HomeMy WebLinkAboutDrainage Reports - 01/25/1999Fhal Report
PROPERTY OF
FORT COLUNS UTUMES
Final Drainage and
Erosion Control Study
Centre Avenue Extension
Fort Collins, Colorado
January 1999
THE
SEAR -BROWN
GROUP
Standards in Excellence
THE SEAR -BROWN GROUP
FULL -SERVICE DESIGN PROFESSIONALS
FORMERLY RBD, INC.
209 SOUTH MELDRUM
FORT COLLINS, COLORADO 80521-2603
970-482-5922 FAX:970-482-6368
January 27, 1999
Mr. Basil Hamdan
City of Fort Collins
Water Utilities--Stormwater
700 Wood Street
1 Fort Collins, Colorado 80521
RE: Final Drainage and Erosion Control Study for Centre Avenue Extension
�f Dear Basil:
We are pleased to re -submit to you, for your re -review and approval, this Final Drainage and
Erosion Control Study for the Centre Avenue Extension. This study includes extension of the
Centre for Advanced Technology storm sewer, and design and analysis of Arthurs Ditch,
Sherwood Lateral and Larimer No. 2 Canals. Because the design of the Spring Creek Crossing
Structure is being designed by others, this modeling is not included in this report. All
computations within this report have been completed in compliance with the City of Fort Collins
C Storm Drainage Design Criteria.
Please note that Storm Drain B inlet/pipe sizes have changed. The areas used in computing runoff
in Basins 5A, 5B, 6 and 7 were incorrect. The new inlet/pipe sizes shown result from using the
corrected runoff amount in the sizing calculations.
We appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
Respectfully,
The Sear -Brown Group, Inc.
Prepared by: Revised by:
Gerald A. Gibbens, P.E. Debbie Haferman, E.I.T.
Water Resource Engineer Water Resource Engineer
NEW YORK•PENNSYLVANIA
COLORADO•UTAH
STANDARDS IN EXCELLENCE EQUAL OPPORTUNITY EMPLOYER
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Reviewed by:
6!1
Kevin W. Gingery, P.E.
Engineering Manager
Icc: File 120-030B
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I. GENERAL LOCATION AND DESCRIPTION
A. Location 1
B. Description of Property 1
II. DRAINAGE BASINS
A. Major Basin Description 1
B. SWMM Revisions 2
III. DRAINAGE DESIGN CRITERIA
A. Regulations 2
B. Development Criteria Reference and Constraints 2
C. Hydrologic Criteria 2
D. Hydraulic Criteria 2
E. Variances from Criteria 3
IV. DRAINAGE FACILITY DESIGN
A. General Concept 3
B. Specific Details 3
V. STORM WATER QUALITY
A. General Concept 5
VI. EROSION CONTROL
A. General Concept 5
B. Specific Details 5
VII. CONCLUSIONS
A. Compliance with Standards 6
B. Drainage Concept 6
C. Storm Water Quality Concept 6
D. Erosion Control Concepts 6
REFERENCES 7
UVOW1^_0-0 MENTR} V)RAINRPT,1200'0DR.RPT
DESCRIPTION PAGE
HYDROLOGY...............................................................3
EXISTING CAT STORM SEWER EXTENSION - STORM DRAIN A .................. 13
STORM DRAIN B AND SWALE B (STATION 40+76) ............................. 32
STORM DRAIN C (STATION 45+75)........................................... 43
CSU OUTFALL & CULVERT D................................................ 49
CULVERT E ..............................................................59
LAREAER NO.2 CULVERT ................................................... 65
SHERWOOD LATERAL CULVERT ............................................ 78
ARTHURS DITCH CULVERT ................................................ 182
EROSION CONTROL.......................................................194
CHARTS, TABLES AND FIGURES ............................................ 202
HEC-2 CROSS SECTIONS SHERWOOD LATERAL .............................. 210
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II.
FINAL DRAINAGE AND
EROSION CONTROL STUDY
FOR THE CENTRE AVENUE EXTENSION
FORT COLLINS, COLORADO
GENERAL LOCATION AND DESCRIPTION
A. Location
The Centre Avenue Extension will connect existing portions of Centre Avenue
from Prospect Street west of the University Park Holiday Inn to the intersection of
Research Boulevard in the Centre for Advanced Technology.
The site is located in the Northeast 1/4 of Section 23, Township 7 North, Range
69 West of the 6th P.M., City of Fort Collins, Larimer County, Colorado. The
site location is shown in the vicinity map on the first page of the Appendix.
B. Description of Property
The proposed road extension is located on land presently owned by Colorado State
University Research Foundation (CSURF) and Colorado State University. Native
grasses presently cover the property. Three canals, as well as Spring Creek, flow
through the site. The existing topography generally slopes towards Spring Creek
at various slopes.
A portion of the site is located within zone AE of the Federal Emergency
Management Agency (FEMA) defined 100-year and 500-year floodplains. The
analysis associated with placing the road embankment and culvert structure in the
floodplain is being performed by others, and thus is not included within this report.
DRAINAGE BASINS
A. Major Basin Description
The proposed road extension forms the boundary between existing modified sub -
basin 127 and proposed sub -basin 126 in the Spring Creek Basin. The road will
discharge stormwater downstream of the Spring Creek Crossing Structure. Both
basins are currently mostly undeveloped and will continue to be undeveloped
because both lie primarily within the 100-year floodplain.
Existing drainage patterns are primarily west to east as shown on Exhibit 1 in the
back pocket of this report. Basin OSi currently sheet flows into the Sherwood
Lateral. If this basin is developed in the future, stormwater runoff must be
' diverted to the west and/or north across the Sherwood Lateral to Spring Creek.
Stormwater flow will not be permitted to enter the Sherwood Lateral and the
system in Centre Avenue was not designed to receive this flow.
The analysis of the impacts associated with placing the Centre Avenue Extension
across the existing flow paths in the project site is being performed by others and
thus is not included in this report. The reader is referred to the report entitled
1 "Hydraulic Evaluation and Design of the Centre Avenue Bridge at Spring Creek,
Fort Collins, Colorado" by Lidstone & Anderson, dated December 22, 1998.
B. SWMM Revisions
The SWMM model for this site has been modified and updated by Lidstone &
Anderson. The reader is referred to their report entitled "Hydraulic Evaluation and
Design of the Centre Avenue Bridge at Spring Creek, Fort Collins, Colorado"
dated December 22, 1998.
III. DRAINAGE DESIGN CRITERIA
A. Regulations
The City of Fort Collins Storm Drainage Design Criteria is being used for the
subject site. Modifications to the FEMA Floodplain will be submitted by others
under separate cover.
B. Development Criteria Reference and Constraints
Development of drainage facilities comply with the Spring Creek Master Drainage
Plan.
C. Hydrologic Criteria
Regional hydrologic modeling was completed using the Rational Method These
calculations and criteria are included in the Appendix of this report.
D. Hydraulic Criteria
All hydraulic calculations within this report have been prepared in accordance with
the City of Fort Collins Drainage Criteria and are also included in the Appendix.
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' E. Variances from Criteria
A variance is hereby requested for this project to permit a reduced Rainfall
Performance Standard value. This variance request is further detailed in the
Erosion Control section of this report.
IV. DRAINAGE FACILITY DESIGN
' A. General Concept
The existing 42 inch storm sewer from the Centre for Advanced Technology will
be extended to outfall into a swale just north of the Sherwood Lateral crossing.
This swale outfalls to Spring Creek. In addition, runoff produced from the Centre
Avenue extension will be conveyed to Spring Creek.
Reinforced concrete box culverts have been designed for each of the irrigation
canal crossings. The canals have also been realigned at the crossings to provide
perpendicular crossings to the road. The culverts and realignments have been
designed to not increase the existing upstream water surface elevation of the canal.
Design discharge were obtained from each canal operating agency, and the
proposed culvert sizes have been verbally verified with the agencies.
B. Specific Details
The existing 42-inch storm sewer which services the Centre for Advanced
Technology is being extended north beneath Centre Avenue, and will discharge into
a drainage swale on the east side of the road just north of the Sherwood Lateral.
The storm sewer will flow above the Sherwood Lateral culvert through a 34" x 53"
horizontal elliptical reinforced concrete pipe (equivalent 42-inch diameter RCP).
The swale will flow north and collect one other storm sewer (storm drain B). The
Swale outfalls into Spring Creek just downstream of the crossing structure.
The on -site runoff produced by Centre Avenue will drain into two sets of inlets.
One set will be placed in each flowline at the low point of the road approximately
at roadway station 40+76. The inlets will discharge into a 27-inch diameter RCP
storm sewer which will outfall into the swale on the east side of the road. The
other set of inlets will be placed in each flowline approximately at roadway station
45+75. The inlets will discharge into a 15-inch diameter RCP storm sewer, which
will outfall directly into Spring Creek through the north wall of the Spring Creek
crossing structure.
The Centre Avenue extension will require the removal of approximately 90 feet of
storm sewer which originates from CSU property to the northwest of the site. This
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storm sewer is inflow hydrograph 299 in the SWMM model. A flared end section
will be retrofitted onto the existing storm sewer, and a swale constructed which
conveys the storm sewer outfall to Spring Creek upstream of the crossing structure.
A 42-inch RCP will be required below the access road to convey the 100-year
discharge of 57 cfs.
By request of the operating ditch company, the Larimer No. 2 canal crossing has
been designed with a 20-foot by 5-foot reinforced concrete box culvert (Strachan,
1998). The decreed flow in the canal is 155cfs (Moen, 1998). In addition, the
canal collects a small amount of stormwater, that for the purposes of these
calculations only, has been estimated at 100 cfs. To verify the size of the proposed
culvert, the HY8 computer program was used to develop required upstream head
for the culvert. This was compared with normal depth of the canal section.
Because required head for the two design discharges is less than normal depth for
the canal, it was concluded that the proposed structure would be adequate for the
crossing.
The Sherwood Lateral crossing has been designed with a 10-foot by 3-foot
reinforced concrete box culvert. A HEC-2 analysis was performed on the canal
with both existing alignment and cross -sections and the proposed alignment and
cross -sections. The realignment and culvert increase the upstream water surface
elevation at the normal operating capacity of 55 cfs (Johnson, 1998) by 0.32 feet
immediately upstream of the structure, and by 0.13 feet approximately 550 feet
upstream of the proposed culvert. The water surface elevation at all points along
the canal with storm flows has a minimum freeboard of 1.0 foot. No bank raising
is anticipated.
Runoff from the proposed NRRC-GSA site will be conveyed across the Sherwood
Lateral in a flume. The flume design can be found in the report entitled "Final
Drainage and Erosion Control Study, GSA-NRRC Facility, Fort Collins,
Colorado" by The Sear -Brown Group, December, 1998. The downstream grading
and erosion control will be constructed with the Centre Avenue Extension as shown
on the drawings. Until this downstream conveyance is completed, runoff from the
NRRC-GSA site will continue to flow to a temporary sedimentation basin where
flow is then pumped across the Sherwood Lateral. The flume will act as an
emergency overflow for this sedimentation basin until downstream improvements
are completed with the Centre Avenue Extension.
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The Arthurs Ditch crossing has been designed with a 10-foot by 3-foot reinforced
concrete box culvert. Culvert sizes were verified at the normal operating discharge
of 50 cfs (Johnson, 1998) and a storm water discharge of an additional 20 cfs using
identical methods as those used for the Latimer No. 2 canal. Because upstream
head requirements for the culvert are increased by less than 3 inches (still providing
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1 foot of freeboard), it was concluded that the culvert size is adequate for
anticipated flow conditions.
V. STORM WATER QUALITY
A. General Concept
The water quality of storm water runoff must be addressed on all final design utility
plans. The Centre Avenue Extension is anticipating construction beginning in
Spring 1999. Therefore, for this project, we have sought to find various Best
Management Practices for the treatment of storm water runoff. The roadway
extension consists almost entirely of paved surfaces. But, a majority of the surface
runoff outfalls into a grass -lined swale east of the roadway. This grass -lined feature
will provide a mechanism for pollutants to settle out of the stormwater runoff as
runoff is directed to Spring Creek.
r VI. EROSION CONTROL
A. General Concept
This development lies within the High Rainfall Erodibility Zone and the Moderate
to High Wind Erodibility Zone per the City of Fort Collins zone maps. The
potential exists for moderate erosion problems after completion of the Centre
Avenue Extension, due to some proposed site slopes of greater than 2 percent. It
is also anticipated that the project site improvements will be subject to both wind
and rainfall erosion before new vegetation can take hold.
' A variance is requested with submittal of this report to allow a reduced Rainfall
Performance Standard (RPS) for this project. The calculated RPS for the existing
condition is 84.5 during construction and 99.5 after construction. Proposed
erosion control practices include the use of straw bale barriers within swales, silt
fence at the toes of most slopes, erosion control fabric and mulching and seeding
of the embankment side slopes, These practices provide a maximum practically
achievable erosion control effectiveness of 61.03 during and 97.04 after
construction. However, it is our professional judgement that these proposed
' practices will wholly satisfy the City's erosion control standards qualitatively if not
quantitatively.
B. Specific Details
All disturbed areas not in a roadway shall have permanent vegetation seed applied.
1 After seeding, a hay or straw mulch shall be applied over the seed at a rate of 1 '/z -
2 tons/acre maximum, and the mulch shall be adequately anchored, tacked, or
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crimped into the soil. Straw bale barriers will be installed in the canal sections and
in the proposed swale. Silt fence barrier will be installed prior to any grading
outside the limits of any proposed grading.
VII. CONCLUSIONS
T A. Compliance with Standards
All computations that have been completed within this report are in compliance
with the City of Fort Collins Erosion Control Reference Manual for Construction
' Sites and the Storm Drainage Design Criteria Manual.
B. Drainage Concept
The proposed drainage concepts adequately provide for the transmission of
developed on -site runoff to Spring Creek. In addition, all canal crossings are
designed to have minimal impact on normal operations.
If for some unforeseen reason groundwater is encountered at the time of
construction, a Colorado Department of Health Construction Dewatering Permit
would be required.
C. Storm Water Quality Concept
The grass -lined channel will provide an opportunity for storm water pollutants to
filter out of the stormwater runoff before the runoff is discharged further
downstream.
D. Erosion Control Concepts
' The proposed erosion control concepts adequately provide for the control of wind
and rainfall erosion from Centre Avenue. Although the City of Fort Collins
performance standards will not be met, it is anticipated that construction of the
proposed erosion control facilities will adequately address erosion. The proposed
erosion control concepts presented in this report and shown on the erosion control
plan are in compliance with the City of Fort Collins erosion control criteria.
1 6
REFERENCES
1.
Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins,
Colorado, revised January 1997.
2.
Erosion Control Reference Manual for Construction Sites by the City of Fort Collins,
Colorado, January 1991.
r3.
Hayes, Susan D., Marsha M. Hilmes. 1998. Personal Communication (letter). City of
Fort Collins Water Utility, Stormwater. July 2.
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4.
Johnson, Cal. 1998. Personal Communication (telephone). Aurthurs Ditch President.
June 29.
5.
Moen, John. 1998. Personal Communication (telephone). Larimer County No.2 ditch
rider. June 24.
6.
Strachen, John. 1998. Personal Communication (telephone). Larimer County No. 2
President.
7.
Drainage Report of the Centre for Advanced Technology Special Improvement District by
RBD, Inc., February, 1987.
8.
