
THAT A
PRESSURED FLOW OCCURS
--------------------------------------------------------------------
SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH
COMMENTS
ID NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
----------------------------------------------------------------------
o
(FT)
(FT)
(FT)
(FT)
12.00
0.40
42.82
42.56
2.43
-2.75
NO
'
23.00
34.00
0.40
0.40
43.39
43.49
42.92
43.49
1.06
0.96
2.33
0.96
OK
NO
35.00
0.40
43.62
43.49
1.59
1.71
OK
56.00
0.40
43.72
43.72
1.49
1.49
OK
'
57.00
0.40
44.21
43.72
1.99
1.99
OK
78.00
0.40
44.21
44.21
1.99
1.99
OK
OK
MEANS BURIED DEPTH IS GREATER
THAN REQUIRED SOIL
COVER OF
1 FEET
'***
SUMMARY
OF HYDRAULIC GRADIENT LINE ALONG SEWERS
SEWER
SEWER SURCHARGED
CROWN ELEVATION
WATER ELEVATION FLOW
ID
NUMBER
LENGTH
LENGTH UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM.CONDITION
' ---------------FEET
------FEET
12.00
64.00
------FEET
64.00
------FEET
45.57
------FEET
45.31
46.81
-----FEET-
47.00 PRSS'ED
23.00
117:00
117.00
46.14
45.67
47.36
46.81 PRSS'ED
'
34.00
1.00
1.00
46.24
46.24
47.46
47.36*PRSS'ED
35.00
32.00
32.00
45.62
45.49
47.57
47.36 PRSS'ED
56.00
1.00
1.00
45.72
45.72
47.64
47.57 PRSS'ED
'
57.00
122.00
122.00
45.71
45.22
47.93
47.57 PRSS'ED
78.00
1.00
1.00
45.71
45.71
47.97
47.93 PRSS'ED
'PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
'-----------
------------------=--------------------- ------- ------------ --------
UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
'
Path : _ C.: \UDSEWER
File: ST_2 .OUT 7,636 .a..
8-11-97 11:14:30 am
Page 3
SEWER MANHOLE ENERGY
FRCTION BEND
BEND LATERAL LATERAL MANHOLE
ENERGY
ID NO ID NO. ELEV FT
FT K COEF
LOSS FT K COEF LOSS FT
ID
FT
-------------------------------------------------------------------
12.0 2.00 47.20
0.20 1.00
0.00 0.00 0.00
1.00 -----------
47.00
23.0 3.00 47.75
0.37 0.46
0.18 0.00 '0.00
2.00
47.20
34.0 4.00 47.85
0.00 0.25
0.10 0.00 0.00
3.00
47.75
'
35.0 5.00 47.83
0.07 0.05
0.01 0.00 0.00
3.00
47.75
56.0 6.00 47.90
0.00 0.25
0.07 0.00 0.00
5.00
47.83
57.0 7.00 48.09
0.25 0.05
0.01 0.00 0.00
5.00
47.83
'
78.0 8.00 48.13
0.00 0.25
0.04 0.00 0.00
7.00
48.09
BEND LOSS =BEND K* FLOWING FULL VHEAD
IN SEWER.
LOSS= OUTFLOW FULL VHEAD-JCT
LOSS K*INFLOW FULL VHEAD
'LATERAL
FRICTION LOSS=O MEANS
IT IS NEGLIGIBLE
OR POSSIBLE ERROR DUE TO
JUMP.
FRICTION LOSS INCLUDES
SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES
THE VELOCITY HEAD OF FULL FLOW CONDITION.
'
A MINIMUM JUCTION LOSS OF 0.05
FT WOULD BE INTRODUCED UNLESS LATERAL K
FRICTION LOSS
WAS ESTIMATED BY
BACKWATER CURVE COMPUTATIONS.
' , INC.
TST
Consulting Engineers
CLIENT
JOB NO. /0_" G-Gc)!
' PROJECT WILcw 5A2:Alt, SIV- &-%f/ CALCULATION S FOR 'S��^" .mac %✓L-�
. MADE BY / �Q DATE v -S+ 1C7 CHECKED BY DATE SHEET 02 OF
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G050713 84
' Path: _ C.: \HY8\DATA
File: ST 3 .PRN
URRENT DATE: 08-07-1997
CURRENT TIME: 14:58:03
1
7,060 .a.. 8-07-97 2:58:02 pm Page 1
1
FILE DATE: 08-07-1997
FILE NAME: ST-3
FHWA CULVERT ANALYSIS
-HY-8, VERSION 4.0
C
U
SITE DATA
CULVERT SHAPE,
MATERIAL,
INLET
L
INLET
OUTLET CULVERT
BARRELS
V
ELEV.
ELEV. LENGTH
SHAPE
SPAN RISE
MANNING
INLET
(FT)
(FT) (FT)
MATERIAL
(FT) (FT)
n
TYPE
1
42.63
41.00 82.77
142e-131-
2.00 2.00
.011
CONVENTIONAL
2
4
/-01¢
.4/%5
5
6
FILE: ST-3 CULVERT HEADWATER ELEVATION (FT) DATE: 08-07-1997
DISCHARGE
'
2
4
'
8
10
12
14
16
18
'
20
36
The abi
1
I
1
2
3
4
5
6
ROADWAY
43.00
0.00
0.00
0.00
0.00
0.00
45"
43.23
0.00
0.00
0.00
0.00
0.00
"46.15
43.58
0.00
0.00
0.00
0.00
0.00
46.59
43.86
0.00
0.00
0.00
0.00
0.00
46.95
44.10
0.00
0.00
0.00
0.00
0.00
47.28
44.32
0.00
0.00
0.00
0.00
0.00
47.58
44.53
0.00
0.00
0.00
0.00
0.00
47.86
44_71
0.00
0.00
0.00
0.00
0.00
48.10
44.99
0.00
0.00
0.00
0.00
0.00
48.39
45.26
0.00
0.00
0.00
0.00
0.00.
48.63
45.55
0.00
0.00
0.00
0.00
0.00
48.87
49.17
0.00
0.00
0.00
0.00
0.00
0.00
Q and HW
are for
a point above
the roadway.
A-7 JP S
GvCt'L-.,,-;' 1,vLe-7 4N0
I�G JQ 1r�
2
IURRENT DATE: 08-07-1997 FILE DATE: 08-07-1997
CURRENT TIME: 14:58:03 FILE NAME: ST 3
PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( 2 BY 2 ) RCP
DIS-
' CHARGE
HEAD-
WATER
INLET
CONTROL
OUTLET
CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER
FLOW
ELEV.
DEPTH"
DEPTH ".TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH ""-'
(cfs)
(ft)
(ft)
(ft) <F4> (ft) (ft) (fps) (ft) (fps) (ft)
■
0
43.00
0.00
0.37
0-NF
0.00
0.00
0.00
0.00
0.00
2.00
2
43.23
0.60
0.60
1-Slf
0.30
0.48
0.64
2.00
0.00
2.00
4
43.58
0.95
0.95
1-Slf
0.43
0.69
1.27
2.00
0.00
2.00
'
6
43.86
1.23
1.23
1-Slf
0.53
0.86
1.91
2.00
0.00
2.00
8
44.10
1.47
1.47
1-Slf
0.62
1.01
2.55
2.00
0.00
2.00
10
44.32
1969
1.69
1-Slf
0.70
1.13
3.18
2.00
0.00
2.00
12
44.53
1.90
1.90
1-Slf
0.77
1.24
3.82
2.00
0.00
2.00
_-m�!, 14
44.73
2.10
2.10
1-Slf
0.84
1.33
2.00
0.00
2.00
16
44.99
2.36
2.36
1-S1f
0.91
1.44
2.00
0.00
2.00
18
45.26
2.63
2.63
1-Slf
0.97
1.52
r439
2.00
0.00
2.00
20
45.55
2.92
2.92
1-Slf
1.04
1.60
2.00
0.00
2.00
El. inlet
face
invert
42.63
ft
El. oVet invert
41.00
ft
El. inlet
throat invert
0.00 ft
El.
inlet crest
0.00
ft
**** SITE DATA ***** CULVERT.INVERT **************
1
INLET STATION (FT)
82.75
INLET ELEVATION (FT)
42.63
OUTLET STATION (FT)
0.00
OUTLET ELEVATION (FT)
41.00
NUMBER OF BARRELS
1
'
SLOPE (V-FT/H-ET)
CULVERT LENGTH ALONG
SLOPE (FT)
0.0197
82.77
*****
CULVERT DATA SUMMARY
************************
'
BARREL SHAPE
CIRCULAR
BARREL DIAMETER
2.00 FT
BARREL MATERIAL
EANCRETE' ADS
BARREL MANNING'S N
0.011
'
INLET TYPE
CONVENTIONAL
INLET EDGE AND WALL
SQUARE EDGE WITH
HEADWALL
INLET DEPRESSION
NONE
I
Np k; P2,{P FC=' G2. 2rn
CURRENT DATE: 08-08-1997
CURRENT TIME: 11:11:05
TAILWATER
3
FILE DATE: 08-07-1997
FILE NAME: ST 3
CONSTANT WATER SURFACE ELEVATION '
42.80 /0"--72 w,s, i � />wO f�
ROADWAY OVERTOPPING DATA
' ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH (FT) 1.00
CREST LENGTH (FT) 1.00
OVERTOPPING CREST ELEVATION (FT) 45.40
I
I
1
Path: C:\HY8\DATA
' File: ST_4 ..PRN
'CURRENT DATE: 08-07-1997
CURRENT TIME: 15:45:13
i
U
7,060 .a.. 8-07-97 3:45:12 pm Page 1
('A/ L7- S-';r-¢ 1
FILE DATE: 08-07-1997
FILE NAME: ST 4
FHWA CULVERT ANALYSIS
HY-8, VERSION 4.0
C
U
SITE DATA
CULVERT
SHAPE,
MATERIAL,
INLET
L
INLET
OUTLET CULVERT
BARRELS
V
ELEV.
ELEV. LENGTH
SHAPE
SPAN
RISE
MANNING
INLET
(FT)
(FT) (FT)
MATERIAL
(FT)
(FT)
n
TYPE
1
42.58
41.00 79.53
1 R£P
2.00
2.00
.011
CONVENTIONAL
2
.40 r
3
4-a�i`QIJJ
5
6
FILE: ST_4
CULVERT HEADWATER ELEVATION (FT)
DATE: 08-07-1997
DISCHARGE
1
2
3
4
5
6
ROADWAY
'
0
43.00
0.00
0.00
0.00
0.00
0.00
45.25
2
43.18
0.00
0.00
0.00
0.00
0.00
4600
.44
4
43.52
0.00
0.00
0.00
0.00
0.00
46.