Final Drainage and Erosion Control Study, GSA-NRRC Facility, Fort Collins, Colorado,
by The Sear -Brown Group, December, 1998.
9.
Hydraulic Evaluation and Design of the Centre Avenue Bridge at Spring Creek, Fort
Collins, Colorado, by Lidstone & Anders , ,
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Centre Avenue Extension
Inlet Design
East side of road
Inlet Cl: Sub -basin 8 Direct Flow =
4.5
Intercepted Flow =
3.73
Carry-over Flow =
0.77
Inlet 61: Sub -basin 5A Direct Flow =
10.3
Sub -basin 6 Direct Flow =
8.3
Carry-over from Inlet C1 =
0.77
Total flow =
19.37
Intercepted flow =
19.37
Carry-over flow =
0
West side of road
Inlet C2: Sub -basin 9 Direct Flow =
4.5
Intercepted Flow =
3.73
Carry-over Flow =
0.77
Inlet 62: Sub -basin 5B Direct Flow =
11
Sub -basin 7 Direct Flow =
8.4
Carry-over from Inlet C2 =
0.77
Total flow =
20.17
Intercepted flow =
20.17
Carry-over flow =
0
Pt 8 (b?l,)
11 4s
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SHMILMISLAIIIII,
INC
Engineering Consultants
CLIENT 0--J7%4 -c�) �-r JOBNO.—
PROJECT CXLCULA,' NONS FOR (nA lTT f V7-(Cil/
V.AqE BY EY-1 DATE 7� CHECKED BY —DATE - $MEET 7 OF
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11
k
lculations for Curb Capacities and Velocities
jor and Minor Storms
per City of Fort Collins Storm Drainage Design Criteria
IOLLECTOR u/ 6" Vertical curb and gutter Prepared by: R6D, Inc.
0 is for one side of the road only February 28, 1992
is based on theoretical capacities
Area = 3.55 sq.ft. Area = 28.96 sq.ft.
Minor Storm . Major Storm
'Slope : Red. . Minor . 0 V . Major . 0 V
(%) :Factor : X . (cfs) (fps) . X . (cfs) (fps)
'0.40 : 0.50 : 135.32 : 4.28
0.50 : 0.65 : 135.32 : 6.22
0.60 : 0.60 : 135.32 : 8.39
0.70 : 0.80 : 135.32 : 9.06
0.80 : 0.80 : 135.32 :. 9.68
0.90 : 0.80 : 135.32 : 10.27
1.00 : 0.60 : 135.32 : 10.83
'1.25 : 0.80 : 135.32 : 12.10
1.50 : 0.80 : 135.32 : 13.26
1.75 : 0.60 : 135.32 : 14.32
2.00 : 0.80 : 135.32 : 15.31
2.25 : 0.78 : 135.32 : 15.63
2.51 : 0.76 : 135.32 : 16.26
2.75 : 0.74 : 135.32 : 16.61
3.00 : 0.72 : 135.32 : 16.88
3.25 : 0.69 : 135.32 : 16.83
3.50 : 0.66 : 135.32 : 16.71
'3.75 : 0.63 : 135.32 : 16.51
4.00 : 0.60 : 135.32 : 16.24
4.25 : 0.58 : 135.32 : 16.18
4.50 : 0.54 : 135.32 : 15.50 :
'4. T : 0.52 : 135.32 : i5.34 :
5.00 : 0.49 : 135.32 : 14.83
5.25 : 0.46 : 135.32 : 14.26
5.50 : 0.44 : 135.32 : 13.96
c.To ! 0.42 135.32 : 13.63
6.00 : 0.40 : 135.32 : 13.26
I
I
2.41 : 1129.59 : 35.72 : 2.47 :
2.70 : 1129.59 : 51.92 : 2.76 :
2.95 : I129.59 : 70.00 : 3.02
3.19 : 1129.59 : 75.61 : 3.26
3.41 : 1129.59 : 80.63 : 3.49
3.62 : 1129.59 : 85.73 : 3.70
3.61 : 1129.59 : 90.37 : 3.90
4.26 : 1129.59 : 101.03 4.36
4.67 : 1129.59 : 110.68 : 4.78
5.04 : 1129.59 : 119.54 5.16
5.39 : 1129.59 : 127.80 : 5.52
5.72 : 1129.59 : 132.16 5.85
6.03 : I129.59 : 135.74 6.17
6.32 : 1129.59 : 138.62 6.47
6.60 : 1129.59 : 140.87 : 6.76
6.87 : 1129.59 : 140.51 : 7.03
7.13 : 1129.59 : 139.48 : 7.30
7.38 : 1129.59 : 137.81 : 7.55
7.62 : 1129.59 : 135.55 : 7.80
7.66 : 1129.59 : 135.07 : 8.04
8.09 : 1129.59 : 129.40 : 8.27
8.31 : 1129.59 : 128.02 : 8.50
8.52 : 1129.59 : 123.77 : 8.72
8.73 : 1129.59 : 119.06 : 8.94 :
8.94 : 1129.59 1116.56 : 9.15
9.14 : 1129.59 : 113.76 : 9.35
9.34 : 1129.59 : 110.68 : 9.55
EXISTING CAT STORM SEWER AND
EXTENSION - STORM DRAIN A
13
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------------------(-/----------- ----- /y'O�d A-11C1d _74""70 /z
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool. Fund Study
( y4e-
�' USER:RDB-Fort Collins -Colorado ...............................................
ON DATA 10-22-1998 AT TIME 13:46:04 VERSION=01-17-1997 �m
*** PROJECT TITLE :CENTRE AVENUE EXTENSION
*** RETURN PERIOD OF FLOOD IS 100 YEARS (ei z 111V-�
SUMMARY OF HYDRAULICS AT MANHOLESAIL
-------------------------------------------------------------------------------- 1%'I
MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HRCFS FEET FEET
-----------------------------
100.00 0.00 0.01 0.00 11.42 1112.21 1014,10 OK
101.00 12.53 8.36 4.90 61.42 5023.30 5019.51 OK
1 102.00 12.53 8.19 4.90 61.42 5029.60 5022.26 OK
103.00 12.53 7.78 4.90 61.42 5034.60 5023.84 OK
104.00 12.53 7.32 4.90 61.42 5037.10 5025.38 OK
105.00 12.53 7.14 4.90 61.42 5038.37 5030.62 OK
106.00 12.53 6.63 4.90 61.42 5044.48 5034.07 OK
107.00 12.53 6.26 4.90 61.42 5047.10 5035.19 OK
108.00 11.66 5.94 4.90 57.11 5046.68 5035.90 OK
109.00 11.66 5.07 4.90 57.11 5042.92 5037.69 OK
110.00 2.70 5.00 4.90 13.23 5042.92 5039.88 OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION T. ,1
*** SUMMARY OF SEWER HYDRAULICS U/5
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8
-------------------------------------------------------------------------------
SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING
ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH
ID ID NO ------------------ ------------(IN)-(FT) (IN) (FT) (IN)(FT)(FT)
-----
1001.00 101.00 100.00 ROUND 26.00 27.00 36.00 0.00
1002.00 102.00 101.00 ROUND 30.50 33.00 36.00 0.00
1003.00 103.00 102.00 ROUND 38.58 42.00 42.00 0.00
1004.00 104.00 103.00 ROUND 37.40 42.00 42.00 0.00
1005.00 105.00 104.00 ROUND 29.06 30.00 36.00 0.00
1006.00 106.00 105.00 ROUND 35.04 36.00 36.00 0.00
1007.00 107.00 106.00 ROUND 41.45 42.00 42.00 0.00
1008.00 108.00 107.00 ROUND 40.34 42.00 42.00 0.00
1009.00 109.00 108.00 ROUND 40.34 42.00 42.00 0.00
�i 1010.00 110.00 109.00 ROUND 15.92 18.00 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,
EXISTTNG SIZE WAS USED
/s
II
)I,
I.
I
--------------------------------
SEWER
DESIGN
FLOW
NORMAL
ID
FLOW Q
FULL Q
DEPTH
NUMBER
CFS
CFS
FEET
--------------------------------
1001.0
61.4
146.7
1.35
1002.0
61.4
95.8
1.75
1003.0
61.4
77.3
2.36
1004.0
61.4
83.9
2.22
1005.0
61.4
109.1
1.61
1006.0
61.4
66.2
2.28
1007.0
61.4
63.8
2.76
1008.0
57.1
63.8
2.58
1009.0
57.1
63.8
2.58
1010.0
13.2
18.4
0.94
---------------------------------------------
NORAML 'CRITIC
CRITIC
FULL
FROUDE
COMMENT
VLCITY
DEPTH
VLCITY
VLCITY
NO.
FPS
FEET
FPS
FPS
---------------------------------------------
19.83
2.51
9.71
8.69
3.43
V-OK
14.39
2.51
9.71
8.69
2.11
V-OK
8.92
2.48
8.43
6.38
1.08
V-OK
9.53
2.48
8.43
6.38
1.21
V-OK
15.89
2.51
9.71
8.69
2.46
V-OK
10.64
2.51
9.71
8.69
1.25
V-OK
7.55
2.48
8.43
6.38
0.79
V-OK
7.50
2.36
8.26
5.94
0.84
V-OK
7.50
2.36
8.26
5.94
0.84
V-OK
11.34
1.34
7.94
7.49
2.23
V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
-------------------------------------------------------------
SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH
ID NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
-------------------------------------------------------------
%
(FT)
(FT)
(FT)
(FT)
1001.00
4.10
5017.00
5012.29
3.30
96.99
1002.00
1.75
5019.75
5017.25
6.85
3.05
1003.00
0.50
5021.36
5020.25
9.74
5.85
1004.00
0.59
5022.90
5021.37
10.70
9.73
1005.00
2.66
5028.11
5023.40
7.26
10.70
1006.00
0.98
5031.56
5028.38
9.92
7.00
1007.00
0.40
5032.42
5031.76
11.18
9.22
1008.00
0.40
5033.30
5032.72
9.88
10.88
1009.00
0.40
5035.06
5033.50
4.36
9.68
1010.00
3.06
5038.54
5037.01
2.88
4.41
OK MEANS BURIED
DEPTH
IS GREATER
THAN REQUIRED SOIL
COVER OF
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
------------------------------
SEWER
SEWER
SURCHARGED
ID NUMBER
LENGTH
LENGTH
FEET
FEET
---------------------
1001.00
115.00
0.00
1002.00
143.00
0.00
1003.00
222.00
0.00
1004.00
260.00
0.00
1005.00
177.00
0.00
1006.00
325.00
0.00
1007.00
165.00
0.00
1008.00
145.00
0.00
1009.00
390.00
0.00
1010.00
50.00
0.00
COMMENTS
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
2 FEET
------------------------------------------------
CROWN ELEVATION
WATER ELEVATION
FLOW
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
CONDITION
FEET
FEET
----------FEET
5020.00
------FEET
5015.29
------
5019.51
5014.10
JUMP
5022.75
5020.25
5022.26
5019.51
JUMP
5024.86
5023.75
5023.84
5022.26
JUMP
5026.40
5024.87
5025.38
5023.84
JUMP
5031.11
5026.40
5030.62
5025.38
JUMP
5034.56
5031.38
5034.07
5030.62
JUMP
5035.92
5035.26
5035.19
5034.07
SUBCR
5036.80
5036.22
5035.90
5035.19
SUBCR
5038.56
5037.00
5037.69
5035.90
SUBCR
5040.04
5038.51
5039.88
5037.69
JUMP
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
11
***
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-
1001.0
101.00
5020.98
6.88 1.00
0.00 0.00
0.00
100.00
5014.10
1002.0
102.00
5023.73
2.68 0.06
0.07 0.00
0.00
101.00
5020.98
1003.0
103.00
5024.94
1.17 0.07
0.04 0.00
0.00
102.00
5023.73
1004.0
104.00
5026.48
1.49 0.08
0.05 0.00
0.00
103.00
5024.94
1005.0
105.00
5032.09
5.54 0.06
0.07 0.00
0.00
104.00
5026.48
1006.0
106.00
5035.54
3.33 0.10
0.12 0.00
0.00
105.00
5032.09
1007.0
107.00
5036.07
0.50 0.06
0.04 0.00
0.00
106.00
5035.54
1008.0
108.00
5036.77
0.67 0.05
0.03 0.00
0.00
107.00
5036.07
1009.0
109.00
5038.56
1.75 0.08
0.04 0.00
0.00
108.00
5036.77
1010.0
110.00
5040*11
IF,--
1.25 1.20
1.04 0.00
0.00
109.00
5031,56
txl5 evsjL, (!- LG
L)
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=O.
FRICTION LOSS
WAS ESTIMATED BY
BACKWATER CURVE COMPUTATIONS.
It
17
I t
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties 8 UDFCD Pool Fund Study_
USER:RDB-Fort Collins -Colorado...............................................
ON DATA 10-09-1998 AT TIME 07:49:35 VERSION=01-17-1997
*** PROJECT TITLE :Existing CAT Storm Sewer
i *** RETURN PERIOD OF FLOOD IS 100 YEARS
(Design flow hydrology not calculated using UDSEWER)
SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
14ANHOLE CNTRBTING RAINFALL RAINFALL
DESIGN GROUND WATER COMMENTS
ID NUMBER AREA * C DURATION INTENSITY
PEAK FLOW ELEVATION ELEVATION
'
- MINUTES INCH/HR
CFS FEET FEET '
--- ------- --
100.00
--- --- -
61.42 5112.28 5014.10
-
OK
101.00
102.00
61.42 5023.30 5019.51
61.42 5029.60 5022.26
OK
OK i ,i�h
£L = 50 22, 33
103.00
61.42 5034.60 5023.89
OKy+i�h
pxl6nsi WSe-" - 5a01.3 g$
104.00
61.42 5037.10 5025.43
OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
i
�
*** SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1
�I
----------------------------------------------------------------------------
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)
-------------------------------------------------------------------------------
1001.00 101.00 100.00 ROUND
26.79 27.00 36.00
0.00
1002.00 102.00 101.00 ROUND
31.43 33.00 36.00
0.00
1003.00 103.00 . 102.00 ROUND
39.75 42.00 42.00
0.00
.
1004.00 104.00 103.00 ROUND
39.75 42.00 42.00
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
-------------------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML
CRITIC CRITIC FULL FROUDE
COMMENT
ID FLOW Q FULL 0 DEPTH VLCITY
DEPTH VLCITY VLCITY NO.
--NUMBER CFS CFS FEET FPS
----------------------------------------------------------------------------
FEET FPS FPS
1OD1.0 61.4 135.4 1.42 18.68
2.51 9.71 8.69 3.14
V-OK
1002.0 61.4 88.5 1.84 13.52
2.51 9.71 8.69 1.91
V-OK
1003.0 61.4 71.3 2.50 8.34
2.48 8.43 6.38 0.96
V-OK
1004.0 61.4 71.3 2.50 8.34
2.48 8.43 6.38 0.96
V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
----------------------------------------------------------------------
SEWER SLOPE INVERT ELEVATION
BURIED DEPTH COMMENTS
ID NUMBER UPSTREAM DNSTREAM
UPSTREAM DNSTREAM
(FT) (FT)
(FT) (FT)
--X
1001.00 4.10 5017.00 5012.29
3.30 96.99 OK
1002.00 1.75 5019.75 5017.25
6.85 3.05 OK
1003.00 0.50 5021.36 5020.25
9.74 5.85 OK
1004.00 0.50 5022.90 5021.60
10.70 9.50 OK
OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET
/8
I
2
I
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION
FLOW
NUMBER LENGTH LENGTH
UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
.
- -ID
FEET
FEET FEET FEET FEET FEET
-------------------------------------------------------------
1001.00 115.00
0.00 5020.00 5015.29 5019.51 5014.10
JUMP
1002.00 143.00
0.00 5022.75 5020.25 5022.26 5019.51
JUMP
1003.00 222.00
0.00 5024.86 5023.75 5023.89 5022.26
SUBCR
1004.00 260.00
0.00 5026.40 5025.10 5025.43 5023.89
SUBCR
PRSSIED=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 1D
FT
1001.0 101.00 5020.98
1002.0 102.00 5023.73
6.88 1.00 0.00 0.00 0.00 100.00
2.68 0.06 0.07 0.00 0.00 101.00
5014.10
5020.98
1003.0 103.00 5024.99
1.21 0.07 0.04 0.00 0.00 102.00
5023.73
1004.0 104.00 5026.53
1.50 0.08 0.05 0.00 0.00 103.00
5024.99
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=O.
FRICTION LOSS
WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
i
I
f
i
11,
/9
Outlet Channel of Existing 36" St. Sewer
�r Worksheet for Trapezoidal Channel
j
Project Description
Project File
h:\site\projects\csurf\120-030\hydraulc\123030sd.fm2
Worksheet
Outlet of Existing 36" Storm Sewer
�.
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.035
Channel Slope
0.045500 ft/ft
Left Side Slope
2.500000 H : V
Right Side Slope
4.500000 H : V
Bottom Width
2.00 ft
Discharge
138-60 cfs
Results
Depth
1.82
ft
�i
Flow Area
15.27
ft2
Wetted Perimeter
15.31
ft
Top Width
14.76
ft
Critical Depth
2.23
ft
Critical Slope
0.017464 f tft
Velocity
9.04
ftts
Velocity Head
1.27
ft
Specific Energy
3.09
ft
Froude Number
1.57
1
Flow is supercritical.
1
10/23/97 The Sear -Brown Group
11:35:55 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
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1
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool Fund Study
1 USER:RDB-Fort Collins -Colorado ...............................................
ON DATA 01-25-1999 AT TIME 13:22:54 VERSION=01-17-1997
*** PROJECT TITLE :Storm Drain A - Extension of 36" storm sewer to Sherwood Lateral
RETURN PERIOD OF FLOOD IS 100 YEARS
(Design flow hydrology not calculated using UDSEWER)
*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL
DESIGN GROUND WATER COMMENTS
ID NUMBER AREA * C DURATION INTENSITY
MINUTES INCH/HR
PEAK FLOW ELEVATION ELEVATION
CFS FEET FEET
100.00
----- --------
61.42 4994.00 494996.36.38
NO
1.00
2.00
61.42 5002.55 5000.01
61.42 5008.41 5003.86
OK
OK
102.00
61.42 5026.30 5022.33
OK
103.00
61.42 5034.60 5023.88
OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
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) (1N) (FT)
(FT)
-------------------------------------------------------------------------------
10.00 1.00 100.00 ROUND
33.38 36.00 30.00
0.00
11.00 2.00 1.00 BOX
2.03 2.50 2.83
3.60
12.00 102.00 2.00 ROUND
25.70 27.00 36.00
0.00
1003.00 103.00 102.00 ROUND
39.75 42.00 42.00
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
-------------------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML
ID FLOW Q FULL 0 DEPTH VLCITY
CRITIC CRITIC FULL FROUDE
DEPTH VLCITY VLCITY NO.
COMMENT
NUMBER CFS CFS FEET FPS
FEET FPS FPS
-------------------------------------------------------------------------------
10.0 61.4 46.3 2.50 12.51
2.36 12.80 12.51 0.00
V-OK
11.0 61.4 75.5 2.03 8.42
2.08 8.19 6.03 1.04
V-OK
12.0 61.4 151.3 1.33 20.29
2.51 9.71 8.69 3.55
V-HI
1003.0 61.4 71.3 2.50 8.34
2.48 8.43 6.38 0.96
V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED
FLOW OCCURS
----------------------------------------------------------------------
SEWER SLOPE INVERT ELEVATION
BURIED DEPTH COMMENTS
ID NUMBER UPSTREAM DNSTREAM
% (FT) (FT)
UPSTREAM DNSTREAM
(FT) (FT)
-------------------------------------------------
10.00 1.27 4996.00 4994.01
4.05 -2.51 NO
11.00 0.57 4998.84 4996.09
6.74 3.63 OK
12.00 5.12 5019.82 4998.83
3.48 6.58 OK
1003.00 0.50 5021.36 5020.25
9.74 2.55 OK
OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1.5 FEET
i
Z Z
*** SUMMARY OF HYDRAULIC
GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION
FLOW
ID NUMBER LENGTH LENGTH
UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
f�
FEET
FEET FEET FEET FEET FEET
--------- - ----------'-------------------------------------------------
10.00 157.00
157.00 4998.50 4996.51 5000.01 4996.38
PRSS'ED
11.00 483.00
483.00 5001.67 4998.92 5003.86 5000.01
PRSS'ED
12.00 410.00
34.74 5022.82 5001.83 5022.33 5003.86
JUMP
1003.00 222.00
0.00 5024.86 5023.75 5023.88 5022.33
SUBCR
PRSS'ED=PRESSURED FLOW;
*** SUMMARY OF ENERGY GRADIENT
JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL
LINE ALONG SEWERS
FLOW
-------------------------------------------------------------------------------
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
-------------------------------------------------------------------------------
10.0 1.00 5002.44
11.0 2.00 5004.43
6.06 1.00 0.00 0.00 0.00 100.00
1.82 0.30 0.17 0.00 0.00 1.00
4996.38
5002.44
12.0 102.00 5023.80
19.31 0.05 0.06 0.00 0.00 2.00
5004.43
1003.0 103.00 5024.97
1.14 0.05 0.03 0.00 0.00 102.00
5023.80
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=O.
FRICTION LOSS
WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
2
Z3
The Sear -Brown Group Riprap Design
Project.
Centre Avenue Extension
Designer: DDH
Project A
120-030
Date: 10-Dec-98
Location:
CAT Storm Sewer Extension Outfall
Pipe dia.:
30 in Tailwater.,
1 ft (variable/unknown)
Discharge
61.42 cfs Max Vel.:
5 ft/s (soil dependent)
1. Required riprap type:
Q/D12.5 = 6.22 SUPERCRITICAL DESIGN
—use equiv. Da
Da= 2.50 ft Yn=
2.5 ft
YUDa = 0.40
Q/DaAl .5: 15.58
d50 = 12.89 in --> 18 in
—> Use Type H (Class 18) riprap
2. Expansion factor.
1 / [2 tan(theta)] = 2.5
3. Riprap length:
At = Q/V = 12.28 ft2
L = 1/[2tan(theta)]'(At/Yt - D) = 24 ft
4. Governing limits:
L>3D= 8 ft <=24ft—>OK
L<10kD= 25 ft=>24ft-->OK
5. Maximum depth:
Depth = 2d50 = 2 (18 in / 12) = 3.00 ft
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
7. Riprap width:
Width = 3D = 3 (30 in /12) = 8 ft
Summary:
Type H (Class 18) riprap
Length = 24 ft
Depth = 3 ft
Width = 8 ft
10-Dec-98
141
Swale A
Worksheet for Trapezoidal Channel
Project Description
Project File
I:\jobs\120-030\centre\swales.fm2
Worksheet
Swale A
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.035
Channel Slope
0.005200 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Bottom Width
4.00 ft
Discharge
120.52 cfs
s4+xm N22G-Crs/z
Results
A
Depth
2.38 ft
'
Flow Area
32.07 ft2
Wetted Perimeter
23.59 ft
Top Width
23.00 ft
Critical Depth
1.81 ft
Critical Slope
0.017857 ft/ft
Velocity
Velocity Head
3.76 ft/s
0.22 ft
Specific Energy
2.59 ft
Froude Number
0,56
Flow is subcritical.
112/10/98 FlowMaster v5.15
04:37:33 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
9<'
Swale A
Worksheet for Trapezoidal Channel
•�
Project Description
Project File
I:\jobs\120-030\centre\swales.fm2
Worksheet
Swale A
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
I
Mannings Coefficient
0.035
Channel Slope
0.005200 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Bottom Width
4.00 ft
I ,33 h Q ioo
Discharge
160.29 cfs
1
Results
Depth
2.69 ft
'
Flow Area
39.68 ft2
Wetted Perimeter
26.17 ft
Top Width
25.51 ft
Critical Depth
2.07 ft
Critical Slope
0.017184 ft/ft
Velocity
Velocity Head
4.04 ft/s
0.25 ft
Specific Energy
2.94 ft
Froude Number
0.57
Flow is subcritical.
�12/10/98 FlowMaster v5.15
.04:37:15 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 (203) 755-1666 Page 1 of 1
I
v
l�
HYDRAULIC RESULTS
DischargereakFlowl
Velocity
Area
Hydraulic
Normal
p20.5
2.0
3.23
37.25
1.47
2.59
LINER RESULTS
-a`;'tt?�J
4 0 WidtR.T00 ft 4.0
Notto Scale
Reach
Soil Type
Manning's
Permissible
Calculated
Safety
Remarks
Straight
C350
2
0.044
6.00
0.89
6.74
STABLE
Staple E
Defaul
i
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0
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41"
m 11 qmN
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r^
�
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n:o cui�c
u m e
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awmanm
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E A
Izz
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S—Nnv mN
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9 f
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0
O
NRRC Outfall at flume
Worksheet for Trapezoidal Channel
Project Description
Project File I:\jobs\120-030\centre\swales.fm2
Worksheet Swale B1
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient
0.040
Channel Slope
0.011000 ft/ft
Left Side Slope
2.000000 H : V
Right Side Slope
2.000000 H : V
Bottom Width
6.00 ft
I.33X
Discharge
80.00 cfs !
Results
Depth
1.83
ft
Flow Area
17.72
ft2
-
Wetted Perimeter
14.20
ft
Top Width
13.33
ft
Critical Depth
1.49
ft
Critical Slope
0.024249 ft/ft
Velocity
4.52
ft/s
Velocity Head
0.32
ft
Specific Energy
2.15
ft
Froude Number
0.69
Flow is subcritical.
I
I
I
O1121/99
04:31:31 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
N
NRRCOutfall Overland Triangular, RIP RIP
Worksheet for Triangular Channel
Project Description
Project File
1:\jobs\120-030Aumeout.fm2
Worksheet
GSA Flume Outfall
Flow Element
Triangular Channel
Method
Manning's Formula
1
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope
0.011000 ft/ft
Left Side Slope
20,000000 H : V
Right Side Slope
10.000000 H : V
Discharge
80.00 cfs
Results
Depth
1.34 ft
Flow Area
26.88 ftz
Wetted Perimeter
40.26 ft
Top Width
40.16 ft
Critical Depth
1.12 ft
Critical Slope
0.028375 ft/ft
Velocity
2.98 ft/s
Velocity Head
0.14 ft
Specific Energy
1.48 ft
Froude Number
0.64
'
Flow is subcritical.
I
L
12/21/98 FlowMaster v5.13
04:49:32 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
.73
I
1
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1
I
I
****** HYCHL ****** (Version 5.0) ****** Date 12-21-98
Commands Read From File: G:\HYDRO\HYDRAIN\HYCHL\FRED4.CHL
JOB fred4
UNI 0
** UNITS PARAMETER = 0 (ENGLISH)
CHL .011 80
VSH 20 10
** V-SHAPE RIGHT Z1 = 20.0 AND LEFT Z2 = 10.0
LRR -1.5 2 0 2.65 0.047 1
** STABILITY FACTOR 1.50 iJ
** SPECIFIC GRAVITY 2.65 2
** SHIELDS PARAMETER .047
END
***************END OF COMMAND FILE************
fred4
------------
INPUT REVIEW
------------
DESIGN PARAMETERS:
DESIGN DISCHARGE (CFS): 80.00
CHANNEL SHAPE: VSHAPED
------CHANNEL SLOPE (FT/FT): .011
---------------------------
HYDRAULIC CALCULATIONS USING BATHURST
___: ----------------------------------
FLOW (CFS)
80.00
MAX DEPTH (FT)
2.03
AREA (FT�2)
61.72
WETTED PERIMETER (FT)
61.00
HYDRAULIC RADIUS (FT)
1.01
AVG VELOCITY (FT/SEC)
1.30
MANNINGS EQUIVALENT
.122
Davg / D50
2.33
FROUDE NUMBER
.16
REYNOLDS NUMBER (10A5)
.37
RIPRAP DESIGN
-------------
LINING
PERMIS SHR
CALL. SHR STAB.
CONDITION
TYPE
(LB/FT�2)
(LB/FT�2) FACTOR D50(FT)
BOTTOM; STRAIGHT
RIPRAP
2.11
1.39 1.50 .44 �-Z cx
SIDE; STRAIGHT
RIPRAP
2.09
1.38 1.50 .44
*** NORMAL END OF
HYCHL ***
30
Alzp-L c,-,--, (5, ZT )Zg�
****** HYCHL ****** (Version 5.0) ****** Date 12-21-98
Commands Read From File: G:\HYDRO\HYDRAIN\HYCHL\FRED3.CHL
JOB fred3
UNI 0
** UNITS PARAMETER = 0 (ENGLISH)
CHL .011 80
VSH 40 10
** V-SHAPE RIGHT Z1 = 40.0 AND LEFT Z2 = 10.0
LRR -1.5 2 0 2.65 0.047 tE�
** STABILITY FACTOR 1.50
** SPECIFIC GRAVITY 2.65
** SHIELDS PARAMETER .047
END
***************END OF COMMAND FILE************
fred3
INPUT REVIEW
DESIGN PARAMETERS:
DESIGN DISCHARGE (CFS): 80.00
CHANNEL SHAPE: VSHAPED
------CHANNEL SLOPE (FT/FT):.011
----------------------
--------
HYDRAULIC CALCULATIONS USING BATHURST
-------------------------------------
FLOW (CFS) 80.00
MAX DEPTH (FT) 2.12
AREA (FT-2) 112.49
WETTED PERIMETER (FT) 106.20
HYDRAULIC RADIUS (FT) 1.06
AVG VELOCITY (FT/SEC) .71
MANNINGS EQUIVALENT .229
Davg / D50 2.32
FROUDE NUMBER .09
REYNOLDS NUMBER (10-5) .39
-
RIPRAP DESIGN
-------------
LINING PERMIS SHR CALC. SHR STAB.
CONDITION TYPE (LB/FT�2) (LB/FT"2) FACTOR D50(FT)
--------- STRAIGHT R------------------------- ----=- - -----
BOTTOM; STRIPRAP 2.21 1.46 1.50 .46
SIDE; STRAIGHT RIPRAP 2.19 1.44 1.50 .46
*** NORMAL END OF HYCHL ***
1
3,
STORM DRAIN B AND SWALE B
(STATION 40+76)
3Z
----------------------------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
-
-------------------------------
--------------------------------------
ER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.............................