'
6
43.81
0.00
0.00
0.00
0.00
0.00
46..80
8
44.05
0.00
0.00
0.00
0.00
0.00
47.13
10
44.27
0.00
0.00
0.00
0.00
0.00
47.43
12
44.48
0.00
0.00
0.00
0.00
0.00
47.71
14
44.70
0.00
0.00
0.00
0.00
0.00
47.98
--7 15
44.83
0.00
0.00
0.00
0.00
0.00
48.12
18
20
45.21
45.50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
48.48
48.72
36
49.12
0.00
0.00
0.00
0.00
0.00
0.00
t
The above
Q and
HW are for
a point above
the roadway.
l�Nd Gv�tit %`i��vL �% Qt �..E�k. C�LvctiT
lvL�-'� qv0 �.N4 Lv
L
IF
A
'
2
CURRENT DATE:-'08-07-1997
FILE DATE:
08-07-1997
'CURRENT TIME: 15:45:13
FILE NAME: ST_4
PERFORMANCE CURVE FOR
CULVERT # 1
- 1 ( 2
BY 2 )
RCP
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL
FLOW
NORMAL
CRITICAL OUTLET
TAILWATER
FLOW ELEV. DEPTH DEPTH
TYPE
DEPTH
DEPTH
VEL.
DEPTH
VEL. DEPTH
(cfs) (ft) (ft) (ft)
<F4>
(ft)
(ft)
(fps)
(ft)
(fps) (ft)
0 43.00 0.00 0.42
0-NF
0.00
0.00
0.00
0.00
0.00 2.00
'
2 43.18 0.60 - 0.60
4 43.52 0.94 0.94
1-Slf
1-Slf
0.30
0.43
0.48
0.69
0.64
1.27
2.00
2.00
0.00 2.00
0.00 2.00
6 43.81 1.23 1.23
1-Slf
0.53
0.86
1.91
2.00
0.00 2.00
8 44.05 1.47 1.47
1-Slf
0.62
1.01
2.55
2.00
0.00 2.00
'
10 44.27 1.69 1.69
1-Slf
0.70
1.13
3.18
2.00
0.00 2.00
12 44.48 1.90 1.90
1-Sif
0.77
1.24
3.82
2.00
0.00 2.00
14 44.70 2.12 2.12
1-Slf
0.84
1.34
4.46
2.00
0.00 2.00
15 44.83 2.25 2.25
1-Slf
0.88
1.40
4.81
2.00
0.00 2.00
'
18 45.21 2.63 2.63
1-Slf
0.97
1.52
5.73
2.00
0.00 2.00
20 45.50 2.92 2.92
1-Slf
1.03
1.60
6.37
2.00
0.00 2.00
'
El. inlet face invert
42.58
ft
El. outlet invert
41.00 ft
El. inlet throat invert
0.00 ft
El. inl
t crest
0.00 ft
**** SITE DATA ***** CULVERT INVERT
Nv o��Cc'r;F
INLET STATION (FT)
79.51
INLET -ELEVATION (FT)
OUTLET STATION (FT).
42.58
0.00
OUTLET ELEVATION (FT)
41.00
NUMBER OF BARRELS
1
'
SLOPE (V-FT/H-FT)
0.0199.
CULVERT LENGTH ALONG SLOPE
(FT)
79.53
**** CULVERT DATA SUMMARY ************************
BARREL SHAPE
CIRCULAR
BARREL DIAMETER
2.00 FT
BARREL MATERIAL
eeNCRS"TEr'AOS
'
BARREL MANNING'S N
0.011
INLET TYPE
CONVENTIONAL
INLET EDGE AND WALL
SQUARE EDGE WITH HEADWALL
'
INLET DEPRESSION
NONE
'CURRENT DATE: 08-08-1997
CURRENT TIME: 11:12:36
TAILWATER
CONSTANT WATER SURFACE ELEVATION
42.80-lt�
ROADWAY OVERTOPPING DATA
ROADWAY SURFACE
EMBANKMENT TOP WIDTH (FT)
CREST LENGTH (FT)
OVERTOPPING CREST ELEVATION (FT)
1
PAVED
1..00
1.00
45.25
91
FILE DATE: 08-07-1997
FILE NAME: ST 4
TST, INC.
Consulting Engineers
CLIENT
' PROJECT �t�-�^� S�2'Nfji✓%1'h CALCULATIONS FOR
MADE BY DATE `� 9 CHECKED BY —DATE
JOB NO
/o - 8(6G - vC/ (
SHEET ?OF 4
L'INL'it
.--.�.�.. �
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G050713 84
' Path: C.:\UDSEWER
' File: ST-5 .OUT 9,504 .a.. 8-08-97 11:05:44 am Page 1
---------------------------------------------
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool Fund Study
USER:TST Inc Consulting Engineers.......... ....................
ON DATA 08-08-1997 AT TIME 11:02:57 VERSION=07-17-1995
'*** PROJECT TITLE :WILLOW SPRINGS NORTH : LINE ST-5
*** RETURN PERIOD OF FLOOD IS 100 YEARS
'*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE
CNTRBTING
RAINFALL
RAINFALL
DESIGN
GROUND
WATER
COMMENTS
ID NUMBER
AREA * C
DURATION
INTENSITY
PEAK FLOW
ELEVATION
ELEVATION
INCH/HR
--MINUTES
-----CFS------FEET------FEET--
1.00
0.00
0.00
0.00
12.39
40.00
42.80
NO
2.00
70.42
983.08
0.18
12.39
43.50
42.83
OK
3.00
13.77
114.51
0.90
12.39
43.50
42.89
OK
'
4.00
42.88
2327.35
0.09
3.85
43.75
43.08
OK
5.00
12.82
493.20
0.30
3.85
43.75
43.08
OK
6.00
29.11
1502.51
0.13
3.68
43.75
43.46
OK
'
7.00
1.13
14.10
3.27
3.68
43.75
43.53
- OK
8.00
18.22
973.84
0.18
3.23
44.15
43.86
OK
9.00
2.11
53.52
1.53
3.23
44.15
43.92
OK
10.00
14.98
1115.08
0.16
2.39
47.00
44.28
OK
'
11.00
12.87
917.08
0.19
2.39
46.00
45.63
OK
12.00
6.44
373.82
0.37
2.39
46.00
46.02
NO
OK MEANS WATER ELEVATION
IS LOWER
THAN GROUND ELEVATION
***
SUMMARY
OF SEWER
HYDRAULICS
-------NOTE:
-THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .85
------------------------------------------------------------------
SEWER
MAMHOLE
NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
ID NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(RISE)
DIA(RISE)
DIA(RISE)
WIDTH
-------------------------------------------------------------------------------
ID NO.
ID NO.
(IN) (FT)
(IN) (FT)
(IN) (FT)
(FT)
12.00
2.00
1.00
ROUND
22.55
24.00
24.00
0.00
'
23.00
3.00
2.00
ROUND
22.55
24.00
24.00
0.00
24.00
4.00
2.00
ARQH 6QcP
15.49
18.00
19.00
30.00
45.00
5.00
4.00
ARe El?cP
15.49
18.00
19.00
30.00
46.00
6.00
4.00
ROUND
13.55
15.00
15.00
0.00
67.00
7.00
6.00
ROUND
13.55
15.00
15.00
0.00
68.00
8.00
6.00
ROUND
12.90
15.00
15.00
0.00
'
89.00
810.00
9.00
10.00
8.00
8.00
ROUND
ROUND
12.90
11.52
15.00
15.00
15.00
15.00
0.00
0.00
1011.00
11.00
10.00
ROUND
8.80
15.00
15.00
0.00
1
I
Path:.C.:\UDSEWER
File: ST 5 .OUT
1112.00 12.00
9,504 .a.. 8-08-97 11:05:44 am Page 2
11.00 ROUND 8.80 15.00 15.00 0.00
IMENSION UNITS FOR ROUND AND ARCH SEWER ARE.IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
IOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
-----------------------------
SEWER
DESIGN
FLOW
NORMAL
ID
FLOW Q
FULL Q
DEPTH
--------------------------------
NUMBER
CPS
CFS
FEET
12.0
12.4 12.4
14.7
1.41
23.0
12.4
14.7
1.41
'
24.0
3.8
13.1
0.76
45.0
3.8
13.1
0.76
46.0
3.7
4.8
0.82
67.0
3.7
4.8
0.82
'
68.0
3.2
4.8
0.75
89.0
3.2
4.8
0.75
'810.0
1011.0
2.4
2.4
4.8
10.0
0.62
0.42
1112.0
2.4
10.0
0.42
---------------------------------------------
NORAML
CRITIC
CRITIC
FULL
FROUDE
COMMENT
VLCITY
DEPTH
VLCITY
VLCITY
NO.
---FPS-
FEET
FPS
FPS
5.24
1.26
5.94
3.94
0.81
V-OK
.24
1.26
5.94
3.94
0.81
V-OK
3.48
0.71
3.82
1.18
0.82
V-OK
.3.48
0.71
3.82
1.18
0.82
V-OK
4.34
0.77
4.62
3.00
0.91
V-OK
4.34
0.77
4.62
3.00
0.91
V-OK
4.23
0.72
4.39
2.63
0.94
V-OK
4.23
0.72
4.39
2.63
0.94
V-OK
3.93
0.63
3.83
1.95
0.99
V-OK
6.66
0.63
3.83
1.95
2.13
V-OK
6.66
0.63
3.83
1.95
2.13
V-OK
ROUNE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
----------------------------------------------------------------------
SLOPE
INVERT ELEVATION
BURIED
DEPTH
COMMENTS
'SEWER
ID
NUMBER
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
o
(FT)
(FT)
(FT)
(FT)
---------------------------------------------------------------------
'
12.00
0.30
40.38
40.00
1.12
- 2.00
NO
23.00
0.30
40.39
40.39
1.11
1.11
OK
24.00
0.30
40.63
40.38
1.54
1.53
OK
'
45.00
0.30
40.63
40.62
1.54
1.54
OK
46.00
0.40
41.27
40.65
1.23
1.85
OK
67.00
0.40
41.30
41.30
1.20
1.20
OK
68.00
0.40
42.11
41.29
0.79
1.21
NO
'
89.00
0.40
42.14
42.14
0.76
0.76
NO
810.00
0.40
42.95
42.13
2.80
0.77
NO
1011.00
2.36
45.00
42.95
-0.25
2.80
NO
1112.00
2.36
45.00
44.98
-0.25
-0.23
NO
K
MEANS BURIED
DEPTH
IS GREATER THAN REQUIRED SOIL
COVER OF
1 FEET
t** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
----------------------------------------------------------------------------
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
'
Path:-C.:\UDSEWER
File: ST_5 .OUT 9,504 .a..