ON DATE 12-11-1998 AT TIME 12:54:07
1* PROJECT TITLE: Centre Ave
I
I
I
I
I
I
I
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: B1
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)=
HEIGHT OF CURB OPENING (in)=
INCLINED THROAT ANGLE (degree)=
LATERAL WIDTH OF DEPRESSION (ft)=
SUMP DEPTH (ft)=
Note: The sump depth is additional
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) =
STREET CROSS SLOPE M =
STREET MANNING N =
GUTTER DEPRESSION (inch)=
GUTTER WIDTH (ft) =
15.00
6.00
45.00
2.00
0.25
depth to flow depth.
0.72
2.00
0.016
2.00
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET
(ft) =
22.75
GUTTER FLOW DEPTH
(ft) =
0.62
FLOW VELOCITY ON STREET
(fps)=
3.65
FLOW CROSS SECTION AREA
(sq ft)=
5.34
GRATE CLOGGING FACTOR
(%)=
50.00
1
CURB OPENNING CLOGGING
FACTOR(%)=
10.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
33.62
Qmo DPSR
BY FAA HEC-12 METHOD:
DESIGN FLOW
(cfs)=
19.37
•
FLOW INTERCEPTED
(Cfs)=
19.37
+ DPIe +
M
CARRY-OVER
FLOW (Cfs)=
0. 00
��
BY DENVER UDFCD METHOD:
DESIGN FLOW
(cfs)=
19.37
FLOW INTERCEPTED
(Cfs)=
19.37
CARRY-OVER
FLOW (cfs)=
0.00
L
I
22
i
------------------------------------------------------------------------------
' UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
-
------------------------------------
--------------------------------------
ER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.............................
ON DATE 12-11-1998 AT TIME 12:53:12
* PROJECT TITLE: Centre Ave
*** CURB OPENING INLET HYDRAULICS AND SIZING:
iINLET
ID NUMBER: fS 2
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)=
15.00
HEIGHT OF CURB OPENING (in)=
6.00
INCLINED THROAT ANGLE (degree)=
45.00
LATERAL WIDTH OF DEPRESSION (ft)=
2.00
SUMP DEPTH (ft)=
0.25
Note: The sump depth is additional depth to flow
depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) =
0.75
STREET CROSS SLOPE M =
2.00
STREET MANNING N =
0.016
GUTTER DEPRESSION (inch)=
2.00
GUTTER WIDTH (ft) =
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) =
22.94
GUTTER FLOW DEPTH (ft) =
0.63
FLOW VELOCITY ON STREET (fps)=
3.75
FLOW CROSS SECTION AREA (sq ft)=
5.43
GRATE CLOGGING FACTOR M =
50.00
CURB OPENNING CLOGGING FACTOR(%)=
10.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
BY FAA HEC-12 METHOD: DESIGN FLOW
33.71
(cfs)=
Bt
20.17 Q"
FLOW.INTERCEPTED
(cfs)=
20.17 D P 7 t /
CARRY-OVER
FLOW (cfs) =
0. 00 rarrJca✓k/,(ra�l
BY DENVER UDFCD METHOD: DESIGN FLOW
(cfs)=
20.17
FLOW INTERCEPTED
(cfs)=
2017.
CARRY-OVER
FLOW (cfs)=
0.00
34
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1
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties &-UDFCD Pool Study
-Fund
USER:RDB-Fort Coltins-Colorado........ ........ .......
ON DATA 01-27-1999 AT TIME 14:27:21 VERSION=01-17-1997
*** PROJECT TITLE :Storm Drain B - road station 40+76
*** RETURN PERIOD OF FLOOD IS 100 YEARS
(Design flow hydrology not calculated using UDSEWER)
'
*** 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
- - ----------------- ---------- ---------- ----------
0.00 39.54 4989.50 4991.76
w G/U
NO
'
1.00 39.54 4994.16 4992.35
2.00 20.17 4994.18 4993.97
OK
OK
3.00 20.17 4994.18 4994.07
OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1
-------------------------------------------------------------------------------
SEWER MANHOLE 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)
-------------------------------------------------------------------------------
1.00 1.00 0.00 ROUND 25.48 27.00 27.00
2.00 2.00 1.00 ROUND 23.17 24.00 27.00
0.00
0.00
3.00 3.00 2.00 ROUND 23.17 24.00 27.00
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
-------- ---- --- ---- '
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
- --" ---- - ---- ----- ---- ----- ---- ----
1.0 39.5 46.3 1.60 13.07 2.05 10.39 9.94 1.89
----
V-OK
2.0 20.2 30.4 1.34 8.18 1.59 6.70 5.07 1.37
V-OK
3.0 20.2 30.4 1.34 8.18 1.59 6.70 5.07 1.37
V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
----------------------------------------------------------------------
SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM
% (FT) (FT) (FT) (FT)
----------------------------------------------------------------------
1.00 2.22 4990.30 4989.50 1.61 -2.25 NO
2.00 0.96 4990.80 4990.30 1.13 1.61 NO
3.00 0.96 4990.80 4990.80 1.13 1.13 NO
OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1.5 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 FEET FEET
-------------------------------------------------------------------------------
1.00 36.00 0.00 4992.55 4991.75 4992.35 4991.76
JUMP
2.00 52.00 52.00 4993.05 4992.55 4993.97 4992.35 PRSS'ED
I
2
1
3.00 0.10
0.10 4993.05 4993.05 4994.07 4993.97
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
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
--- ---- --
1.0 1.00 4994.03
-- - ---- ---- -- - ---- ---- -
2.27 1.00 0.00 0.00 0.00 0.00
-
4991.76
2.0 2.00 4994,37
0.22 0.30 0.12 0.00 0.00 1.00
4994,03
'
3.0 3.00 4994.47
0.00 0.25 0.10 0.00 0.00 2.00
4994.37
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=O.
FRICTION LOSS
WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
i
1
1
1
i
1
1
?I
' The Sear -Brown Group Riprap Design
' Project: Centre Avenue Extension Designer. • DDH
Project A 120-030 Date: 11-Dec-98
Location: Storm Drain B
Pipe dia.: 27 in Tailwater.0.9 ft (variable/unknown)
Discharge 39.54 cfs Max Vel.: 5 ft/s (soil dependent)
1. Required riprap type:
Q/D12.5 = 5.21 < 6 --> use design charts
D = 2.25 ft 0
' Yt/D = 0.40
Q/D^1.5 = 11.72
d50 = 9.71 in --> 12 in
—> Use Type M (Class 12) riprap
2. Expansion factor.
' 1 / [2 tan(theta)] = 3.7
3. Riprap length:
At = CW = 7.91 ft2
L = 1/[2tan(theta)]'(At/Yt - D) = 24 ft
4. Governing limits:
L>3D= 7 ft <=24ft-->OK
L < 10D = 23 ft decrease length to 23 ft
' S. Maximum depth:
Depth = 2d50 = 2 (12 in / 12) = 2.00 ft
6. Bedding:
' Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
' 7. Riprap width:
Width = 3D = 3 (27 in /12) = 7 ft
Summary:
Type M (Class 12) riprap
Length = 23 ft �s� eL R- 5 -s 18 r �/o r.aro �¢s i n
Depth = 2 ft
Width = 7 ft c7x
I
11-Dec-98
,18
Riprap Sizing
Project Name: Centre Avenue Extension Engineer: The Sear -Brown Group, j l
Project Number: 783-002 Date: 12-11-98
Task: Swale at Bike Path Checked:
Method: US Army CoE Date Checked:
Units: English
Filename: L:\JOBS\120-030\CENTRE\STRMSWR\SS-SWALE.CHN
Rinran Cindinn
Percent
Smaller
Bed
Banks
Left
Right
Diameter Weight
Diameter Weight
Diameter
Weight
in
lb
in
lb
in
lb
100
0.5
0.8
0.8
85
0.4
Weight
0.6
Weight
0.6
Weight
50
0.3
Not
0.5
Not
0.5
Not
15
0.2
Calc'd
0.2
Calc'd
0.2
Calc'd
Thickness
0.6
0.9
0.9
Filter
Percent
Smaller
Bed Left
in in
Right
in
85
0.0 0.0
0.0
15
0.0 0.0
0.0
Thickness
(in)
Notes:
Bed: Geofabric required at interface between subsoil and bed riprap
Banks: Geofabric required at interface between subsoil and bank ri
ra
Hydraulic Parameters
Flow Velocity: 3.28 fps Manning's n: 0.058
Flow Depth: 2.82 ft Froude Number: 0.34
i's�sL.e Sr k4.�:ry c-� /8 rn,,o.t„o D� 4-1 / " Ok
vata
Discharge:
160.06 cfs
Flow Condition:
Type 1
Bend Radius:
0. ft
Bend Direction
Straight
Riprap SG:
2.65
Riprap Shape:
Rounded
Protection Type:
Bank and Bed
Channel Discontinuities:
Channel only
Left Side Slope: 4.
Right Side Slope: 4.
Base Width:
6. ft
Channel Slope:
0.0083
Subsoil D85:
0.01 in
Subsoil D50:
0. in
Subsoil D15:
0. in
Safety Factor:
1.1
'39
Swale 131
' Worksheet for Trapezoidal Channel
Project Description
Project File
1:\jobs\120-030\centre\swales.fm2
Worksheet
Swale 131
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
'
Mannings Coefficient 0.060
Channel Slope
0.004900 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Bottom Width
15.00 ft
S�ar/►v r�u.+
Discharge
39.54 cfs 4cal' oo
Results
Depth
1.19 ft
Flow Area
23.60 ft2
Wetted Perimeter
24.84 ft
Top Width
24.55 ft
'
Critical Depth
0.57 ft
Critical Slope
0.066604 ft/ft
Velocity
Velocity Head
1.68 ft/s
0.04 ft
Specific Energy
1.24 ft
Froude Number
0.30
'
Flow is subcritical.
'01/21/99 FlowMaster v5.15
04:08:11 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Swale B
' Worksheet for Trapezoidal Channel
Project Description
Project File
1:\jobs\120-030\centre\swales.fm2
Worksheet
Swale B
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.035
'
Channel Slope
0.008000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
'
Bottom Width
6.00 ft
120 • SZ
+ 39•sy
Discharge
160.06 cfs
5 7a+Y•
Results
Depth
2.26 ft
Flow Area
34.01 ft2
Wetted Perimeter
24.64 ft
Top Width
24.09 ft
'
Critical Depth
1.89 ft
Critical Slope
0.017230 ft/ft
'
Velocity
Velocity Head
4.71 ft/s
0.34 ft
Specific Energy
2.60 ft
Froude Number
0,70
Flow is subcritical.
1
I
'12/11/98 FlowMaster v5.15
01:10:37 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
40
i
1
Swale B
Worksheet for Trapezoidal Channel
Project Description
Project File
1:\jobs\120-030\centre\swales.fm2
Worksheet
Swale B
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
'
Mannings Coefficient
0.035
Channel Slope
0.008000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
'
Bottom Width
6.00 ft
Q
Discharge
212.88 cfsa 1.3 3 x Boa
Results
Depth
2.58 ft
Flow Area
42.01 ftz
Wetted Perimeter
27.24 ft
Top Width
26.61 ft
'
Critical Depth
2.18 ft
Critical Slope
0.016570 fttft
'
Velocity
Velocity Head
5.07 ftts
0.40 ft
Specific Energy
2.98 ft
Froude Number
0,71
Flow is subcritical.
1
,12/11/98 FlowMaster v5.15
01:10:23 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
1
1
1
1
1
1
1
1
i
1
1
1
-130M STATION IRFACN...__._.....fLQ.STAT1f1NIRFACki:... Swnle.R
HYDRAULIC RESULTS
Discharge
f,4Hydraulic
eakFlow
Velocity
I Area
Normal
b 60.1
2.0
3.97
40.29
1.51
2.51
LINER RESULTS
40 WiRrQitt�6..00ft 40
Notto Scale
Reach
o
Soil Type
Manning's
Permissible
Calculated
I Safety
I Remarks
Straight
C350
2
0.044
6.00
1.25
4.79
STABLE
Staple E
Defaul
I
1
I
I
P
t
I
F
STORM DRAIN C
(STATION 45+75)
1
i7
t----------------------------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
-
------------------------
---------------------------------------------
ER:KEVIN GINGERY- INC FT. COLLINS COLORADO...............................
ON DATE 12-11-1998 AT TIME 12:50:13
t* PROJECT TITLE: Centre Ave
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: Cl
INLET HYDRAULICS: ON A GRADE.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 15.00
REQUIRED CURB OPENING LENGTH (ft)= 19.87
IDEAL CURB OPENNING EFFICIENCY =
0.92
ACTURAL CURB OPENNING EFFICIENCY =
0.87
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) =
1.86
STREET CROSS SLOPE M
2.00
'
STREET MANNING N
0.016
GUTTER DEPRESSION (inch)=
2.00
GUTTER WIDTH (ft) =
2.00
STREET FLOW HYDRAULICS:
t
WATER SPREAD ON STREET (ft) =
GUTTER FLOW DEPTH (ft) =
9.88
0.36
FLOW VELOCITY ON STREET (fps)=
3.94
FLOW CROSS SECTION AREA (sq ft)=
1.14
GRATE CLOGGING FACTOR (s)=
50.00
CURB OPENNING CLOGGING FACTOR(%)=
10.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs) =
BY FAA HEC-12 METHOD: DESIGN FLOW
4.14
(cfs)=
4.50 Q,00 aP 8
FLOW INTERCEPTED (cfs)=
3.92
CARRY-OVER
FLOW (cfs)=
0.58
BY DENVER UDFCD METHOD: DESIGN FLOW
(cfs)=
4.50
FLOW INTERCEPTED
(cfs) =
3.73
S
CARRY-OVER
FLOW (cfs)=
0.77 '
I
r,
L14
''
------------------------------------------------------------------------------
J UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
-----------------------------------------------------------------------
R:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO..............................
*014 DATE 12-11-1998 AT TIME 12:50:56
* PROJECT TITLE: Centre Ave
[l
I
I I
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 62
INLET HYDRAULICS: ON A GRADE.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)=
REQUIRED CURB OPENING LENGTH (ft)=
IDEAL CURB OPENNING EFFICIENCY =
ACTURAL CURB OPENNING EFFICIENCY =
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) _
STREET CROSS SLOPE M _
STREET MANNING N =
GUTTER DEPRESSION (inch)=
GUTTER WIDTH (ft) _
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET
GUTTER FLOW DEPTH
FLOW VELOCITY ON STREET
FLOW CROSS SECTION AREA
GRATE CLOGGING FACTOR
CURB OPENNING CLOGGING
15.00
19.87
0.92
0.87
1.86
2.00
0.016
2.00
2.00
(ft) =
9.88
(ft) =
0.36
(fps)=
3.94
(sq ft)=
1.14
(s) =
50.00
FACTOR(%)=
10.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
BY FAA HEC-12 METHOD: DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER FLOW
BY DENVER UDFCD METHOD: DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER FLOW
4.14
bP9
(cfs) =
4.50 ec
(cfs)=
3.92
(cfs) =
0.58
(cfs) =
(cfs) =
4.50
3 .73 �Z
(cfs) =
0. 77 0 12ALAI- BZ
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STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties 8 UDFCD Pool Fund Study
USER:RDB-Fort Collins -Colorado ........