8-08-97 11:05:44
am
Page
3
'
-------------------------------------------------------------------------------
FEET
FEET
FEET
FEET
FEET
FEET
12.00 128.00
128.00
42.38
42.00
42.83
42.80
PRSS'ED
'
23.00 1.00
1.00
42.39
42.39
42.89
42.83
PRSS'ED
24.00 81.00
81.00
42.21
41.97
43.08
42.83
PRSS'ED
'
45.00 1.00
46.00 155.00
1.00
155.00
42.21
42.52
42.21
41.90
43.08
43.46
43.08
43.08
PRSS'ED
PRSS'ED
67.00 1.00
1.00
42.55
42.55
43.53
43.46
PRSS'ED
68.00 204.00
204.00
43.36
42.54
43.86
43.46
PRSS'ED
'
89.00 1.00
1.00
43.39
43.39
43.92
43.86
PRSS'ED
810.00 205.00
175.69
44.20
43.38
44.28
43.86
SUBCR
1011.00 87.00
4.11
46.25
44.20
45.63
44.28
JUMP
'
1112.00 1.00
0.00
46.25
46.23
46.02
45.63
JUMP
PRSS'ED=PRESSURED FLOW;
JUMP=POSSIBLE HYDRAULIC
JUMP; SUBCR=SUBCRITICAL
FLOW
'***
SUMMARY OF ENERGY GRADIENT LINE ALONG
SEWERS
-------------------------------------------------------------------------------
'UPST
MANHOLE
SEWER
JUNCTURE LOSSES
DOWNST
MANHOLE
SEWER MANHOLE ENERGY
FRCTION
BEND
BEND LATERAL LATERAL
MANHOLE
ENERGY
ID NO ID NO. ELEV FT
FT
K COEF
LOSS FT K
COEF LOSS FT
ID
FT
-----------------------------------------------------------------------------
12.0 2.00 43.07
0.27
1.00
0.00
0.00 0.00
1.00
42.80
23.0 3.00 43.14
0.00
0.25
0.06
0.00 0.00
2.00
43.07
4.00 43.10
0.02
0.28
0.01
0.00 0.00
2.00
43.07
'24.0
45.0 5.00 43.11-
0.00
0.25
0.01
0.00 0.00
4.00
43.10
46.0 6.00 43.60
0.36
1.01
0.14
0.00 0.00
4.00
43.10
67.0 7.00 43.67
0.00
0.50
0.07
0.00 0.00
6.00
43.60
68.0 8.00 43.97
0.36
0.05
0:01
0.00 0.00
6.00
43.60
89.0 9.00 44.02
0.00
0.50
0.05
0.00 0.00
8.00
43.97
810.0 10.00 44.34
0.37
0.05
0.00
0.00 0.00
8.00
43.97
'
1011.0 11.00 45.86
1112.0 12.00 46.08
1.51
0.19
0.05
0.50
0.00
0.03
0.00 0.00
0.00 0.00
10.00
11.00
44.34
45.86
BEND LOSS =BEND K* FLOWING FULL
VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS
IT IS NEGLIGIBLE
OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES
THE VELOCITY
HEAD OF FULL FLOW CONDITION.
'
A MINIMUM JUCTION LOSS .OF
0.05
FT WOULD BE INTRODUCED
UNLESS LATERAL K
FRICTION LOSS
WAS ESTIMATED BY
BACKWATER
CURVE COMPUTATIONS.
J
1
TST, INC.
Consulting Engineers
CLIENT
'. PROJECT k�1U.0✓ .JPiL,,vt Moll 7J'{
CALCULATIONS FOR
.' MADE BY Df%L DATE '(P_Jam_Si CHECKED BY DATE
JOB NO.
7/L SCA✓C!L
SHEET 4 OF 4-
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L; ��r✓r
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G050713-84
Z,%AIC= Ste- 7
Path : - C.: \UDSEWER
' File: ST_7 .OUT 7,622 .a.. 8-08-97 1:17:46 pm Page 1
' STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool Fund Study
---------------
'USER:TST Inc Consulting Engineers ............................................
ON DATA 08-08-1997 - AT TIME 13:13:33 VERSION=07-17-1995'
'*** PROJECT TITLE :WILLOW SPRINGS NORTH : LINE ST-7
*** RETURN PERIOD OF FLOOD IS 100 YEARS
'*** SUMMARY OF HYDRAULICS AT MANHOLES
--------------------------------------------------------------------------
MANHOLE
CNTRBTING
RAINFALL
RAINFALL
DESIGN
GROUND
WATER
COMMENTS
ID
NUMBER
AREA * C
DURATION
INTENSITY
PEAK FLOW
ELEVATION
ELEVATION
INCH/HR
FEET
--------------------
--MINUTES
------------
-----CFS------FEET
-----------------------
1.00
0.00
0.00
0.00
11.20
36.00
41.00
NO
2.00
16.48
159.83
0.68
11.20
48.00
40.62
OK
3.00
12.65
111.35
0.89
11.20
43.15
42.32
OK
'
4.00
0.00
0.00
0.00
11.20
43.15
42.49
OK
5.00
8.15
90.02
1.03
8.40
43.15
42.85
OK
6.00
2.40
11.11
3.50
8.40
43.15
42.94
OK
'
7.00
2.35
.. 37.07
1.86
4.38
43.65 43.14
OK
8.00
0.65
5.00
6.74
4.38
3
`� 43.17
OK
OK MEANS WATER
ELEVATION
IS LOWER THAN GROUND ELEVATION
'***
SUMMARY
OF SEWER
HYDRAULICS
c C-L-7w.+ E4'71Z-Ati<r-
G2�n c 4-/.
0u
'-------------------------------------------------------------------------------
NOTE:
THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1
SEWER
MAMHOLE
NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
ID
NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(RISE)
DIA(RISE)
DIA(RISE)
WIDTH
'--------------ID-NO_----ID-NO_-----------(IN)
-
(FT)
-----------------------------------
(IN) (FT)
(IN) (FT)
(FT)
12.00
2.00
1.00
ROUND
16.61
18.00
18.00
0.00
23.00
3.00
2.00
ROUND
16.61
18.00
18.00
0.00
'
34.00
4.00
3.00
ROUND
16.61
18.00
18.00
0.00
35.00
5.00
3.00
ROUND
15.88
18.00
18.00
0.00
56.00
6.00
5.00
ROUND
15.88
18.00
18.00
0.00
57.00
7.00
5.00
ROUND
8.69
12.00
18.00
0.00
78.00
8.00
7.00
ROUND
8.69
12.00
18.00
0.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
'FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISITNG SIZE WAS USED
n
Path:.C_:\UDSEWER
File: ST_7 .OUT
----------------
SEWER
DESIGN
ID
FLOW Q
NUMBER
CFS
'
12.0
11.2
23.0
11.2
34.0
11.2
' 35.0 8.4
56.0 8.4
57.0 4.4
' 78.0 4.4
7,622 .a.. 8-08-97 1:17:46 pm Page 2
-----------------------------------------------------------
FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
FULL Q
DEPTH
VLCITY
DEPTH
VLCITY
VLCITY
NO.
CFS
---------------------------------------------------------------
FEET
FPS
FEET
FPS
FPS
13.9
1.02
8.
1.27
7.01
6.34
1.62
V-OK
13.9
1.02
8.76
1.27
7.01
6.34
1.62
V-OK
13.9
1.02
8.76
1.27
7.01
6.34
1.62
V-OK
11.8
0.94
7.24
1.12
5.92
4.75
1.43
V-OK
11.8
0.94
7.24
1.12
5.92
4.75
1.43
V-OK
30.6
0.38
12.28
0.81
4.51
2.48
4.15
V-OK
30.6
0.38
12.28
.81
4.51
2.48
4.15
V-OK
Uv�Gc-`� GL
P2aP %s
INDICATES
THAT A
PRESSURED
FLOW OCCURS
--------------------------------------------------------------------
SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH
COMMENTS
ID
NUMBER
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
----------
----------------
(FT)
-------------------------------------------
(FT)
(FT)
(FT)
12.00
1.25
36.37
36.00
10.13
-1.50
NO
23.00
1.25
38.84
36.47
2.81
10..03
OK
'
34.00
1.25
38.94
38.93
2.71
2.72
OK
35.00
1.25
39.41
38.94
2.24
2.71
OK
56.00
1.25
39.51
39.50
2.14
2.15
OK
'
57.00
6.04
41.00
39.51
1.15
2.14
OK
78.00
6.04
41.00'
40.94
1.15
1.21
OK
OK
MEANS BURIED DEPTH
IS GREATER THAN REQUIRED SOIL
COVER OF
1 FEET
***
SUMMARY
OF HYDRAULIC GRADIENT LINE ALONG SEWERS
------------------------------------------------------------------------------
SEWER
SEWER SURCHARGED
CROWN ELEVATION
WATER ELEVATION
FLOW
ID
NUMBER
LENGTH
LENGTH
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM CONDITION
--------------FEET
------FEET
------FEET
------FEET
12.00
29.61
29.61
37.87
------FEET
37.50
------FEET
40.62
-
41.00
PRSS'ED
23.00
189.24
189.24
40.34
37.97
42.32
40.62
PRSS'ED
'
34.00
1.00
1.00
40.44
40.43
42.49
42.32
PRSS'ED
35.00
37.34
37.34
40.91
40.44
42.85
42.32
PRSS'ED
56.00
1.00
1.00
41.01
41.00
42.94
42.85
PRSS'ED
'
57.00
24.68
24.68
42.50
41.01
43.14
42.85
PRSS'ED
78.00
1.00
1.00
42.50
42.44
43.17
43.14
PRSS'ED
FRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
----------------------------=----------------------------
UPST MANHOLE SEWER JUNCTURE LOSSES
---------------
DOWNST MANHOLE
' Path:_C.:\UDSEWER
File: ST_7 .OUT 7,622 .a.. 8-08-97 1:17:46 pm Page 3
SEWER
MANHOLE
ENERGY
FRCTION
BEND
BEND
LATERAL
LATERAL
MANHOLE
ENERGY
ID NO
ID NO.
ELEV FT
FT
K COEF
LOSS FT
K COEF
LOSS FT
ID
FT
------------------------------------------------------------------------------
12.0
2.00
41.24
0.24
1.00
0.00
0.00
0.00
1.00
41.00
23.0
3.00
42.95
1.53
0.28
0.17
0.00
0.00
2.00
41.24
'
34.0
35.0
4.00
5.00
43.:_l
43...0
0.01
0.24
0.25
0.05
0.16
0.02
0.00
0.00
0.00
0.00
3.00
3.00
42.95
42.95
56.0
6.00
43-9
0.01
0.25
0.09
0.00
0.00
5.00
43.20
57.0
7.00
43.^4
0.03
0.05
0.00
0.,00
0.00
5.00
43.20
'
78.0
8.00
43.".6
0.00
0.25
0.02
0.00
0.00
7.00
43.24
BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER.