ON DATA 01-25-1999 AT TIME 13:49:23 VERSION=01-17-1997
*** PROJECT TITLE :Storm sewer for inlets at road station 45+75
*** RETURN PERIOD OF FLOOD IS 100 YEARS
(Design flow hydrology not calculated using UDSEWER)
*** 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
------------------------------------------------- loz� CJS� L
0.00 7.46 4997.50 4994.60 OK a
1.00 7.46 4997.32 4994.62 OK
2.00 3.73 4997.32 4995.37 OK
3.00 3.73 4997.32 4995.41 OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1
-------------------------------------------------------------------------------
SEWER MANHOLE 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)
-------------------------------------------------------------------------------
1.00 1.00 0.00 ROUND 15.83 18.00 15.00 0.00
2.00 2.00 1.00 ROUND 13.90 18.00 15.00 0.00
3.00 3.00 2.00 ROUND 13.90 18.00 15.00 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
-------------------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAAL CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW Q FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS FEET FPS FPS
----------------------------------------------------------------------
1.0 7.5 6.5 1.25 6.08 1.08 6.63 6.08 0.00 V-OK
2.0 3.7 4.6 0.86 4.16 0.78 4.65 3.04 0.83 V-OK
3.0 3.7 4.6 0.86 4.16 0.78 4.65 3.04 0.83 V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
----------------------------------------------------------------------
SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM
X (FT) (FT) (FT) (FT)
----------------------------------------------------------------------
1.00 1.00 4991.90 4991.45 4.17 4.80 OK
2.00 0.50 4993.75 4993.49 2.32 2.58 OK
3.00 0.50 4993.75 4993.75 2.32 2.32 OK
OK MEANS BURIED DEPTH 1S GREATER THAN REQUIRED SOIL COVER OF 1.5 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 FEET FEET
-------------------------------------------------------------------------------
1.00 45.00 45.00 4993.15 4992.70 4994.62 4994.60 PRSSIED
2.00 52.00 52.00 4995.00 4994.74 4995.37 4994.62 PRSSIED
41
t
1
i
f
1
I
3.00 0.10 0.10 4995.00 4995.00 4995.41 4995.37 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
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
---------------------------------------------------------------------------
1.0 1.00 4995.20 0.60 1.00 0.00 0.00 0.00 0.00 4994.60
2.0 2.00 4995.52 0.17 1.02 0.15 0.00 0.00 1.00 4995.20
3.0 3.00 4995.55 0.00 0.25 0.04 0.00 0.00 2.00 4995.52
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=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
Pa
n
49
I
I
I
t
I
I
1
L
Fl
I
r
CSU OUTFALL & CULVERT D
Eli
The Sear -Brown Group
Riprap Design
Project., Centre Avenue Extension
Designer. DDH
'
Project A 120-030
Date: 20-Jan-99
Location: CSU Outfall
Pipe dia.: 42 in
Tai/water:
1.95 ft (known)
Discharge 57 cfs
Max Vel.:
5 ft/s (soil dependent)
1. Required nprap type:
Q/D^2.5 = 2.49 < 6 --> use design charts
D = 3.50 ft
0
Yt/D = 0.56
Q/D^1.5 = 8.71
d50 = 4.85 in —>
6 in
—> Use Type VL (Class 6) rprap
2. Expansion factor.•
1 / [2 tan(theta)] = 6.7
3. Riprap length:
At = Q/V =
11.40 ft2
L = 1/[2tan(theta)]*(At/Yt - D) =
16 ft
4. Governing limits:
L>3D= 11 ft
<=16ft-->OK
L<1OD= 35 ft
=>16ft-->OK
5. Maximum depth:
Depth = 2d50 = 2 (6 in / 12) =
1.00 ft
6. Bedding.
Use 1 ft thick layer of Type II (CDOT Class A)
'
bedding material.
7. Riprap width:
Width = 3D = 3 (42 in /12) =
11 ft
Summary.•
Type VL (Class 6) riprap
Length = 16 ft
Depth = 1 ft
Width = 11 ft
20-Jan-99
.5O
Swale C
Worksheet for Trapezoidal Channel
Project Description
Project File
h:\wrg\120-030\centre\swales.fm2
Worksheet
Swale C
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.060
Channel Slope
0.006000 ft/ft
Left Side Slope
4.000000 H : V
Right Side Slope
4.000000 H : V
Bottom Width
4.00 ft
Discharge
57.00 cfs ,d-
Results
Depth
2.10
ft
,�.
Flow Area
26.01
ft2
Wetted Perimeter
21.31
ft
Top Width
20.79
ft
Critical Depth
1.25
ft
Critical Slope
0.058114
ft/ft
Velocity
2.19
ft/s
Velocity Head
0.07
ft
Specific Energy
2.17
ft
Froude Number
Flow is subcritical.
0.35
1
'rv�rayoh �Z 99
10/09/98 FlowMaster v5.15
08:35:32 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Discharge
re
Velocity
Area
Hydraulic
Normal
57.0
2.0
1 3.58
1 15.94
1 0.95
1.56
LINER RESULTS
4 Widt�tt2T001t 4.0
Notto Scale
Reach
Soil Type
Manning's
Permissible
Calculated
Safety
Remarks
Straight
S75
0.031
1.56
0.58
2.66
STABLE
Staple D
,l
1
l
1
1
4-Z
i I
1
#RRENT DATE: 08-24-1998
AFRRENT TIME: 11:03:25
FILE DATE: 08-24-1998
FILE NAME: CULVERTD
------- ----- ----- --- -
________________________ FHWA CULVERT ANALYSIS
HY-8, VERSION 6.0
--------------------------------------------------------------------------
--------------------------------------------------------------------------
SITE DATA CULVERT SHAPE, MATERIAL, INLET
INLET
OUTLET
CULVERT
ELEV.
ELEV.
LENGTH
(ft)
(ft)
(ft)
86.80
85.90
90.00
-----------------------------------------------
BARRELS
SHAPE SPAN RISE MANNING INLET
MATERIAL (ft) (ft) n TYPE
1 RCP 3.50 3.50 .013 CONVENTIONAL
jklAR.Y (cfs) FILE: CULVERTD -
___OF______CULVERT________FLOWS__________________________________________DATE__:______ 08-24__ _1998___
LEV (ft)
TOTAL
1
2
3
4
5
6
ROADWAY
ITR
86.80
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
88.02
5.7
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
88.20
11.4
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
88.53
17.1
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
88.88
22.8
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
89.19
28.5
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
89.47
34.2
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
89.74
39.9
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
-
90.00
45.6
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
90.27
90.54
51.3
57.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.00
0
0
0.00
0.0
0.0
0.0
0.0
0.0
0.0
0.0
OVERTOPPING
-----------------------------------------------------------
-
SUMMARY
OF
ITERATIVE
SOLUTION
ERRORS
FILE
CULVERTD
DATE:
08-24-1998
HEAD
HEAD
TOTAL
FLOW
o FLOW
ELEV (ft)
ERROR (ft)
FLOW (cfs)
ERROR
(cfs)
ERROR
86.80
0.000
0.00
0.00
0.00
88.02
0.000
5.70
0.00
0.00
88.20
0.000
11.40
0.00
0.00
88.53
0.000
17.10
0.00
0.00
88.88
0.000
22.80
0.00
0.00
89.19
0.000
28.50
0.00
0.00
89.47
0.000
34.20
0.00
0.00
89.74
0.000
39.90
0.00
0.00
90.00
0.000
45.60
0.00
0.00
90.27
0.000
51.30
0.00
0.00
90.54
0.000
57.00
0.00
0.00
- --- -------------------------------------------------------
<1> TOLERANCE (ft) = 0.010 <2> TOLERANCE 06) = 1.000
1 53
.2
RENT DATE: 08-24-1998
FILE
DATE:
08-24-1998
CURRENT TIME: 11:03:25
FILE
NAME:
CULVERTD
-------------
PERFORMANCE CURVE FOR CULVERT 1
- 1(
3.50 (ft) BY 3.50
(ft))
RCP
=-------------------------------------------------------------------------------
--------------------------------------------------------------------------------
DIS- HEAD- INLET
CHARGE WATER CONTROL
OUTLET
CONTROL FLOW
NORMAL
CRIT.
OUTLET
TW
OUTLET
TW
FLOW ELEV. DEPTH
DEPTH TYPE
DEPTH
DEPTH
DEPTH DEPTH
VEL.
VEL.
(cfs) (ft) (ft)
(ft) <F4>
(ft)
(ft)
(ft)
(ft)
(fps)
(fps)
0.00 86.80 0.00
-0.90 0-NF
0.00
0.00
0.00
0.00
0.00
0.00
5.70 88.02 0.85
1.22 1-S2n
0.54
0.71
0.71
0.55
4.06
1.47
11.40 88.20 1.33
1.40 1-S2n
0.78
1.02
0.78
0.81
7.04
1.84
17.10 88.53 1.73
1.58 1-S2n
0.97
1.25
0.99
1.02
7.65
2.09
22.80 88.88 2.08
1.76 1-S2n
1.13
1.46
1.06
1.19
9.27
2.28
28.50 89.19 2.39
1.95 1-S2n
1.27
1.64
1.30
1.35
8.74
2.43
34.20 89.47 2.67
2.15 1-S2n
1.40
1.81
1..45
1.49
9.11
2.57
_
39.90 89.74 2.94
2.37 1-S2n
1.53
1.96
1.58
1.61
9.48
2.68
45.60 90.00 3.20
2.61 1-S2n
1.65
2.11
1.70
1.73
9.81
2.78
51.30 90.27 3.47
2.86 1-S2n
1.77
2.23
1.82
1.84
10.14
2.88
--------------------------------------------------------------------------------
57.00 90.54 3.74
3.13 1-S2n
1.88
2.36
1.95
1.94
10.36
2.96
--------------------------------------------------------------------------------
E1. inlet face invert
86.80
ft
E1, outlet
invert
85.90
ft
El. inlet throat
invert 0.00
ft
El. inlet crest
0.00
ft
*** SITE DATA ***** CULVERT INVERT **************
INLET STATION
90.00
ft
INLET ELEVATION
86.80
ft
OUTLET STATION
0.00
ft
OUTLET ELEVATION
85.90
ft
-
NUMBER OF BARRELS
1
SLOPE (V/H)
0.0100
CULVERT LENGTH ALONG SLOPE
90.00
ft
***** CULVERT DATA SUMMARY ************************
BARREL SHAPE
CIRCULAR
i,
BARREL DIAMETER
3.50 ft
BARREL MATERIAL
CONCRETE
BARREL MANNING'S n
INLET TYPE
0.013
CONVENTIONAL
INLET EDGE AND WALL
SQUARE EDGE
WITH HEADWALL
INLET DEPRESSION
NONE
I
1
3
C RENT DATE: 08-24-1998 FILE DATE: 08-24-1998
CURRENT TIME: 11:03:25 FILE NAME: CULVERTD
--------------------------------------------------------------------- --------- TAILWATER
**** REGULAR CHANNEL CROSS SECTION ****************
BOTTOM WIDTH
6.00 ft
SIDE SLOPE H/V
(X:1)
2.0
1
CHANNEL
SLOPE V/H
(ft/ft)
0.010
MANNING'S
n (.01-0.1)
0.060
CHANNEL
INVERT
ELEVATION
85.90 ft
CULVERT
NO.1 OUTLET INVERT
ELEVATION
85.90 ft
UNIFORM
FLOW RATING CURVE
FOR DOWNSTREAM
CHANNEL
-
FLOW
W.S.E.
FROUDE
DEPTH
VEL.
SHEAR
(cfs)
(ft)
NUMBER
(ft)
(f/s)
(psf)
0.00
85.90
0.000
0.00
0.00
0.00
5.70
86.45
0.351
0.55
1.47
0.34
11.40
86.71
0.361
0.81
1.84
0.51
17.10
86.92
0.365
1.02
2.09
0.63
22.80
87.09
0.368
1.19
2.28
0.74
28.50
87.25
0.369
1.35
2.43
0.84
34.20
87.39
0.371
1.49
2.57
0.93
39.90
87.51
0.372
1.61
2.68
1.01
45.60
87.63
0.373
1.73
2.78
1.08
51.30
87.74
0.374
1.84
2.88
1.15
------57.00
87.85
0.374
1.94
2.96
1.21
- --------------------------------------------------------------------------
ROADWAY OVERTOPPING
DATA
ROADWAY SURFACE
GRAVEL
EMBANKMENT
TOP WIDTH
40.00 ft
CREST LENGTH
50.00 ft
OVERTOPPING CREST
ELEVATION
91.00 ft
i
1
t ss
The Sear -Brown Group Riprap Design
Project.
Project #.
Centre Avenue Extension
120-030
Designer. • DDH
Date: 11-Dec-98
Location:
Culvert D Outfall 4 C5u euAtj
Pipe dia.:
42 in Tailwater.
1.95 ft (known)
Discharge
57 cfs Max Vel.:
5 ft/s (soil dependent)
1. Required riprap type:
Q/D^2.5 = 2.49 < 6 --> use design charts
D = 3.50 ft
0
Yt/D = 0.56
O/D^1.5 = 8.71
d50 = 4.85 in —> 6 in
--> Use Type VL (Class 6) riprap
2. Expansion factor.•
1 / [2 tan(theta)] = 6.7
3. Riprap length:
At = ON = 11.40 ft2
L = 1/[2tan(theta)]'(At/Yt - D) = 16 ft
4. Governing limits:
L>3D= 11 ft <=16ft-->OK
L<10D= 35ft =>16ft-->OK
5. Maximum depth:
Depth = 2d50 = 2 (6 in / 12) = 1.00 ft
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
7. Riprap width:
Width =3D=3(42in/12)= 11 ft
Summary.
Type VL (Class 6) riprap
Length = 16 ft
Depth = 1 ft
Width = 11 ft
11-Dec-98
I.
1
i
I
i
I
1
Swale D
Worksheet for Trapezoidal Channel
Project Description
Project File
h:\wrg\120-030\centre\swales.fm2
Worksheet
Swale D
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.060
Channel Slope 0.008100 ft/ft
Left Side Slope 4.000000 H : V
Right Side Slope 4.000000 H : V
Bottom Width 4.00 It
Discharge 57.00 cfs Gscc o�T
jolt-v�-4P�i LY-0 99
Results
Depth
1.96
ft
Flow Area
23.26
ft2
Wetted Perimeter
20.19
ft
Top Width
19.70
ft
Critical Depth
1.25
It
Critical Slope
0.058115
ft/ft
Velocity
2.45
ft/s
Velocity Head
0.09
ft
Specific Energy
2.06
ft
Froude Number
0.40
Flow is subcritical.
10/09/98 FlowMaster v5.15
08:36:19 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
S7
4� C�XJ�j'e-
I
HYDRAULIC RESULTS
Discharge
eakFlow
Veloaty
Area
Hydraulic
Normal
07.0
1 2.0
1 3.85
14.80
1 0.91
1.49
LINER RESULTS
40 Wi7OW.00It 40
Not to Scale
Reach
Soil Type
Manning's
Permissible
I Ca culated
Safety
Remarks
Straight
S75
0.033
1.55
0.75
2.06
STABLE
Staple D
u
I
w
CULVERT E
6-9
1
TENT DATE: 12-11-1998
ENT TIME: 14:20:39
FILE DATE: 12-11-1998
FILE NAME: CULVERTE
FHWA CULVERT ANALYSISV�
HY-8, VERSION 6.0
C
SITE DATA
U--------------------------
L
INLET
OUTLET
CULVERT
V
ELEV.
ELEV.
LENGTH
0.