'LATERAL LOSS= OUTFLOW FULL.VHEAD-JCT LOSS K*INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
' NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
I
' TST, INC.
Consulting Engineers
CLIENT. ��J'f :I (i G-2 ✓LL -JOB NO. /0�
PROJECT �✓IllUl✓ S/2.�/(.S /C'idcA,T/'l CALCULATIONS FOR IyC S,'Li4 C S
.' MADE BY D(3!' DATE /V"y7 CHECKED BY DATE SHEETOF
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C.00sLC s..,.Lr:
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' Path : _ C.: \HY8\DATA
File: DP25A .PRN
,CURRENT DATE: 09-30-1997
CURRENT TIME: 14:05:55
1
9,516 .a.. 9-30-97
G" S;DcIvAL14 CUL1,62T
2:05:54 pm Page 1
1
FILE DATE: 09-30-1997
FILE NAME: DP25A
FHWA CULVERT ANALYSIS
HY-8, VERSION 4.0
C
U
SITE DATA
CULVERT
SHAPE,
MATERIAL,
INLET
L
INLET
OUTLET
CULVERT
BARRELS
V
ELEV.
ELEV.
LENGTH
SHAPE
SPAN
RISE
MANNING
INLET
(FT)
(FT)
(FT)
MATERIAL
(FT)
(FT)
n
TYPE
1
45.61
45.56
12.50
1 RCP
0.50
0.50
.012
CONVENTIONAL
2
3
4
°
l-6'Pvc
5
6
UMMARY OF
CULVERT FLOWS
(CFS)
FILE:
DP25A
DATE: 09-30-1997
ELEV (FT)
TOTAL
1
2
3
4
5
6
ROADWAY ITR
'
45.61
0
0
0
0
0
0
0
0 1
46.02
0
0
0
0
0
0
0
0 1
46.24
1Q2
1
0
0
0
0
0
0 1
46.58
1
1
0
0
0
0
0
0 1
'
46.61
1
1
0
0
0
0
0
0 30
46.70
1
1
0
0
0
0
0
0 30
'
46.73
46.75
2
2
1
1
0
0
0
0
0
0
0
0
0
0
1 26
1 20
46.76
2
1
0
0
0
0
0
1 17
46.78
2 �Qo�
1
0
0
0
0
0
1 15
'
46.79
3
1
0
0
0
0
0
2 13
46.59
1
1
0
0
0
0
0
OVERTOPPING
SUMMARY OF ITERATIVE
SOLUTION ERRORS
'
HEAD
HEAD
ELEV(FT)
ERROR(FT)
45.61
0.00
46.02
0.00
'
46.24
0.00
46.58
0.00
46.61
46.70
-0.00
-0.00"
46.73
-0.00
FILE: DP25A DATE: 09-30-1997
TOTAL
FLOW
% FLOW
FLOW(CFS)
ERROR(CFS)
ERROR
0
0
0.00
0
0
0.00
1
0
0.00
1
0
0.00
1
0
7.34
1
0
5.77
2
0
0.98
2
CURRENT DATE: 09-30-1997 FILE DATE: 09-30-1997
CURRENT TIME: 14:05:55 FILE NAME: DP25A
PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( .5 BY .5 ) RCP
DIS-
CHARGE
FLOW
(cfs)
HEAD-
WATER
ELEV.
(ft)
INLET
CONTROL
DEPTH
(ft)
OUTLET
CONTROL
DEPTH
(ft)
FLOW
TYPE
<F4>
NORMAL
DEPTH
(ft)
CRITICAL
DEPTH
(ft)
OUTLET
VEL. DEPTH
(fps) (ft)
TAILWATER
VEL. DEPTH
(fps) (ft)
0
45.61
0.00
0.00
0-NF
0.00
0.00
0.00
0.00
0.00
0.00
0
46.02
0.38
0.41
2-M2c
0.30
0.25
2.55
0.25
0.62
0.23
1
46.24
0.61
0.63
6-FFn
0.50
0.36
2.61
0.50
0.74
0.29
'
1
46.58
0.94
0.97
6-FFn
0.50
0.43
3.91
0.50
0.82
0.34
1
46.61
0.96
1.00
6-FFn
0.50
0.44
3.99
0.50
0.84
0.36
'
1
1
46.70
46.73
1.06
1.08
1.09
1.12
6-FFn
6-FFn
0.50
0.50
0.45
0.46
4.28
4.36
0.50
0.50
0.93
0.98
0.41
0.44
1
46.74
1.10
1.13
6-FFn
0.50
0.46
4.40
0.50
1.02
0.47
1
46.77
1.11
1.16
6-FFn
0.50
0.46
4.44
0.50
1.05
0.49
'
1
46.78
loll
1.17
4-FFt
0.50
0.46
4.42
0.50
1.08
0.52
1
46.80
1.10
1.19
4-FFt
0.50
0.46
4.40
0.50
1.11
0.54
' El. inlet face invert 45.61 ft El. outlet invert 45.56 ft
El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft
SITE DATA ***** CULVERT
INLET STATION (FT)
INLET ELEVATION (FT)
OUTLET STATION (FT)
OUTLET ELEVATION (FT)
NUMBER OF BARRELS
SLOPE (V-FT/H-FT)
INVERT
CULVERT LENGTH ALONG SLOPE.(FT)
*****
CULVERT DATA SUMMARY
BARREL SHAPE
BARREL DIAMETER
BARREL MATERIAL
BARREL MANNING'S N
'
INLET TYPE.
INLET EDGE AND WALL
_
INLET DEPRESSION
12.50
45.61
0.00
45.56
1
0.0040
12.50
************************
CIRCULAR
0.50 FT
CONCRETE
0.012
CONVENTIONAL
SQUARE EDGE WITH HEADWALL
NONE
3
'CURRENT DATE: 09-30-1997 FILE DATE: 09-30-1997
CURRENT TIME: 14:05:55 FILE NAME: DP25A
TAILWATER
******* REGULAR CHANNEL CROSS SECTION ****************
SIDE SLOPE H/V.(X:1)
8.0
'
CHANNEL
SLOPE V/H (FT/FT)
0.004
MANNING'S N (.01-0.1)
0.035
CHANNEL
INVERT ELEVATION
(FT)
45.56
'
CULVERT
NO.1 OUTLET INVERT
ELEVATION
45.56 FT
*******
UNIFORM
FLOW RATING CURVE
FOR DOWNSTREAM
CHANNEL
'
FLOW
W.S.E. FROUDE
DEPTH
VEL.
SHEAR
(CFS)
(FT) NUMBER
(FT)
(FPS)
(PSF)
0.00
45.56 0.000
0.00
0.00
0.00
45.79 0.231
0.23
0.62
0.06
0.51
45.85 0.242
0.29
0.74
0.07
0.77
45.90 0.248
0.34
0.82
0.09
0.85
45.92 0.249
0.36
0.84
0.09
'
1.28
45.97 0.256
0.41
0.93
0.10
1.54
46.00 0.259
0.44
0.98
0.11
1.79
46.03 0.261
0.47
1.02
0.12
'
2.05
46.05 0.264
0.49
1.05
0.12
2.30
46.08 0.265
0.52
1.08
0.13
2.56
46.10 0.267
0.54
1.11
0.13
t
ROADWAY OVERTOPPING DATA
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH (FT) 9.50
USER DEFINED ROADWAY PROFILE
CROSS-SECTION X Y
COORD. NO. (FT) (FT)
' 1 0.00 47.00
2 25.00 46.59
3 37.00 47.00
' �970
7$
lOD 5.=,rb-
O4G35
�.6 ° Pvr
N6<74
N
LJDP ,?Sb
Path:-C:\HY8\DATA
File: DP25B .PRN 8,178 .a.. 9-30-97 4:02:08 pm Page 1
' 1
'CURRENT DATE: 09-30-1997 FILE DATE: 09-30-1997
CURRENT TIME: 16:02:10 FILE NAME: DP25B
1
FHWA CULVERT ANALYSIS
HY-8, VERSION 4.0
C
U
SITE DATA
CULVERT
SHAPE,
MATERIAL,
INLET
L
INLET
OUTLET CULVERT
BARRELS
V
ELEV.
ELEV. LENGTH
SHAPE
SPAN
RISE
MANNING
INLET
(FT)
(FT) (FT)
MATERIAL
(FT)
(FT)
n
TYPE
1
45.97
45.77 50.00
1 RCP
0.50
0.50
.012
CONVENTIONAL
2
3
4
5
6
FILE: DP25B CULVERT HEADWATER ELEVATION (FT) DATE: 09-30-1997
DISCHARGE
1
0
0
0
0
0
0
0
'
1
The ab4
1
2
3
4
5
6
ROADWAY
45.97
0.00
0.00
0.00
0.00
.0.00
46.87
46.17
0.00
0.00
0.00
0.00
0.00
46.93
46.25
0.00
0.00
0.00
0.00
0.00
46.95
46.32
0.00
0.00
0.00
0.00
0.00
46.96
46.36
0.00
0.00
0.00
0.00
0.00
46.97
46.43
0.00
0.00
0.00
0.00
0.00
46.99
46.46
0.00
0.00
0.00
0.00
0.00
46.99
46.58
0.00
0.00
0.00
0.00
0.00
47.00
46.71
0.00
0.00
0.00
0.00
0.00
47.01
6.8
0.00
0.00
0.00
0.00
0.00
47.01
47.02
0.00
0.00
0.00
0.00
0.00
47.02
47.02
0.00
0.00
0.00
0.00
0.00
0.00
Q and HW
are for
a point above
the roadway.
[l
2
'CURRENT DATE: 09-30-1997 FILE DATE: 09-30-1997
CURRENT TIME: 16:02:10 FILE NAME: DP25B
' PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( .5 BY .5 ) RCP
'
DIS-
CHARGE
HEAD-
WATER
INLET
CONTROL
OUTLET
CONTROL
FLOW
NORMAL
CRITICAL
OUTLET
TAILWATER
FLOW
ELEV.
DEPTH
DEPTH
TYPE
DEPTH
DEPTH
VEL.