(ft)
(ft)
(ft)
1
86.41
85.70
43.01
2
3
4
5
6
CULVERT SHAPE, MATERIAL, INLET
-----------------------------------------------
BARRELS
SHAPE SPAN RISE MANNING INLET
MATERIAL (ft) (ft) n TYPE
1 RCP 2.00 2.00 .013 CONVENTIONAL
�JMMARY
FILE: CULVERTE
DATE:
12-11-1998
OF CULVERT
FLOWS
(cfs)
(ft)
TOTAL
1
2
3
4
5
6
ROADWAY
ITR
ELEV
86.41
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1
88.78
16.0
16.0
0.0
0.0
0.0
0.0
0.0
0.00
1
89.21
32.0
19.1
0.0
0.0
0.0
0.0
0.0
12.56
7
89.35
48.0
20.1
0.0
0.0
0.0
0.0
0.0
27.63,
5
89.47
64.0
20.8
0.0
0.0
0.0
0.0
0.0
42.69
4
89.57
80.0
21.4
0.0
0.0
0.0
0.0
0.0
58.21
4
89.66
96.0
22.0
0.0
0.0
0.0
0.0
0.0
73.78
4
89.74
112.0
22.4
0.0
0.0
0.0
0.0
0.0
88.67
3
89.83
128.0
22.6
0.0
0.0
0.0
0.0
0.0
104.41
3
89.91
144.1
22.2
0.0
0.0
0.0
0.0
0.0
120.78
3
89.98
1
160.1
22.0
0.0
0.0
0.0
0.0
0.0
137.11
3
89.00
17.7
17.7
0.0
0.0
0.0
0.0
0.0 OVERTOPPING
I
SUMMARY OF
ITERATIVE
SOLUTION
ERRORS
FILE:
CULVERTE
DATE:
12-11-1998
' HEAD
HEAD
TOTAL
FLOW
's FLOW
ELEV (ft)
ERROR (ft)
FLOW (cfs)
ERROR
(cfs)
ERROR
86.41
0.000
0.00
0.00
0.00
88.78
0.000
16.01
0.00
0.00
89.21
-0.006
32.01
0.29
0.91
89.35
-0.005
48.02
0.31
0.65
89.47
-0.008
64.02
0.55
0.86
89.57
-0.007
80.03
0.41
0.51
89.66
-0.005
96.04
0.30
0.31
89.74
-0.004
112.04
0.99
0.88
89.83
1
-0.004
128.05
1.01
0.79
89.91
-0.004
144.05
1.03
0.72
89.98
-0.004
160.06
1.00
0.62
TOLERANCE
(%)
1.000
<17TOLERANCE
(ft) =
0 O10
<2>
=
I
2
IRRENT
DATE: 12-11-1998
FILE
DATE:
12-11-1998
CURRENT
TIME: 14:20:39
FILE
NAME:
CULVERTE
PERFORMANCE
CURVE
FOR CULVERT 1
- 1(
2.00 (ft) BY 2.00
(ft))
RCP
DIS-
CHARGE
HEAD-
WATER
INLET
CONTROL
OUTLET
CONTROL FLOW
NORMAL
CRIT.
OUTLET
TW
OUTLET
TW
FLOW
ELEV.
DEPTH
DEPTH
TYPE
DEPTH
DEPTH
DEPTH
DEPTH
VEL.
VEL.
(cfs)
(ft)
(ft)
(ft)
<F4>
(ft)
(ft)
(ft)
(ft)
(fps)
(fps)
0.00
86.41
0 00
-0.71
0-NF
0 00
0.00
0.00
0 00
0 00
0.00
16.01
88.78
2.37
1.83
1-S2n
1.06
1.44
1.12
0.90
8.86
1.85
19.15
89.21
2.80
2.25
5-S2n
1.18
1.57
1.25
1.28
9.27
2.24
20.08
89.35
2.94
2.38
5-S2n
1.22
1.61
1.29
1.57
9.34
2.50
20.79
89.46
3.05
2.49
5-S2n
1.25
1.63
1.32
1.80
9.48
2.70
21.41
89.57
3.16
2.75
5-S2n
1.28
1.65
1.35
2.00
9.53
2.86
21.96
89.66
3.25
3.01
4-FFt
1.30
1.66
1.30
2.18
10.18
3.00
22.38
89.74
3.33
3.23
4-FFt
1.32
1.68
1.32
2.34
10.22
3.13
22.63
89.82
3.37
3.41
4-FFt
1.33
1.68
2.00
2.48
7.20
3.24
22.24
89.90
3.30
3.49
4-FFt
1.31
1.67
2.00
2.62
7.08
3.34
21.95
89.99
3.25
3.58
4-FFt
1.30
1.66
2.00
2.75
6.99
3.43
----------------------------------------------------------------------------
El. inlet
face invert
86.41 ft
El. outlet invert
85.70
ft
'
El. inlet
throat
invert
0.00 ft
El. inlet crest
-------0_00-ft
I
L
SITE DATA ***** CULVERT INVERT **************
INLET STATION
43.00
ft
INLET ELEVATION
86.41
ft
OUTLET STATION
0.00
ft
OUTLET ELEVATION
85.70'ft
NUMBER OF BARRELS
1
SLOPE (V/H)
0.0165
CULVERT LENGTH ALONG SLOPE
43.01
ft
CULVERT DATA SUMMARY ************************
BARREL SHAPE
BARREL DIAMETER
BARREL MATERIAL
BARREL MANNING'S n
INLET TYPE
INLET EDGE AND WALL
INLET DEPRESSION
CIRCULAR
2.00 ft
CONCRETE
0.013
CONVENTIONAL
SQUARE EDGE WITH HEADWALL
NONE
I
to/
3
LENT DATE: 12-11-1998 FILE DATE: 12-11-1998
CURRENT TIME: 14:20:39 FILE NAME: CULVERTE
TAILWATER
***** REGULAR CHANNEL CROSS SECTION
BOTTOM WIDTH
6.00 ft
SIDE SLOPE H/V
(X:1)
4.0
CHANNEL
SLOPE V/H
(ft/ft)
0.010
MANNING'S
n (.01-0.1)
0.060
CHANNEL
INVERT
ELEVATION
85.70 ft
CULVERT
NO.1 OUTLET INVERT ELEVATION
85.70 ft
*****
UNIFORM
FLOW RATING
CURVE
FOR DOWNSTREAM
CHANNEL
FLOW
W.S.E.
FROUDE
DEPTH
VEL.
SHEAR
(cfs)
(ft)
NUMBER
(ft)
(f/s)
(psf)
0.00
85.70
0.000
0.00
0.00
0.00
16.01
86.60
0.343
0.90
1.85
0.56
32.01
86.98
0.349
1.28
2.24
0.80
48.02
87.26
0.352
1.57
2.50
0.98
64.02
87.50
0.355
1.80
2.70
1.12
80.03
87.70
0.357
2.00
2.86
1.25
96.04
87.88
0.359
2.18
3.00
1.36
112.04
88.04
0.361
2.34
3.13
1.46
128.05
88.18
0.362
2.48
3.24
1.55
144.05
88.32
0.363
2.62
3.34
1.63
160.06
68.45
0.365
2.75
3.43
1.71
-
ROADWAY OVERTOPPING
DATA =_-- - - - -
ROADWAY SURFACE GRAVEL
EMBANKMENT TOP WIDTH 16.00 ft
CREST LENGTH 50.00 ft
OVERTOPPING CREST ELEVATION 89.00 ft
I
by
IThe Sear -Brown Group Riprap Design
Project: Centre Avenue Extension
Designer. DDH
Project #. 120-030
Date: 11-Dec-98
Location: Swale Culvert at Bike Path
'
Pipe dia.: 24 in Tailwater.
0.8 ft (variable/unknown)
Discharge 22 cfs Max Vel.:
5 ft/s (soil dependent)
1. Required riprap type:
O/D^2.5 = 3.89 < 6 —> use design charts
D = 2.00 ft
0
1
Yt/D = 0.40
O/D^1.5 = 7.78
d50 = 6.45 in --> 9 in
--> Use Type L (Class 9) riprap
2. Expansion factor.
1 / [2 tan(theta)] = 3.6
3. Riprap length:
At = O/V = 4.40 ft2
L = 1/[2tan(theta)]*(At/Yt - D) = 13 ft
4. Governing limits:
L>3D= 6 ft <=13ft—>OK
L<10D= 20 ft=>13ft—>OK
5. Maximum depth:
Depth = 2d50 = 2 (9 in / 12) = 1.50 ft
6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
7. Riprap width:
Width = 3D = 3 (24 in /12) = 6 ft
Summary.
Type L (Class 9) riprap
Length = 13 ft " r �P ra c
Depth = 1.5 ft
1 Width = 6 ft Jld.A0
I
C
' 11-Dec-98
113
Riprap Sizing
Project Name: Centre Avenue Extension Engineer: The Sear -Brown Group, j I
Project Number: 783-002 Date: 12-11-98
Task: Swale at Bike Path Checked:
Method: US Army CoE Date Checked:
Units: English
Filename: L:\JOBS\120-030\CENTRE\STRMSWR\SIDEWALK.CHN
Rinrnn r;rnriinv
Percent
Smaller
Bed
Banks
Left
Right
Diameter
Weight
Diameter
Weight
Diameter
Weight
in
lb
in
lb
in
lb
100
1.3
2.0
2.0
85
1.1
Weight
1.6
Weight
1.6
Weight
50
0.8
Not
1.2
Not
1.2
Not
15
0.4
Calc'd
0.6
Calc'd
0.6
Calc'd
Thickness
1.6
2.5
2.5
Filter
Percent
Smaller
Bed Left
in in
Right
in
85
0.0 0.0
0.0
15
0.0 0.0
0.0
Thickness
(in)
Notes:
Bed: Geofabric required at interface between subsoil and bed riprap
Banks: Geofabric required at interface between subsoil and bank ri
ra
Hvdraulic Parameters
Flow Velocity: 5.12 fps Manning's n: 0.035
Flow Depth: 2.14 ft Froude Number: 0.62
vata
Discharge:
160.06 cfs
Flow Condition:
Type 1
Bend Radius:
0. ft
Bend Direction
Straight
Riprap SG:
2.65
Riprap Shape:
Angular
Protection Type:
Bank and Bed
Channel Discontinuities:
Channel only
Left Side Slope: 4.
Right Side Slope: 4.
Base Width:
6. ft
Channel Slope:
0.01
Subsoil D85:
0.01 in
Subsoil D50:
0.001 in
Subsoil D15:
0.001 in
Safety Factor:
1.1
Ci
I
i
1
r
1
1
I
i
1
1
1
1
I
1
LARIMER NO. 2 CANAL
1
[i
Project: CENTIZE Ave. Project No. 763-002
I
1
I
11
I
I
n
THE
SEAR -BROWN
GROUP J
Bye Ti1G Checked:
Date: (o/25/98 Sheet _
L.AaIME2 No.2 CALr-uLAT10Ns
15s r-fs /
Q�r. pn = 100 Ols ` GONSE2VA7l VE E5TIi)IHTE)
0.m4.< = 255C-f5
• Ex ISTuv(, ' CHANNEL
Bo= I!o'
5S= I.S�I
l.'SLOPE = 21.80=z7,18 1140-2 = 0,00044
R OUGIa NESS = 0, O7) 4 I
►-Rom T=.O�MAS- d�ISSc{s>_ 'J.88�
a PROPOSED 20 ' X 5' RCBG
ofi
d(zss'r-fs) ° s, IO'
INV.. IN = 2 I.(0-7 EFFEGrrVE Wlt>rW/
-Tmv. OUT- r72-7(01 AACROSS = i2p qSY� Y 100 FTZ
lzou(.RNens = 0.034. A NET - Q f FT2 EFF.WIpTM 19.8
Qom HY3 ourPUr, UPSTd(ISS c=s)= 3..23 cl(755c-,'��= `-Z5
• NOPOSEb C,HFlNNEL S�CTIOr�:
e W = Is t
55 = 211
SLOPE = 0.000S
ROU6HNE5S = O.o3"
a(z55e-is) = y.82'
3EGAU5L NC>QVYIIgL- Ok PTH FOB PlZoPoSE'b SI=Gr.oN AN!b IFS-x�DW!nr
(7EPTri I`OQ P20P05C"7D CULVEVT A2C LESS Th7AN E.XIS77N()
N102vvIAL IDEPT-H IN Lb ITCH GoNLL.uDE TH qr PQOPOSED A2J2RNz>eYnLWT
wl Ll. NOT Ab V67Ljd'L4 AFFECT FLOWS IN CANAL,
PIPP-AP ANALYSIS
5i-0L-+,
tJ0 2:0244 REQJ12E(\
A7 GU_V�M.— GUTL .
(RIPrzAP F.rnALY;;s
SHOWS
N!o 2!P2r1A, 2/tc�ul�E�
�02 cHaNvc�
Ge-Np. f/Oi�/GNGLs
�i ff
Larimer No. 2 Existing WSEL
Worksheet for Trapezoidal Channel
' Project Descnption
Project File
h:\wrg\csurf\centreUarimer2.fm2
'
Worksheet
Flow Element
Larimer No. 2 - Existing Section
Trapezoidal Channel
Method
Manning's Formula
Solve For
. Channel Depth
Input Data
Mannings Coefficient
0.034
Channel Slope
0.000440 ft/ft
Left Side Slope
1.500000 H : V
Right Side Slope
1.500000 H : V
Bottom Width
16.00
ft
Discharge
155.00 cfs
Results
Depth
3.88
ft
Flow Area
84.65
ft2
Wetted Perimeter
29.99
ft
Top Width
27.64
ft
Critical Depth
1.37
ft
Critical Slope
0.016603 ft/ft
Velocity
1.83
ft/s
Velocity Head
0.05
ft
Specific Energy
3.93
ft
'
Froude Number
Flow is subcritical.
0.18
I
06/25/98 The Sear -Brown Group FlowMaster v5.15
03:22:32 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
47
Larimer No. 2 Existing WSEL
Worksheet for Trapezoidal Channel
Project Description
Project File
h:\wrg\csurf\centre\larimer2.fm2
Worksheet
Larimer No. 2 - Existing Section
'
Flow Element
Trapezoidal Channel
Method
Manning's Formula
' Solve For
Channel Depth
Input Data
Mannings Coefficient
0.034
Channel Slope
0.000440 ft/ft
Left Side Slope
1.500000 H : V
Right Side Slope
1.500000 H : V
Bottom Width
16.00 It
Discharge
255.00 cfs
Results
Depth
5.10 ft
Flow Area
120.53 ft2
Wetted Perimeter
34.38 ft
Top Width
31.29. ft
'
Critical Depth
1.87 ft
Critical Slope
0.015325 ft/ft
Velocity
2.12 ft/s
Velocity Head
0.07 ft
Specific Energy
5.17 ft
'
Froude Number
Flow is subcritical.
0.19
11
1
1
I
1
06/25/98 The Sear -Brown Group
13:22:20 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
Larimer No. 2 Proposed WSEL
Worksheet for Trapezoidal Channel
Project Description
Project File h:\wrg\csurf\centre\larimer2.fm2
' Worksheet Larimer No. 2 - Proposed Section
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
'
Mannings Coefficient
0.034
Channel Slope
0.000500 ft/ft
Left Side Slope
2.000000 H : V
'
Right Side Slope
2.000000 H : V
Bottom Width
15.00 ft
Discharge
155.00 cfs
Results
Depth
3.71 ft
'
Flow Area
83.18 ft2
Wetted Perimeter
31.59 ft
Top Width
29.84 ft
'
Critical Depth
1.40 ft
Critical Slope
0.016498 ft/ft
Velocity
1.86 ft/s
Velocity Head
0.05 ft
Specific Energy
3.76 ft
'
Froude Number
Flow is subcritical.