DEPTH
VEL:
DEPTH
(cfs)
(ft)
(ft)
_ (ft)
<F4>
(ft)
(ft)
(fps)
(ft)
(fps)
(ft)
'
0
45.97
0.00
0.00
0-NF
0.00
0.00
0.00
0.00
0.00
0.00
0
46.17
0.16
0.20
2-M2c
0.14
0.12
1.79
0.12
0.99
0.08
0
46.25
0.24
0.28
2-M2c
0.20
0.18
2.11
0.18
1.18
0.10
'
0
46.32
0.32
0.35
2-M2c
0.25
0.22
2.34
0.22
1.31
0.12
0
46.36
0.36
0.39
2-M2c
0.29
0.25
2.52
0.25
1.38
0.13
'
0
0
46.43
46.46
0.43
0.49
0.46
0.45
2-M2c
2-M2c
0.35
0.41
0.29
0.31
2.76
2.95
0.29
0.31
1.48
1.55
0.15
0.16
0
46.58
0.54
0.61
6-FFn
0.50
0.34
2.28
0.50
1.61
0.17
1
46.71
0.61
0.74
6-FFn
0.50
0.36
2.61
0.50
1.67
0.18
'
1
46.86
0.68
0.89
6-FFn
0.50
0.39
2.93
0.50
1.72
0.18
1
47.02
0.75
1.05
6-FFn
0.50
0.40
3.26
0.50
1.76
0.19
' El. inlet face invert 45.97.ft El. outlet invert 45.77 ft
El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft
SITE DATA ***** CULVERT INVERT
**************
INLET STATION (FT)
50.00
INLET ELEVATION (FT)
45.97
OUTLET STATION (FT)
0.00
'
OUTLET ELEVATION (FT)
45.77
NUMBER OF BARRELS
1
'
SLOPE (V-FT/H-FT)
CULVERT LENGTH ALONG SLOPE (FT)
0.0040
50.00
***** CULVERT DATA SUMMARY ************************
' BARREL SHAPE CIRCULAR
BARREL DIAMETER 0.50 FT
BARREL MATERIAL CONCRETE
' BARREL MANNING'S N 0.012
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL
INLET DEPRESSION NONE
r
3
LURRENT DATE: 09-30-1997 FILE DATE: 09-30-1997
CURRENT TIME: 16:02:10 FILE NAME: DP25B
TAILWATER
=******* REGULAR CHANNEL CROSS SECTION ****************
SIDE SLOPE H/V.(X:1)
-
010.0
'
CHANNEL
SLOPE V/H
(FT/FT)
0.040
MANNING'S N (.01-0.1)
0.035
CHANNEL
INVERT
ELEVATION
(FT)
45.77
CULVERT
NO.1 OUTLET INVERT ELEVATION
45.77 FT
UNIFORM
FLOW RATING CURVE
FOR DOWNSTREAM
CHANNEL
'
FLOW
W.S.E.
FROUDE
DEPTH
VEL.
SHEAR
(CFS)
(FT)
NUMBER
(FT)
(FPS)
(PSF)
0.00
45.77
0.000
0.00
0.00
0.00
0.06
45.85
0.616
0.08
0.99
0.20
'
0.13
45.87
0.644
0.10
1.18
0.26
0.19
45.89
0.660
0.12
1.31
0.30
0.24
45.90
0.669
0.13
1.38
0.33
0.32
45.92
0.682
0.15
1.48
0.37
0.38
45.93
0.690
0.16
1.55
0.39
0.45
45.94
0.696
0.17
1.61
0.42
'
0.51
45.95
0.702
0.18
1.67
0.44
0.58
45.95
0.707
0.18
1.72
0.46
0.64
45.96
0.712
0.19
1.76
0.48
ROADWAY OVERTOPPING DATA
' ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH (FT) 47.00
**** USER DEFINED ROADWAY PROFILE
CROSS-SECTION_ _ _ _.. X_ _ Y
COORD. NO. (FT) (FT)
' 1 0.00 48.50
2 10.00 46.87
3 18.00 47.00
Noe..%r+
Nd Dv;L6;'vL-
off-
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1
(o S%DEwALK �'�Ivtan.T
oi_ 0201 w
Path: C:\HY8\DATA
' File: DP22A .PRN 8,178 .a.. 10-01-97 9:41:40 am Page 1
1
CURRENT DATE: 10-01-1997 FILE DATE: 10-01-1997
CURRENT TIME: 09:41:40 FILE NAME: DP22A
1
FHWA CULVERT ANALYSIS
HY-8, VERSION 4.0
C
U
SITE DATA
CULVERT
SHAPE,
MATERIAL,
INLET
L
INLET
OUTLET CULVERT
BARRELS
V
ELEV.
ELEV. LENGTH
SHAPE
SPAN
RISE
MANNING
INLET
(FT)
(FT) (FT)
MATERIAL
(FT)
(FT)
n
TYPE
1
43.74
43.69 10.00
1 RCP
0.50
0.50
.012
CONVENTIONAL
2
4
5
/-�
PvC
6
FILE: DP22A
CULVERT HEADWATER ELEVATION (FT)
DATE: 10-01-1997
'
DISCHARGE
0
1
43.7.0
2
_0.00
3
0.00
4
0.00
5
0.00
6
0.00
ROADWAY
44.40
0
43.89
0.00
0.00
0.00
0.00
0.00
44.43
0
43.97
0.00
0.00
0.00
0.00
0.00
44.45
44.02
0.00
0.00
0.00
0.00
0.00
44.46
'0
CL ---� 0
44.06
0.00
0.00
0.00
0.00
0.00
44.46
0
44.10
0.00
0.00
0.00
0.00
0.00
44.47
'
0
0
44.14
44.18
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
44.48
44.48
0
44.22
0.00
0.00
0.00
0.00
0.00
44.49
0
44.24
0.00
0.00
0.00
0.00
0.00
44.49
0
44.28
0.00
0.00
0.00
0.00
0.00
44.49
1
44.54
0.00
0.00
0.00
0.00
0.00
0.00
The above
Q and
HW are for
a point above
the roadway.
1
1
1
2
CURRENT DATE: 10-01-1997 FILE DATE: 10-01-1997
CURRENT TIME: 09:41:40 FILE NAME: DP22A
PERFORMANCE CURVE FOR CULVERT # 1 - 1 ( .5 BY .5 ) RCP
'
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW
NORMAL
CRITICAL
OUTLET
TAILWATER
FLOW ELEV. DEPTH DEPTH TYPE
DEPTH
DEPTH
VEL.
DEPTH
VEL:
DEPTH
(cfs) (ft) (ft) (ft) <F4>
(ft)
(ft)
(fps)
(ft)
(fps)
(ft)
0 43.74 0.00 0.00 0-NF
0.00
0.00
0.00
0.00
0.00
0.00
0 43.89 0.12 0.15 2-M2c
0.10
0.10
1.50
0.10
0.32
0.08
0 43.97 0.19 0.23 2-M2c
0.15
0.14
1.97
0.14
0.38
0.11
'
0 44.02 0.24 0.28 2-M2c
0.18
0.17
2.10
0.17
0.42
0.12
0 44.06 0.28 0.32 2-M2c
0.21
0.20
2.26
0.20
0.44
0.13
0 44.10 0.33 0.36 2-M2c
0 44.14 0.37 0.40 2-M2c
0.25
0.27
0.23
0.25
2.42
2.53
0.23
0.25
0.47
0.50
0.15
0.16
0 44.18 0.41 0.44 2-M2c
0.30
0.27
2.68
0.27
0.52
0.17
0 44.22 0.45 0.48 2-M2c
0.33
0.29
2.81
0.29
0.53
0.18
0 44.24 0.48 0.50 2-M2c
0.36
0.31
2.94
0.31
.0.55
0.19
0 44.28 0.52 0.54 2-M2c
0.40
0.33
3.06
0.33
0.56
0.19
El. inlet face invert 43.74
ft
El. outlet
invert
43.69 ft
El. inlet throat invert 0.00 ft
El. inlet
crest
0.00 ft
**** SITE DATA ***** CULVERT INVERT
INLET STATION (FT)
10.00
INLET ELEVATION (FT)
43.74
OUTLET STATION (FT)
0.00
'
OUTLET ELEVATION (FT)
43.69
NUMBER OF BARRELS
1
SLOPE (V-FT/H-FT)
CULVERT LENGTH ALONG SLOPE (FT)
0.0050
10.00
*****
CULVERT DATA SUMMARY ************************
'
BARREL SHAPE CIRCULAR
BARREL DIAMETER 0.50 FT.._
BARREL MATERIAL CONCRETE
BARREL MANNING'S N 0.012
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL SQUARE EDGE
WITH
HEADWALL
'
INLET DEPRESSION NONE
3
IURRENT DATE: 10-01-1997 FILE DATE: 10-01-1997
CURRENT TIME: 09:41:40 FILE NAME: DP22A
TAILWATER
*x=**** REGULAR CHANNEL CROSS SECTION ****************
SIDE SLOPE H/V.(X:1) %20.0
CHANNEL SLOPE V/H (FT/FT) 0.004
MANNING'S N (.01-0.1,) 0.035
CHANNEL INVERT ELEVATION (FT) 43.69
' CULVERT NO.1 OUTLET INVERT ELEVATION 43.69 FT
******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
' FLOW W.S.E. FROUDE DEPTH VEL. SHEAR
(CFS) (FT) NUMBER (FT) (FPS) (PSF)
0.00 43.69 0.000 0.00 0.00 0.00
' 0.04 43.77 0.196 0.08 0.32 0.02
0.08 43.80 0.205 0.11 0.38 0.03
0.13 43.81 0.210 0.12 0.42 0.03
0.16
43.82
0.213
0.13
0.44
0.03
'
0.21
43.84
0.217
0.15
0.47
0.04
0.25
43.85
0.219
0.16
0.50
0.04
0.29
43.86
0.221
0.17
0.52
0.04
'
0.34
43.87
0.223
0.18
0.53
0.04
0.38
43.88
0.225
0.19
0.55
0.05
0.42
43.88
0.226
0.19
0.56
0.05
ROADWAY OVERTOPPING DATA
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH (FT) 8.00
USER DEFINED ROADWAY PROFILE
CROSS-SECTION X Y
COORD. NO. (FT) (FT)
' 1 0.00 44.50
2 10.00 44.40
3 15.00 44.50
m ovca
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MEMEMEMEM
r DO
a a
�r
0
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G>9
G:
r W
F Z
F U W
DRAINAGE CRITERIA MANUAL
1
n
o
J{ d
20
010000
0� .2
Yt/D
RIPRAP
' Use Do instead of D whenever flow is supercritical in the barrel.
**Use Type L for a distance of 31) downstream:
FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR
CONDUIT OUTLET.
J
11-15-82
URBAN DRAINAGES FLOOD CONTROL DISTRICT
DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE
• .. Table 5-1 V2/3�4a 1�2,d�ti�(�c
CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP
Riprap
% Smaller Than
Intermediate Rock
d50*
Designation
Given Size
Dimension
By Weight
(Inches)
(Inches)
Type VL
70-100
12.
50-70
9
35-50
6
6**
2-10
2
Type L
70-100
15
50-70
12
35-50
9
9**
2-10
3
Type M
70-100
21
50-70
18
35-50
12
12
2-10
4
Type H
100
30
50-70
24
35-50
18
18
2-10
6
Type VM
100
42
50-70
33
35-50
24
24
2-10
9
*d50 = Mean particle size
** Bury types VL and L with native top soil and revegetate to protect
from vandalism.
5.2 Wire Enclosed Rock
Wire enclosed rock refers to rocks that are bound together in a
wire basket so that they act as a single unit. One of the major
advantages of wire enclosed rock is that it provides an alternative in
situations where available rock sizes are too small for ordinary
riprap. Another advantage is the versatility that results from the
regular geometric shapes of wire enclosed rock. The rectangular
blocks and mats can be fashioned into almost any shape that can be
11-15-82
' Table 8-1 lists several gradations of riprap. The minimum average size designation for loose riprap
shall be 12 inches. Smaller sizes of riprap shall be either buried on slopes which can be easily
maintained (4 to 1 minimum side slopes) or grouted if slopes are steeper. Grouted riprap should meet
all the requirements for regular riprap except that the smallest rock fraction (smaller than the 10 per-
cent size) should be eliminated from the gradation. A reduction of riprap size by one size designation
(from 18 inches to 12 inches or from 24 inches to 18 inches) is permitted for grouted riprap.
Table8.1
CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP
% of Total Weight
Smaller than the Stone Size dsot
Riprap Designation Given Sae (in pounds) (inches)
70-100 85
Class 6 tt 50-70 35
'
35-50 10 6
2-10 <1
70-100 440
'
Class 12 50-70 275
35-50 85 12
2-10 3
100 1275
'
Class 18 50-70 655
35-50 275 18
'
2-10 10
100 3500
Class 24 50-70 1700
35-50 655 24
'
2-10 35
t d5o = Mean Panicle Size. At least So percent of the mass shall be stones equal to or larger than this dimension.
tt Bury on 4 to 1 side slopes or grout rock H slopes are steeper.
'
Table 8-2 summarizes riprap requirements for astable channel lining based on the following
relationship:
VSo.17
'
(d5o)---p-5 (S= 5.8
in which, V = Mean channel velocity in feet per second.
S = Longitudinal channel slope in feet per foot
'
Sg = Specific gravity of rock (minimum S. = 2.50)
_. d50=.Rock.size in feet for which 50 percent of the riprap by weight is smaller.
The rock sizing requirements in Table 8-2 are based on the rock having a specific gravity of 2.5 or
'
more. Also, the rock size does not need to be increased for steeper channel side slopes, provided the
side slopes are no steeper than 2h:1v. Rock lined side slopes steeper than 2h:1v are not
recommended.
Table 8-2
RIPRAP REQUIREMENTS FOR CHANNEL LININGS tt
'
VS°-'7/(S; 1)o." t Rock Type tt
0 to 1.4 No Riprap Required
1.5 to 4.0 Class 6 Riprap
4.1 to 5.8 Class 12 Riprap
'
5.9 to 7.1 Class 18 Riprap
7.2 to 8.2 Class 24 Riprap
t use S. = 2.5 unless the source of rock and its densities are known at the time of design.
'
tt Table valid only for Froude number of 0.8 or less and side slopes no steeper than 2h:1 v.
' MAY1984 8-18 DESIGN CRITERIA
' TST, INC.
Consulting Engineers
CLIENT -. A�✓OO'i L�'l /a L. L /U - �(cD - UU [ , /U - �5� -✓�'[
' JOB NO.
PROJECT i/✓ LLv»� Sit:�•6 wvaTN 2
CALCULATIONS FOR ,?K8rA10
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G050713.84
DRAINAGE CRITERIA MANUAL
RIPRAP
8
G = Expansion Angle
■
ooi
�
EVANAI
MENNE��Emmmmmum
A .5 6 7
TAILWATER DEPTH/CONDUIT HEIGHT, Yt/D
.5
FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS
11-15-82
URBAN DRAINAGE 6 FLOOD CONTROL DISTRICT
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L (' f h I i I J l j ` .r
CHANNEL DESIGN.. .
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TST, INC. -
Consulting Engineers
CLIENT /4'�'OGGCI�J JOB NO. w' SGIo'O:/� /d-ln5�-cfr/
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PROJECT Ct/,LLcy N,,A7/7 CALCULATIONS FOR CKQ�neLJ
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G050713-84
' Path:.C:\UTILS
File: X4_CHAN 1,243 .a.. 6-18-97 11:17:58 am
'
WILLOW SPRINGS NORTH ---
BASIN X4 CHANNEL
'
INPUT DATA:
DISCHARGE
1.200000 CPS
BOTTOM WIDTH
0.000000E+00 FT
BED SLOPE
= 8.000000E-03 FT/FT
SIDE SLOPE
6.000000
MANNINGS N
3.500000E-02
Page 1
RESULTS:
NORMAL DEPTH =
3.956422E-01
FT
FLOW VELOCITY =
1.277272
FPS 4:'z— "t-F150
HYDR. DEPTH
1.978855E-01
FT
'
TOP WIDTH
4.747706
FT
FROUDE NUMBER =
5.059977E-01
'
SPECIFIC ENERGY=
4.209748E-01
FT
INPUT DATA:
.DISCHARGE =
4.380000
CPS
BOTTOM WIDTH
0.000000E+00
FT
BED SLOPE
8.000000E-03
FT/FT
SIDE SLOPE =
6.000000
MANNINGS N =
3.500000E-02
'
RESULTS:
NORMAL DEPTH
6.429318E-01
FT
'
FLOW VELOCITY _
1.765515
FPS ---�— No R%/0Rao A;7 ,xea
HYDR. DEPTH =
3.215559E-01
FT
'
TOP WIDTH =
FROUDE NUMBER =
7.715181
5.486751E-01
FT
SPECIFIC ENERGY=
6.913331E-01
FT
Path:.C:\UTILS
File: X5_CHAN
1,243 .a.. 6-18-97 11:19:30 am Page 1
'
WILLOW SPRINGS NORTH ---
BASIN X5ACHANNEL
'
'
INPUT DATA:
DISCHARGE
1.900000
CFS
BOTTOM WIDTH
0.000000E+00
FT
BED SLOPE =
4.000000E-03
FT/FT
SIDE SLOPE _
5.000000
MANNINGS N
3.500000E-02
RESULTS:
NORMAL DEPTH =
5.740247E-01
FT
FLOW VELOCITY =
1.153095
FPS -?&:(t�L� PAN
HYDR. DEPTH
2.870502E-01
FT
'
TOP WIDTH
5.740247
FT
FROUDE NUMBER =
3.792785E-01
'
SPECIFIC ENERGY=
5.946711E-01
FT
'
INPUT DATA:
DISCHARGE =
7.140000
CFS d5
BOTTOM WIDTH
0.000000E+00
FT
'
BED SLOPE
4.000000E-03
FT/FT
SIDE SLOPE =
5.000000
MANNINGS N =
3.500000E-02
'
RESULTS:
NORMAL DEPTH
9.430568E-01
FT
'
FLOW VELOCITY
1.605534
FPS
HYDR. DEPTH =
4.715641E-01
FT
'
TOP WIDTH
FROUDE NUMBER
9.430568
4.120229E-01
FT
SPECIFIC ENERGY=
9.830838E-01
FT
TST, INC.
Consulting Engineers
CLIENT _
JOB NO. /e) r DOl
PROJECT G✓tCLU✓ SP2,'r✓GI✓p/C1-7ft� CALCULATIONS FOR
MADE BY ��� L DATE /U r 7 CHECKED BY —DATE SHEET OF
1:,/T't S/1�1 �t -kJ !�><�Ai.�"1 SC S 7�. 1—� -1mIj�Y'�' 1 i ' ` ' I YI t z e t F t r *
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Dar~.s.'
� i t I I I l i t i , I j --� 3 '�_ ti- i 1•� i� � i � i--t--r-�.•-^`-, i :=
1 A,31 =�
i• I -f- FTT 1 1 1 I . 1 1 1 1 1 1
I i 1 l i 11 r I- _�{ I 1_I_
T-ll i..... _1 _1 1 tom_ I`�'.11 ' t I" T-I 7 l�...�.
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-
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FT
is
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G0507/3-84
'
Path:-C:\UTILS
File: X5B-CHAN.
1,243 .a.. 10-01-97 11:43:46 am Page 1
1
'
WILLOW SPRINGS NORTH ---
BASIN X5B CCHANNEL
'
INPUT DATA:
DISCHARGE
7.700000E-01
CFS �a
BOTTOM WIDTH
0.000000E+00
FT
BED SLOPE =
4.000000E-03
FT/FT
SIDE SLOPE
10.000000
'
MANNINGS N
3.500000E-02
RESULTS:
'
NORMAL DEPTH -
3.143023E-01
FT
FLOW VELOCITY =
7.792283E-01
FPS
HYDR. DEPTH
1.571985E-01
FT
'
TOP WIDTH
6.286046
FT
FROUDE NUMBER =
3.463479E-01
'
SPECIFIC ENERGY=
3.237308E-01
FT
'
INPUT DATA:
_..
DISCHARGE =
2.900000
CFS
BOTTOM WIDTH
0.000000E+00
FT
BED SLOPE
4.000000E-03
FT/FT
SIDE SLOPE =
10.000000
'
MANNINGS N =
3.500000E-02
RESULTS:
NORMAL DEPTH
5.167971E-01
FT
FLOW VELOCITY -
1.085639
FPS
HYDR. DEPTH =
2.584417E-01
FT
TOP WIDTH
10.335940
FT
FROUDE NUMBER
3.763363E-01
SPECIFIC ENERGY=
5.350986E-01
FT
' Path:-C-:\UTILS
File: Z6A_CHAN. 1,243 .a.. 10-01-97.11:45:22 am Page 1
WILLOW SPRINGS NORTH --- BASIN Z6A CHANNEL
'
INPUT DATA:
DISCHARGE
1.500000
CFS Q�
BOTTOM WIDTH
0.000000E+00
FT
BED SLOPE =
4.000000E-03
FT/FT
SIDE SLOPE _
18.000000
'
MANNINGS N
3.500000E-02
RESULTS:
'
NORMAL DEPTH -
3.234813E-01
FT
FLOW VELOCITY =
7.961617E-01
FPS
HYDR. DEPTH
1.617850E-01
FT
'
TOP WIDTH -
11.645330
FT
FROUDE NUMBER =
3.488222E-01
SPECIFIC ENERGY=
3.333240E-01
FT
'
INPUT DATA:
DISCHARGE =
5.610000
CFS 4� 4��•
BOTTOM WIDTH
0.000000E+00
FT
'
BED SLOPE
4.000000E-03
FT/FT
SIDE SLOPE =
18.000000
'
MANNINGS N =
3.500000E-02
RESULTS:
'
NORMAL DEPTH
5.304955E-01
FT
FLOW VELOCITY
1.107269
FPS
HYDR. DEPTH =
2.652928E-01
FT
TOP WIDTH
19.097840
FT
FROUDE NUMBER
3.788459E-01
SPECIFIC ENERGY=
5.495334E-01
FT
' Path:-C:\UTILS
File: Z6B_CHAN. 1,243 .a.. 10-01-97 11:47:10 am
WILLOW SPRINGS NORTH ---
BASIN Z6B CHANNEL
'
INPUT DATA:
'
DISCHARGE
1.600000E-01
CFS
BOTTOM WIDTH
0.000000E+00
FT
BED SLOPE =
4.000000E-03
FT/FT
SIDE SLOPE _
5.000000
MANNINGS N
6.000000E-02
RESULTS:
'
'FT
NORMAL DEPTH -
2.778134E-01
FLOW VELOCITY =
4.147805E-01
FPS
HYDR. DEPTH
1.388508E-01
FT
'
TOP WIDTH
2.778134
FT
FROUDE NUMBER =
1.961626E-01
SPECIFIC ENERGY=
2.804849E-01
FT
'
INPUT DATA:
DISCHARGE _
BOTTOM WIDTH =
'
BED SLOPE
SIDE SLOPE _
MANNINGS N =
RESULTS:
NORMAL DEPTH =
FLOW VELOCITY
HYDR. DEPTH =
TOP WIDTH =
FROUDE NUMBER =
SPECIFIC ENERGY=
1
5.400000E-01 CFSE a,vv
0.000000E+00 FT
4.000000E-03 FT/FT
5.000000
6.000000E-02
4.383531E-01 FT
5.619481E-01 FPS
2.192166E-01 FT
4.383531 FT
2.115103E-01
4.432566E-01 FT
Page 1
TST, INC.