0.20
I
I.
06/25/98 The Sear -Brown Group
' 03:23:02 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
�9
' Larimer No. 2 Proposed WSEL
Worksheet for Trapezoidal Channel
Project Description
Project File
h:\wrg\csurf\centreUarimer2.fm2
Worksheet
Larimer No. 2 - Proposed Section
'
Flow Element
Trapezoidal Channel
Method
Manning's Formula
'
Solve For
Channel Depth
'
Input Data
Mannings Coefficient
0.034
Channel Slope
0.000500 ft/ft
Left Side Slope
2.000000 H : V
Right Side Slope
2.000000 H : V
Bottom Width
15.00 ft
Discharge
255.00 cfs
Results
Depth
4.82 ft
'
Flow Area
118.90 ft2
Wetted Perimeter
36.57 ft
Top Width
34.30 ft
Critical Depth
1.90 ft
Critical Slope
0.015229 ft/ft
Velocity
2.14 ft/s
'
Velocity Head
0.07 ft
Specific Energy
4.90 ft
'
Froude Number
Flow is subcritical.
0.20
I
1
06/25/98 The Sear -Brown Group
03:22:52 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
70
�RRENT DATE: 10-09-1998
ENT TIME: 09:20:12
FILE DATE: 10-09-1998
FILE NAME: 12003OLR
FHWA CULVERT ANALYSIS
HY-8, VERSION 6.0
IC SITE DATA CULVERT SHAPE, MATERIAL, INLET
U-------------------------- -----------------------------------------------
L INLET OUTLET CULVERT BARRELS
V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET
1
2
3
4
5
6
(ft) (ft) (ft)
5027.67 5027.61 71.00
MATERIAL (ft) (ft) n TYPE
1 RCB 19.80 5.00 .034 CONVENTIONAL
Y OF CULVERT FLOWS (cfs) FILE: 12003OLR DATE: 10-09-1998
LEV (ft)
TOTAL
1
2
3
4
5
6
ROADWAY
ITR
5027.67
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
5028.81
25.5
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
5029.38
51.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
5029.83
76.5
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
1
5030.23
102.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
5030.57
127.5
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
5030,88
5031.18
153.0
178.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.00
0
0
5031.45
204.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
5031.72
229.5
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
5031.96
255.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
0.00
0.0
0.0
0.0
0.0
0.0
0.0
0.0
OVERTOPPING
SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 12003OLR DATE: 10-09-1998
'
HEAD
HEAD
TOTAL
FLOW
o FLOW
ELEV (ft)
ERROR (ft)
FLOW (cfs)
ERROR .(cfs)
ERROR
5027.67
0.000
0.00
0.00
0.00
5028.81
0.000
25.50
0.00
0.00
'
5029.38
0.000
51.00
0.00
0.00
5029.83
0.000
76.50
0.00
0.00
5030,23
0.000
102.00
0.00
0.00
5030.57
0.000
127.50
0.00
0.00
5030.88
0.000
153.00
0.00
0.00
5031.18
0.000
178.50
0.00
0.00
5031.45
0.000
204.00
0.00
0.00
5031.72
0.000
229.50
0.00
0.00
5031.96
0.000
255.00
0.00
0.00
--------------------------------------------------------------------------------
<1>
TOLERANCE (ft)
= 0.010
<2> TOLERANCE 06)
= 1.000
2
IRRENT DATE: 10-09-1998
CURRENT TIME: 09:20:12
FILE DATE: 10-09-1998
FILE NAME: 120030LR
PERFORMANCE CURVE FOR CULVERT 1 - 1( 19.80 (ft) BY 5.00 (ft)) RCB
DIS- HEAD- INLET
OUTLET
'CHARGE
WATER CONTROL
CONTROL FLOW
NORMAL
GRIT.
OUTLET
TW
OUTLET
TW
FLOW ELEV. DEPTH
DEPTH TYPE
DEPTH
DEPTH
DEPTH
DEPTH
VEL.
VEL.
(cfs) (ft) (ft)
(ft) <F4>
(ft)
(ft)
(ft)
(ft)
(fps)
(fps)
------------------------------------------------------------
0.00 5027.67 0.00
-0.06 0-NF
0.00
0.00
0.00
0.00
0.00
0.00
25.50 5028.81 0.68
1.14 3-Mlt
1.06
0.37
1.11
1.11
1.16
1.34
'
51.00 5029,38 1.02
76.50 5029.83 1.34
1.71 3-Mlt
2.16 3-M2t
1.64
2.13
0.59
0.78
1.65
2.08
1.65
2.08
1.56
1.86
1.69
1.92
102.00 5030.22 1.61
2.55 3-M2t
2.58
0.94
2.44
2.44
2.11
2.10
127.50 5030.57 1.87
2.90 3-M2t
2.99
1.09
2.76
2.76
2.33
2.25
'153.00
5030.88 2.12
3.21 3-M2t
3.37
1.23
3.05
3.05
2.53
2.37
178.50 5031.18 2.34
3.51 3-M2t
3.74
1.36
3.32
3.32
2.71
2.48
204.00 5031.45 2.55
3.78 3-M2t
4.09
1.49
3.57
3.57
2.89
2.58
229.50 5031.72 2.75
4.05 3-M2t
4.44
1.61
3.80
3.80
3.05
2.67
255.00 5031.96 2.95
4.29 3-M2t
5.00
1.73
4.02
4.02
3.20
2.75
El. inlet face invert 5027.67
ft
E1 outlet
invert
5027.61
ft
El. inlet throat
invert 0.00
ft
El. inlet
crest
0.00
ft
*** SITE DATA ***** CULVERT INVERT **************
INLET STATION
1164.50
ft
INLET ELEVATION
5027.67
ft
OUTLET STATION
OUTLET ELEVATION
1235.50
5027.61
ft
ft
NUMBER OF BARRELS
1
SLOPE (V/H)
0.0008
'
CULVERT LENGTH ALONG SLOPE
71.00
ft
*****
CULVERT DATA SUMMARY ************************
BARREL SHAPE
BOX
'
BARREL SPAN
19.80 ft
BARREL RISE
5.00 ft
BARREL MATERIAL
CONCRETE
'
BARREL MANNING'S n
0.034
INLET TYPE
CONVENTIONAL
INLET EDGE AND WALL
SQUARE EDGE
(90&15
DEG.
FLARE)
'
INLET DEPRESSION
NONE
7Z
3
TENT DATE: 10-09-1998 FILE DATE: 10-09-1998
CURRENT TIME: 09:20:12 FILE NAME: 12003OLR
------------------------------------------------------------------------------
TAILWATER
*****
REGULAR
CHANNEL CROSS SECTION ****************
BOTTOM WIDTH
15.00 ft
SIDE SLOPE H/V (X:1)
2.0
'
CHANNEL
SLOPE V/H (ft/ft)
0.001
MANNING'S
n (.01-0.1)
0.034
'
CHANNEL
CULVERT
INVERT ELEVATION
NO.1 OUTLET INVERT ELEVATION
5027.61 ft
5027.61 ft
******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
FLOW W.S.E. FROUDE DEPTH VEL. SHEAR
(cfs)
(ft)
NUMBER
(ft)
(f/s)
(psf)
0.00
5027.61
0.000
0.00
0.00
0.00
25.50
5028.72
0.224
1.11
1.34
0.07
51.00
5029.26
0.231
1.65
1.69
0.10
76.50
5029.69
0.235
2.08
1.92
0.13
'
102.00
5030.05
0.237
2.44
2.10
0.15
127.50
5030.37
0.238
2.76
2.25
0.17
153.00
5030.66
0.239
3.05
2.37
0.19
178.50
5030.93
0.240
3.32
2.48
0.21
'
204.00
5031.18
0.241
3.57
2.58
0.22
229.50
5031.41
0.241
3.80
2.67
0.24
-----255.00
5031.63
0.242
4.02
2.75
0.25
ROADWAY OVERTOPPING
DATA
------------------------------------------------------
- ---------------------
ROADWAY SURFACE PAVED
' EMBANKMENT TOP WIDTH 70.00 ft
CREST LENGTH 50.00 ft
OVERTOPPING CREST ELEVATION 5036.30 ft
73
' The Sear -Brown Group Riprap Design
'
Project. Centre Avenue Extension
Project #. 120-030
Designer. JAG
Date: 10/9/98
Location: Larimer No. 2 culvert outlet
Box width 20 ft
Tailwater.• 4.82 ft
Box heigh 5 ft
Max. V.5 ft/s
Discharge 255 cfs
1. Required riprap type:
O/WH^1. 1.14 < 8 —> use design charts
'
H = 5.00 ft
0
Yt/H = 0.96
OM/H^0. 5.70
d50 = 0 in
—> Use Class 0 riprap
2. Expansion factor.
1 / [2 tan(theta)] = 6.7
3. Riprap length:
At = CW =
51 ft2
'
L = 142tan(theta)]'(At/Yt - W) _
-63 ft
'
4. Governing limits:
L > 3H = 15 ft
increase length to 15 ft
L<10H= 50 ft
=>-63ft—>OK
' 5. Maximum depth:
Depth = 2d50 = 2 (0 in / 12) = 0 ft
' 6. Bedding:
Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
t 7. Riprap width (minimum):
Width = 2H = 2 (20 ft) = 40 ft
(Extend riprap to minimum of culvert height or normal channel depth.)
' Summary: _
Class 0 riprap r�
Length = 15 ft G(Q c,5 (e r�
Depth = 0 ft Ck'A
Width = 40 ft
09-Oct-98
7`f
Riprap Sizing
Project Name: Centre Avenue Extension Engineer: SBG, jag
Project Number: 120-030 Date: 06-26-98
Task: Larimer No. 2 Realignment Checked:
Method: US Army CoE Date Checked:
Units: English
Filename: H:\USER\GIBBENS\CENTERAV\LARIMER2.CHN
RinraD Gradine
Percent
Smaller
Bed
Banks
Left Right
Diameter Weight
Diameter Weight
Diameter Weight
(ft) (lb)
(in) (lb)
(in) (lb)
85
0.3 Weight
1.1 Weight
50
0.2 Not
0.8 Not
15
0.1 Calc'd
0.4 Calc'd
Thickness
0.4
1.7
Filter
Percent
Smaller
Bed LeftRight
(in) (in) (in)
15
0.0 0.0
Thickness
(in)
Notes:
Banks: Geofabric required at interface between subsoil and bank riprap
lydraulic Parameters
Flow Velocity: 2.04 fps Manning's n: 0.03
Flow Depth: 3.46 ft Froude Number: 0.19
t vata
Discharge:
155. cfs
Flow Condition:
Type 3
Bend Radius:
100. ft
Bend Direction
Left
Riprap SG:
2.65
Riprap Shape:
Rounded
Protection Type:
Bank only
Channel Discontinuities:
Channel only
Left Side Slope: 2.
Right Side Slope: 2.
Base Width:
15. ft
Channel Slope:
0.0005
Subsoil D85:
0.01 in
Subsoil D50:
0. in
Subsoil D15:
0. in
Safety Factor:
1.5
7S
I
Riprap Sizing
Project Name: Centre Avenue Extension Engineer: SBG, jag
Project Number: 120-030 Date: 06-26-98
Task: Larimer No. 2 Realignment Checked:
Method: US Army CoE Date Checked:
Units: English
Filename: H:\USER\GIBBENS\CENTERAV\LARIMER2.CHN
Rivrap Grading
Percent
Smaller
Bed
Banks
Left Right
Diameter Weight
Diameter Weight
Diameter Weight
(ft) (lb)
(in) (lb)
(in) (lb)
85
0.4 Weight
1.6 Weight
50
0.3 Not
1.2 Not
15
0.1 Calc'd
0.6 Calc'd
Thickness
0.6
2.4
Filter
Percent
Smaller
Bed LeftRight
(in) (in) (in)
15
0.0 0.0
Thickness
(in)
Notes:
Banks: Geofabric required at interface between subsoil and bank riprap
Hydraulic Parameters
Flow Velocity: 2.35 fps Manning's n: 0.03
Flow Depth: 4.51 ft Froude Number: 0.2
t Data
Discharge:
255. cfs
Flow Condition:
Type 3
Bend Radius:
100. ft
Bend Direction
Left
Riprap SG:
2.65
Riprap Shape:
Rounded
Protection Type:
Bank only
Channel Discontinuities:
Channel only
Left Side Slope: 2.
Right Side Slope: 2.
Base Width:
15. ft
Channel Slope:
0.0005
Subsoil D85:
0.01 in
Subsoil D50:
0. in
Subsoil D15:
0. in
Safety Factor:
1.5
7L
Discharge
ds
Peak Fbw
Period s)
Velocky (fpsl
Area (,%fQ
Hydrau5c
Flacliusfftll
Normal
De 0
255.0
20
3.03
84.13
1 265
3.74
BEND RESULTS
Bend Radurs
It
Length
Rotection t
Super Elevation
Depth IfIrl
125.0
89.7
3.8
LINER RESULTS
0dhorri 22Width 0
Not to Scale
Reach
Material Type
Phase
Veo. Type
Soa Type
Manning's h
Petn ssible
ShearStress(psf)
Calculated
Shear Stress (p
Safety
Factor
Remarks
Sta Pattern
pass
Veg. Density
Straight
S75
ELM
1.55
0.12
13.28
STABLE
Staple D
Bend
S75
0.021
1.55
614
11.25
STABLE
Staple D
u�-
%S f�ObrlG /� �/IA
77
H
I
1
I
r
I
11
I
1
1
I
I
I
1
SHERWOOD LATERAL CULVERT
1
FA
I
u
I
I
-.4
THE
SEAR BROWN
GROUP
Project: CENTet Ave. Project No. '783-602-
By: SACS Checked:
Date: G /2/0 Sheet of
TVPICAL. ' 6YTror`r - SHGMWOOO LHTSZAL IQtFAL-16KmkF-vT
• gewPc
TRANSITION Gor?,om wiCrA To GUl VCQT WibrH AT 4= ,
Zh : IV TYP
wSEL
@ Gt= Sat-fs
• coPwa JZADii = IDO
• lP�QonoSEc box cvL_veJzT = 10' x 3'
• 2rP2AP ANA�`iiS 5HOWS No P-iP2AP /L .Z2t)r 2e l� AT GUL\/t'(ZT
(DOTO--T OR- C. H 1? A: N c L_ A ew ti S. (,��/i✓L� C//
N�o1.t oLt -Ile/
1
THE
SEAR BROWN
GROUP
Project: (fCNTR,E Aye. Project No.
By: SA6 Checked:
Date: G h-S Sheet of
F.FF'CCTiV'E F02 LATEQgI, 2GgC.