Consulting Engineers
CLIENT
JOB NO. lU - oYIPG '� I
PROJECT
SP/L.NLS lkPA-7N
CALCULATIONS FOR
�3Jas�IN
MADE BY 20 L
Iw-i l eu�� t ✓;
DATE % % _ S7 CHECKED BY_ DATE
e ._. _
f . r - I ! r m, NJ 1-�.
AtfALNCJ�./1b4 L IiL�N1 0�7i�v7
SHEET 3 OF
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' Path:-C:\.UTILS
File: W11_CHAN. 1,243 .a.. 11-11-97 2:06:28 pm Page 1
WILLOW SPRINGS NORTH ---
BASIN Wll CHANNEL
'
INPUT DATA:
DISCHARGE
7.000000E-01
CFS
'
BOTTOM WIDTH
0.000000E+00
FT
BED SLOPE =
1.000000E-02
FT/FT
SIDE SLOPE =
4.000000
MANNINGS N
3.500000E-02
RESULTS:
NORMAL DEPTH =
3.624293E-01
FT
FLOW VELOCITY =
1.332682
FPS
HYDR. DEPTH
1.811582E-01
FT
'
TOP WIDTH
2.899434
FT
FROUDE NUMBER =
5.517848E-01
'
SPECIFIC ENERGY=
3.900076E-01
FT
'
INPUT DATA:
DISCHARGE =
2.400000
CFS
BOTTOM WIDTH
0.000000E+00
FT
'
BED SLOPE
1.000000E-02
FT/FT
SIDE SLOPE =
4.000000
MANNINGS N
3.500000E-02
'
RESULTS:
NORMAL DEPTH
5.752835E-01
FT
'
FLOW VELOCITY
1.813226
FPS
HYDR. DEPTH =
2.875990E-01
FT
'
TOP WIDTH
FROUDE NUMBER
4.602268
5.958410E-01
FT
SPECIFIC ENERGY=
6.263361E-01
FT
' TST, INC. -
Consulting Engineers
CLIENT AN/IGVL'"�/S✓LL, NS JOB NO. /U'$G iO-0yt, la
PROJECT �' l.L�w S�2'�L s IJb/L7/'! CALCULATIONS FOR �yC-a FLV"'� 5A A i, S
MADE BY IN) L DATE la- � � F 7 �CHE�C-K-E-�D-�B-V. DATE SHEET � OF ' ii' i•1 1 i_ I [-i � .1 I ! ,-1 ! t 1 r t I r tom. .T`7 .�•t.-i .i--�. -' j�.�_. '- �.-.-i...1 j_r t
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' Path:-C:\UTILS
' File: W2_OFS 664 .a.. 10-01-97 2:34:44 pm
' WILLOW SPRINGS NORTH --- BASIN W2 OVERFLOW SWALE
'
INPUT DATA:
DISCHARGE
BOTTOM WIDTH
BED SLOPE _
SIDE SLOPE
'
MANNINGS N
'
RESULTS:
-
NORMAL DEPTH -
FLOW VELOCITY =
HYDR. DEPTH =
'
TOP WIDTH
FROUDE NUMBER =
'
SPECIFIC ENERGY=
1
1
1
15.090000 CFS Qed
0.000000E+00 FT
1.250000E-02 FT/FT
25.000000
3.500000E-02
5.488958E-01 'FT
2.004030 FPS
2.743627E-01 FT
27.444790 FT
6.742388E-01
6.112582E-01 FT
Page 1
' Path:.C:\UTILS
File: W4_OFS 666 .a.. 10-01-97 2:49:24 pm Page 1
WILLOW SPRINGS NORTH --- BASIN W4 OVERFLOW SWALE
'
INPUT DATA:
DISCHARGE
13.780000
CFS
'
BOTTOM WIDTH
0.000000E+00
FT
BED SLOPE =
1.500000E-02
FT/FT
SIDE SLOPE
22.000000
'
MANNINGS N
3.500000E-02
RESULTS:
NORMAL DEPTH =
5.378911E-01
FT
FLOW VELOCITY =
2.165438
FPS
HYDR. DEPTH
2.688787E-01
FT
'
TOP WIDTH
23.667210
FT
FROUDE NUMBER =
7.359352E-01
SPECIFIC ENERGY=
6.107035E-01
FT
1
1
Path:-C:\UTILS
File: W6_OFS 663 .a.. 10-01-97 3:01:34 pm Page 1
'
WILLOW SPRINGS NORTH ---
BASIN W6 OVERFLOW SWALE
INPUT DATA:
DISCHARGE
9.100000
CFS Cc--
'
BOTTOM WIDTH
0.000000E+00
FT
BED SLOPE =
2.000000E-02
FT/FT
SIDE SLOPE
18.000000
'
MANNINGS N
3.500000E-02
RESULTS:
NORMAL DEPTH =
4.703277E-01
FT
FLOW VELOCITY =
2.284886
FPS
HYDR. DEPTH
2.352198E-01
FT
'
TOP WIDTH
16.931800
FT
FROUDE NUMBER =
8.302322E-01
'
SPECIFIC ENERGY=
5.513945E-01
FT
1
' TST, INC.
Consulting Engineers
CLIENT
JOB NO.
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■
PROJECT I✓ILLriW SAVAIt,S Nrn-?N CALCULATIONS FOR 0yL>'2F_La,✓ S✓,aLCS
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Path:-C:\UTILS
File: Z6A_OFS 663 .a.. 10-01-97 3:20:32 pm Page 1
WILLOW SPRINGS NORTH ---
BASIN Z6A OVERFLOW SWALE
'
INPUT DATA:
'
DISCHARGE
5.610000
CFS �T-
BOTTOM WIDTH
0.000000E+00
FT
BED SLOPE =
2.500000E-02
FT/FT
SIDE SLOPE
4.000000
'
MANNINGS N
3.500000E-02
RESULTS:
t
NORMAL DEPTH -
6.661257E-01
FT'
FLOW VELOCITY =
3.161582
FPS
HYDR. DEPTH
3.329755E-01
FT
'
TOP WIDTH
5.329005
FT
FROUDE NUMBER =
9.655401E-01
'
SPECIFIC ENERGY=
8.213368E-01
FT
1
' Path:-C-:\UTILS
File: Z2_OFS 663 .a.. 11-11-97 1:39:30 pm
Page 1
' WILLOW SPRINGS NORTH --- BASIN Z2 OVERFLOW SWALE
INPUT DATA•
.DISCHARGE
29.690000
CFS �ruu
BOTTOM WIDTH
0.000000E+00
FT
BED SLOPE =
1.200000E-02
FT/FT
'
SIDE SLOPE
MANNINGS N
4.000000
3.500000E-02
RESULTS:
NORMAL DEPTH =
1.427820
FT
FLOW VELOCITY =
3.640623
FPS
HYDR. DEPTH
7.139552E-01
FT
'
TOP WIDTH
11.422560
FT
FROUDE NUMBER =
7.592981E-01
SPECIFIC ENERGY=
1.633630
FT
'
TST, INC. -
Consulting Engineers GG
CLIENT fLVDO[2 /l /CG (. C., /! s JOB NO. /U- a�/' mil . �u-�9✓ �O I-
' PROJECT (.�,LCu✓ SP2./✓LS N�/L 7r' CALCULATIONSFOR C6016C6= .SWA'LCS /
MADE BY L DATE /U �/- % CHECKED BY DATE SHEET I OF /
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G050713-84
'
Path: C:\UTILS
File: WSBN_CS
665 .a.. 10-01-97 3:51:00 pm
WILLOW SPRINGS NORTH ---
BASIN W5B NORTH
COBBLE SWALE
'
INPUT DATA:
'
DISCHARGE
_ 1.280000
CFSE
BOTTOM WIDTH
O.000000E+00
FT
BED SLOPE
= 4.000000E-03
FT/FT
SIDE SLOPE
4:500000
'
MANNINGS N
3.500000E-02
RESULTS:
'
NORMAL DEPTH
- 5.155407E-01
FT
FLOW VELOCITY
= 1.070363
FPS
HYDR. DEPTH
2.577349E-01
FT
'
TOP WIDTH
4.639866
FT
FROUDE NUMBER =
' SPECIFIC ENERGY=
3.715495E-01
5.333307E-01 FT
Page 1
'
Path:-C:\UTILS
File: WSBS_CS
663 .a.. 10-01-97 4:01:16 pm Page 1
1
'
WILLOW SPRINGS NORTH ---
BASIN W5B SOUTH
COBBLE SWALE
'
-DATA:
INPUT
'
DISCHARGE
1.280000
CFS �--
BOTTOM WIDTH
0.000000E+00
FT
BED SLOPE =
4.000000E-03
FT/FT
SIDE SLOPE
5.000000
'
MANNINGS N
3.500000E-02
RESULTS:
'
NORMAL DEPTH -
4.949835E-01
FT
FLOW VELOCITY =
1.0.44512
FPS
HYDR. DEPTH
2.475744E-01
FT
'
TOP WIDTH
4.949835
FT
FROUDE NUMBER =
3.699411E-01
'
SPECIFIC ENERGY=
5.119246E-01
FT
Path: C:\UTILS
File: W5B_CS
663 .a.. 10-01-97 4:08:36 pm Page 1
WILLOW SPRINGS NORTH ---
BASIN W5B COBBLE
SWALE
'
-
INPUT DATA:
'
DISCHARGE
2.560000
CFS !6— Q,uo
BOTTOM WIDTH
0.000000E+00
FT
BED SLOPE =
4.000000E-03
FT/FT
SIDE SLOPE
11.000000
'
MANNINGS N
3.500000E-02
RESULTS:
'
-
NORMAL DEPTH -
4.757665E-01
FT
FLOW VELOCITY =
1.027961
FPS
HYDR. DEPTH
2.379287E-01
FT
TOP WIDTH
10.466860
FT
FROUDE NUMBER =
3.713858E-01
'
SPECIFIC ENERGY=
4.921750E-01
FT
1
' Path:. C:\UTILS
File: W5C_CS 663 .a.. 10-01-97 4:16:06 pm
1
WILLOW SPRINGS NORTH --- BASIN W5C COBBLE SWALE
'
INPUT DATA:
DISCHARGE
6.400000E-01
CFS Z!!5- Q.0
'
BOTTOM WIDTH
0.000000E+00
FT
BED SLOPE =
4.000000E-03
FT/FT
'
SIDE SLOPE
MANNINGS N
4.000000
3.500000E-02
RESULTS:
NORMAL DEPTH =
FLOW VELOCITY =
HYDR. DEPTH =
TOP WIDTH =
FROUDE NUMBER
SPECIFIC ENERGY=
4.161129E-01 FT
9.238057E-01 FPS
2.081125E-01 FT
3.328903 FT
3.568648E-01
4.293647E-01 FT
Page 1
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1 f a
F
i
y C I% h ,
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1
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1
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: cv;LLouj STANDARD FORM A
COMPLETED BY: I (3 r_ DATE: (o
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBAgIN
ZONE
(ac)
(ft)
M
(feet),
M
M
v. s
030
o.4o
o2Ici
f •G
340
0.S'5
p ;
a4o
D, 4o
v• t
90 .
a, o
� , I
Cr
�. o
U , d
/,ol
p,7
4dv
l.v
S. y
379,
0. s9
7=
0. 9
!& 0
4.4
o.4
is0
o.
p ,
a3v
o.4
I.�
C�3o
�%•$
-7av
o. 4
s
4
4/v
o.54
6•fr
43&
1. /4-
.240
o, 4
,.,
43o
o.4
o. 3
39;;s
0.4
o. F
430
0,4
grbv
Q. 4
4Sv
o.4
S . l
so 0
0.4
-7 -7 1
ARCH 1991 B-14 DESIGN CRITERIA
EFFECTIVENESS CALCULATIONS
PROJECT: STANDARD FORM B
COMPLETED BY: P/3L DATE: 6-/8-97 .
Erosion Control C-Factor P-Factor
Method Value Value Comment
G2A.,L C F; t�r+1 I, Uv U,$a >�Cc�S� lw✓0 �%%C@`7�
s%t9 FcMCr O..Su
Nvt M C/L-! 0,01 I. 0o
/,00
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(Ac)
CALCULATIONS
y✓
�iv•�ji
W �
o�. �
IoUa/ /ZcSaZ-YJ /fu% G/t�vct �<'hc+�
,
C -PAc��iL
P- Fay�2 = b. so
cam= [1-C•o�)C•u)7wo.i = oi�, �
+L•as}(.oi)�,
P-PASn
os)GA/p,
1E<
P-F-SC72 = U.aa
EFL= [l-(•uS)(.E)�ki;�r'/, - 9G
w4
�. j
SO% 1�{ c� , 30 u ctxi , /Uv `i G2�wGl "t %r•�
kJi G-F4e-/,a = C(,$)(.ot)+(,j�(.O(o)�
IP-F"Ac h,,1 =
MARCH 1991 9-15 DESIGN CRITERIA
EFFECTIVENESS CALCULATIONS
PROJECT: STANDARD FORM B
COMPLETED BY: ��� DATE:
Erosion Control C-Factor P-Factor
Method Value Value Comment
MAJOR
PS
SUB
AREA
BASIN
BASIN
(Ac)
CALCULATIONS
PA,,,v J %o �/,. L,tlA eL FL �cYL
WE c-FAc7.2o�—
P-FAc-7..2 = D.50
0 G
O•S
-jo % �cSEZ^G , Sp L
o.40
W7
U.v
SD "/u 2��L-�i, tS�1 0 l�/ci47 IJ�`v sF
6v�C-Fi{c72=a4,9
-
t2_FRC?,-n = a, By - - -
4i 4
v • I
Gj to
w11
0•7
CTTf,I •% - �S / �U C> i
' MARCH 1991 8.15 DESIGN CRITERIA
EFFECTIVENESS CALCULATIONS
PROJECT: I,,, i U vw rP2•N6 STANDARD FORM B
COMPLETED BY: DATE:
Erosion Control C-Factor P-Factor
Method Value Value Cominent._-__
6,lA✓G l F'i L-Ifcf l U iNLrT1/Pi v0OV7Ct• T
SC� fir•✓Cc-' I.Uv d..ro
PA. eMEO.ul l vo
D•Uly l.ar
RL J��C Q/j+•1✓1GFi
57(LAw OkLr PA-• I • u v • 8v
MAJOR
PS
SUB
AREA
BASIN
BASIN
(Ac)
CALCULATIONS
0,9
lOv> Rc-'CE(?.) /0,0% 62,4•-cl F-iLYI-,ti
C-Fkc7.q. c G:vG
ka.
0,4
Goon PA el 4v lvo% 6AA4.'ct rfL-7Zv�
wt c-Fa��.ti= �C•6JC•oli +[.4)�.vG)� = D. 03
?-Fkca) o
k3
v %
loG in 6L�s�2r�, 4��id P4,t7,a/ wa`: GR.t✓<< F���><
c✓L C-r=Ar--7,2=C(•c)[.v�)fiC.4?C:,�r�J = 0..04
X4
l oo aw 2c ScbY> 40 j.S7/ZAw CA LG- DA •..
/�-FAc��ti = D• �v
kS
/• £f
lao o /(� s� o /vv�o S�2A-✓ 64Lu 0,/ �•
C-Faces 1 = a. oG
MARCH 1991
B-15
DESIGN CRITERIA
EFFECTIVENESS CALCULATIONS
PROJECT: STANDARD FORM B
COMPLETED BY: DATE:
Erosion Control C-Factor P-Factor
Method _ Value Value Comment .. ...
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(Ac)
CALCULATIONS
kG
D. -7
2F-.$cceo -5'c, t A cV laa G44�6-L
—f—ac� —ZA =1-16 )C•OG) -FC,.r)G�Ii�
P- FA-c7� &
%fir-�FF�crr�,2 = O'1, 8a1
s
MARCH 1991 B•15 DESIGN CRITERIA
5�
EFFECTIVENESS CALCULATIONS
PROJECT: Lv;L4--i s('iL:N4s �✓Gti'�N STANDARD FORM B
COMPLETED BY: l7 b L DATE: !o -/ 8 - S ?
Erosion Control C-Factor P-Factor
.Method Value Value Comment
6&1vr l FI CTa-Yt 1. oo 0- � o
r-MA., /341t D41.00 !>, $O
s;L-f Fcvc,v /.vv d.SO
PA&,4MEt.T v,U► /,uJ
2= JcZ'/i/Mv�Glf D,Q[1, lJf�
MAJOR
PS
SUB
AREA
BASIN
BASIN
(Ac)
CALCULATIONS
aa
�S,S.
l
/. (o
/Uv
C-FhG'7.2 c Q,OG
P-FALTr/t
/✓v
Gvt. c-rAC--7,2=CC•GJC.vG) F(.4JCo�)� = o,
3
G.3
/00
4
0.9
(90 i 2&,Jra-ea 40i C F
TAA?A'ev,
k). C - rAc--7r n. = d� a T
f-FAC -7r/t = fsv
at: `F-- c $ � : �!
iA
w� C-FAC7al ��(•S)(.U6) FC•� J(.a
P-FAQ?, 2 a, s�
MARCH 1991 9.15 DESIGN CRITERIA
1
1
1
1
1
1
1
1
1
1
EFFECTIVENESS CALCULATIONS
PROJECT: STANDARD FORM B
COMPLETED BY: DATE:
Erosion Control C-Factor P-Factor
Method Value Value Comment
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(Ac)
CALCULATIONS
(�
o7. 3
/vv % 2, :s- laa .szet,4 aAz, 0-4n
C- F-Ac.T,el- c d, UG
F4c7, t
lul1:[9:i%�II
8.15
DESIGN CRITERIA
CONSTRUCTION SEQUENCE
'
PROJECT:
STANDARD FORM C
'
SEQUENCE FOR 19 7 ONLY COMPLETED BY: Dal-
DATE: 6
Indicate by use of a bar line or symbols when erosion control measures will be installed.
Major modifications to an approved schedule may require submitting a
new schedule for
'
approval by the City Engineer.
YEAR Sc=P, �c7 7 O cT �5.7
NvU. 9 7
'
MONTH I I I I I I I
I
OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughening
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
'
Other
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
'
Silt Fence Barriers
Sand Bags
'
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
'
Other
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
'
Sod Installation
Nettings/Mate/Blankets
Other
'
STRUCTURES: INSTALLED BY MAINTAINED BY
VEGETATION/MULCHING CONTRACTOR
'
DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
MARCH 1991
9-16
DESIGN CRITERIA
OPINION OF COST
Client: Andover Development Partners
Project: Willow Springs North P.U.D.
Date: 10/2/97
Job No. 10-866-001
No. Item
Quantity
Units
Unit Cost
Total
1. EROSION CONTROL ( Developer)
RESEEDVsRJLCH
20
Ac.
$650.00
$13 000.00
GRAVEL INLET FILTER
9
EA
$350.00
$3,150.00
SILT FENCE
325
L.F.
$2.00
$650.00
STRAW BALE BARRIERS
16
EA
$250.00
$4 000.00
AREA INLET FILTER
1
EA
$500.00
$500.00
SEDFvIENP TRAP
3
EA
$500.00
$1.500.00
Erosion Control Subtotal
150% Subtotal
S22,800.00
$34,200.00
2. EROSION CONTROL (City)
RESEED%IULCH
251
Ac.
1 $565.001
$14125.00
Erosion Control Subtotal
150% Subtotal
$14,125.00
S21,187.50
EROSION CONTROL ESCROW AMOUNT
$34,200.00
This is an Opinion of Cost and supplied only as a guide. TST is not responsible for fluctuation in costs
of material, labor or unforeseen contigencies.
TST, INC.
Consulting Engineers Page 1 of 1