• FPoPpsm aoX SieE IS 10' x 3t
' S17-6 Or- HANC64ES
,c
A Gko!'� IO �3� = 30 Fr2
A NAut,NEs y i z� 1'X 1 ") 2-
NET 30 FT" _ 2FT7-: 2B FT 2
K,CEP /-4C7{>HT OF 60X AT 3�
CFFECrJVE wloni = 2.3'/3' = 9.33�
THE
SEAR -BROWN
GROUP
Project: G6NT2s /4'VE, Project No. 120-030
By: 3A& Checked:'`
Date: G/25/96 Sheet of
BE\/EL DE-516N r-o2 aox cvLvmr
beSI[aN j4CGoatoNL To F"HwA C_HAaT 10
b = BOX ke-l(>HT = 3'
8 = eO)< SPAN (TO OUT51OE of wi L-L-$
1)EVE.L ANC.L'E = yS'
n 1 ��
Cl= �Z I/b = 31(-L" = I I�2 TOP BEVEL)
b Vz„ .- 1 /4 - 10 ('2" ' S (51pg aEVEI
' TO HAVE cONSIST6-J�JT 3EVELIN6 i rriAKE G0TH G G:V 4F-S
t!FHwA INbiCATE'S LEVELS SHALL NOT 3E LG7S THAN M7Nlm�m
blmeTvSlotJ4
PLACE GevEL IN REAbwFaLL
AT TOP ANLi SIpES,
0
CHART 10
EXAMPLE
9a7FT DasiT. O.MCFS GINS.113
INLET FACE -ALL EDGES:
HW HW
IIN/FT BEVELS 33.7'(1:1.51 --
ALL EDGES p 14M
V2 IN/FT BEVEL44Y11:11
CHAMFER 3/4* 2.51 11.3
300 INCH CHAN/ERS—�,
V2 IIA/FT BEVEL 2.09 ID4
12 1W"BEM $As 9.4
600
10
9
11
500
6
7
p
100
6
9
300
3
4.
6
It,
7200
4
01
ISO
p
3
7
i
3`
in
100
6 —
L
2
80 —��
60
W
C
¢�
cc
QIx
a
I.S
40
~
Z
=
30
4 n
8
=
_
W
a
W
D
20
(NOTES dV E
IL
1.0
FACE DIMENSION OF ALL
W
IS
W
SIDE AND TOP BEVELSSkALL
¢
3
0.9
NOT Be LESS
3 swmm.TO OBTAIN BEVET N
Q
a,
TERNI/YTR71/ 1N ONE PLANE
y
10
=
tN A RECTANGULAR
ECTAULAR BM.
5O.6
9
EITHER INCREASE 40R A.OR
DECREASE THE REVEL ANGLE
6 ilowl"il
T
F _
6
- '-- '-'-
0.7
Fm cr i/Z"LD
e
TIN,ea+4 .7 Far O=1a0
S
_-- __--
D N Fe
4 D.
rO
2 eF.al AaRN
7-rwol"as3
TivR•1'aRSide
Baal A
L ,a, NevaULARHM
6aw1FACE
.
DIMENSIONS 0 AND A OF
BEVELS ARE EACH RELATED TO
THE OPENING DIMENSION AT
ROHT ANGLES TO THE EDGE
3
2
2 —
1.5
1A
0.7
Q6
HEADWATER DEPTH FOR INLET CONTROL
RECTANGULAR BOX CULVERTS
90• HEADWALL
FEDERAL HIGHWAY ADMINISTRATION CHAMFERED OR BEVELED INLET EDGES
MAY 1973
The Sear -Brown Group
Riprap Design
Project: Centre Avenue Extension Designer: DDH
Project A 120-030 Date: 25-Jan-99
' Location: Sherwood Lateral Culvert outfall
Box width: 10 ft Tailwater: 2.04 ft (known)
Box height 3 ft Max Vel.: 5 ft/s (soil dependent)
' Discharge 55 cis
1. Required riprap type:
Q/WH^1.5 = 1.06 < 8 --> use design charts
H = 3.00 ft 0
Yt/H = 0.68
Q/WH^0.5 = 3.18
d50 = 0.78 in --> 0 in
—> Use Use geotextile or minimum riprap gradation.
2. Expansion factor.•
1 / [2 tan(theta)] = 6.7
3. Riprap length:
At = CW = 11 ft2
L = 1/[2tan(theta)]'(At/Yt - W) _ -31 ft
4. Governing limits:
L> 3H = 9 ft increase length to 9 ft
L<10H= 30 ft =>-31 ft —>OK
5. Maximum depth:
Depth = 2d50 = 2 (0 in / 12) = 0 ft
6. Bedding.
Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
7. Riprap width (minimum):
Width =2H=2(10ft) = 20 ft
(Extend riprap to minimum of culvert height or normal channel depth.)
Summary:
Use geotextile or minimum riprap gradation.
Depth = 0 ft (,GS.e liIQ 55
Width = 20 ft
25-Jan-99
63
I
i
1
Riprap Sizing
Project Name: Centre Avenue Extension Engineer: SBG, jag
Project Number: 120-030 Date: 10-09-98
Task: Sherwood Lateral Realignment Checked:
Method: US Army CoE Date Checked:
Units: English
Filename: H:\WRG\120-030\CENTRE\STRMSWR\SHERWOOD.CHN
Riprap Grading
Percent
Smaller
Bed
Banks
Left Right
Diameter Weight
Diameter Weight
Diameter Weight
(ft) (lb)
(in) (lb)
(in) (lb)
85
0.2 Weight
0.7 Weight
50
0.2 Not
0.6 Not
15
0.1 Calc'd
0.3 Calc'd
Thickness
0.4
1.1
Filter
ercent
Smaller
Bed Leftt
(in) (in) (in)
15
0.0 0.0
Thickness
(in)
Notes:
Banks: Geofabric required at interface between subsoil and bank riprap
Hydraulic Parameters
Flow Velocity: 2.01 fps Manning's n: 0.03
Flow Depth: 1.52 ft Froude Number: 0.29
t iiata
Discharge:
55. cfs
Flow Condition:
Type 3
Bend Radius:
100. ft
Bend Direction
Left
Riprap SG:
2.65
Riprap Shape:
Rounded
Protection Type:
Bank only
Channel Discontinuities:
Channel only
Left Side Slope: 2.
Right Side Slope: 2.
Base Width:
15. ft
Channel Slope:
0.0012
Subsoil D85:
0.01 in
Subsoil D50:
0. in
Subsoil D15:
0. in
Safety Factor:
1.1
I
I
I
Riprap Sizing
Project Name: Centre Avenue Extension Engineer: SBG, jag
Project Number: 120-030 Date: 10-09-98
Task: Sherwood Lateral Realignment Checked:
Method: US Army CoE Date Checked:
Units: English
Filename: H:\WRG\120-030\CENTRE\STRMSWR\SHERWOOD.CHN
RinraD Gradine
Percent
Smaller
Bed
Banks
Left Right
Diameter eig tDiameter
Weight
Diameter Weight
(ft) (lb)
(in) (lb)
(in) (lb)
85
0.3 Weight
1.0 Weight
50
0.3 Not
0.8 Not
15
0.1 Calc'd
0.4 Calc'd
Thickness
0.5
1.5
Filter
Percent
Smaller
Bed LeftRight
(in) (in) (in)
15
0.0 0.0
Thickness
(m)
Notes:
Banks: Geofabric required at interface between subsoil and bank riprap
Hydraulic Parameters
Flow Velocity: 2.25 fps Manning's n: 0.03
Flow Depth: 1.38 ft Froude Number: 0.34
t Data
Discharge:
55. cfs
Flow Condition:
Type 3
Bend Radius:
100. ft
Bend Direction
Left
Riprap SG:
2.65
Riprap Shape:
Rounded
Protection Type:
Bank only
Channel Discontinuities:
Channel only
Left Side Slope: 2.
Right Side Slope: 2.
Base Width:
15. ft
Channel Slope:
0.0017
Subsoil D85:
0.01 in
Subsoil D50:
0. in
Subsoil D15:
0. in
Safety Factor: 1.1
I
I
1
RENT DATE: 10-16-1997
RENT TIME: 07:49:35
FILE DATE: 10-16-1997
FILE NAME: 120030SH
U -0
Dom_ yr :; _ S ; AQ7; -
6
FHWA CULVERT ANALYSIS
--------------------------------------------------------------------------------
HY-8, VERSION 6.0
--------------------------------------------------------------------------------
C
SITE DATA
CULVERT SHAPE,
MATERIAL, INLET
U--------------------------
-----------------------------------------------
L
INLET OUTLET
CULVERT
BARRELS
V
ELEV. ELEV.
LENGTH
SHAPE SPAN
RISE MANNING INLET
0.
(ft) (ft)
(ft)
MATERIAL (ft)
(ft) n TYPE
1
90.61 90.55
39.00
1 ICMP 14.00
4.00 .024 CONVENTIONAL
4
Q �,a a.�,
w
=
5
93- a9
6
Y OF CULVERT
FLOWS (cfs)
FILE: 120030SH
DATE: 10-16-1997
(ft) TOTAL
1
2
3
4
5
6
ROADWAY
ITR
�LEV
90.61 0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1
91.84 20.0
20.0
0.0
0.0
0.0
0.0
0.0
0.00
1
92.49 40.0
40.0
0.0
0.0
0.0
0.0
0.0
0.00
1
92.75 50.0
50.0
0.0
0.0
0.0
0.0
0.0
0.00
1
1 93.42 80.0
80.0
0.0
0.0
0.0
0.0
0.0
0.00
1
93.81 100.0
100.0
0.0
0.0
0.0
0.0
0.0
0.00
1
94.17 120.0
120.0
0.0
0.0
0.0
0.0
0.0
0.00
1
94.52 140.0
140.0
0.0
0.0
0.0
0.0
0.0
0.00
1
94.94 160.0
160.0
0.0
0.0
0.0
0.0
0.0
0.00
1
94.75 180.0
180.0
0.0
0.0
0.0
0.0
0.0
0.00
1
94.98 200.0
200.0
0.0
0.0
0.0
0.0
0.0
0.00
1
96.00 352.0
.352.0
0.0
0.0
0.0
0.0
0.0
OVERTOPPING
SUMMARY OF ITERATIVE
SOLUTION
ERRORS
FILE:
120030SH
DATE:
10-16-1997
1 HEAD
HEAD
TOTAL
FLOW
°s FLOW
ELEV (ft)
ERROR (ft)
FLOW (cfs)
ERROR
(cfs)
ERROR
90.61
0.000
0.00
0.00
0.00
91.84
0.000
20.00
0.00
0.00
1
92.49
0.000
40.00
0.00
0.00
92.75
0.000
50.00
0.00
0.00
93.42
93.81
0.000
0.000
80.00
100.00
0.00
0.00
0.00
0.00
94.17
0.000
120.00
0.00
0.00
94.52
0.000
140.00
0.00
0.00
94.94
0.000
160.00
0.00
0.00
94.75
0.000
180.00
0.00
0.00
94.98
0.000
200.00
0.00
0.00
<1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (°<) = 1.000
------------------
.i
2
RENT
DATE: 10-16-1997
FILE
DATE:
10-16-1997
CURRENT
TIME: 07:49:35
FILE
NAME:
120030SH
PERFORMANCE
CURVE
FOR CULVERT 1
- 1( 14.00
(ft) BY 4.00
(ft)) ICMP
DIS-
'CHARGE
---------------------------------------------------------------------
HEAD-
WATER
INLET
CONTROL
OUTLET
CONTROL FLOW
NORMAL
CRIT.
OUTLET
TW
OUTLET
TW
FLOW
ELEV.
DEPTH
DEPTH
TYPE
DEPTH
DEPTH
DEPTH DEPTH
VEL.
VEL.
(cfs)
(ft)
(ft)
(ft)
<F4>
(ft)
(ft)
(ft)
(ft)
(fps)
(fps)
------------------------------------------------------------------------------
0.00
90.61
0.00
-0.06
0-NF
0.00
0.00
0.00
0.00
0.00
0.00
20.00
91.84
0.65
1.23
3-M1t
0.78
0.40
1.24
1.24
1.19
0.98
40.00
92.49
1.04
1.88
3-Mlt
1.23
0.62
1.84
1.84
1.64
1.23
50.00
92.75
1.21
2.14
3-Mlt
1.43
0.73
2.09
2.09
1.82
1.31
80.00
93.42
1.66
2.81
3-Mlt
1.98
1.00
2.71
2.71
2.29
1.52
100.00
93.81
1.93
3.20
3-Mlt
2.33
1.18
3.07
3.07
2.59
1.62
�120.00
94.17
2.18
3.56
3-Mlt
2.71
1.33
3.38
3.38
2.90
1.71
140.00
94.52
2.42
3.91
3-Mlt
3.19
1.47
3.67
3.67
3.22
1.78
160.00
94.94
2.66
4.33
3-M2t
4.00
1.62
3.94
3.94
3.61
1.85
180.00
94.75
2.90
4.14
3-M2t
4.00
1.75
4.00
4.19
3.61
1.92
200.00
94.98
3.11
4.37
3-M2t
4.00
1.88
4.00
4.43
3.61
1.97
----------------------------------------------------------------------
El. inlet
El. inlet
face invert
throat invert
90.61 ft
0.00 ft
El. outlet invert
El. inlet crest
90.55
0.00
ft
ft
SITE DATA ***** CULVERT INVERT **************
INLET STATION
100.00
ft
INLET ELEVATION
90.61
ft
OUTLET STATION
139.00
ft
OUTLET ELEVATION
90.55
ft
NUMBER OF BARRELS
1
SLOPE (V/H)
0.0015
CULVERT LENGTH ALONG.SLOPE
39.00
ft
CULVER
BARREL
BARREL
BARREL
BARREL
BARREL
T
DATA SUMMARY ************************
SHAPE
SPAN
RISE
MATERIAL
MANNING'S n
INLET TYPE
INLET EDGE AND WALL
INLET DEPRESSION
USER DEFINED
14.00 ft
4.00 ft
STEEL OR ALUMINUM
0.024 FOR SIDES AND TOP
0.035 FOR BOTTOM
CONVENTIONAL
HEADWALL
NONE
-------------- - --------
I
3
RENT DATE: 10-16-1997 FILE DATE: 10-16-1997
CURRENT TIME: 07:49:35 FILE NAME: 120030SH
------------------------------------------------------------------------------
-----------------------------------------------------
------------------------
***
USER DEFINED
CULVERT
CROSS-SECTION
- CULVERT # 1
COORDINATE
X
Y-TOP
Y-BOTTOM
NUMBER
(ft)
(ft)
(ft)
1
0.00
0.00
0.00
2
1.00
2.50
0.00
3
3.00
3.50
0.00
4
5
7.00
11.00
4.00
3.50
0.00
0.00
6
13.00
2.50
0.00
7
14.00
0.00
0.00
I
I
I
H
1
I
i
1
m
1
I
4
RENT DATE: 10-16-1997 FILE DATE: 10-16-1997
CURRENT TIME: 07:49:35 FILE NAME: 120030SH
------------------------------------------------------------------------------
------------------------------------------------------------------------------
TAILWATER
--------------------
***** REGULAR CHANNEL CROSS SECTION ****************
BOTTOM WIDTH
14.00 ft
SIDE SLOPE H/V (X:1)
2.0
CHANNEL
SLOPE V/H (ft/ft)
0.001
MANNING'S
n (.01-0.1)
0.035
CHANNEL
CULVERT
INVERT ELEVATION
NO.1 OUTLET INVERT ELEVATION
90.55 ft
90.55 ft
*******
UNIFORM
FLOW RATING CURVE
FOR DOWNSTREAM
CHANNEL
FLOW
W.S.E. FROUDE
DEPTH
VEL.
SHEAR
(cfs)
(ft) NUMBER
(ft)
(f/s)
(psf)
0.00
90.55 0.000
0.00
0.00
0.00
20.00
91.79 0.155
1.24
0.98
0.04
40.00
92.39 0.159
1.84
1.23
0.06
50.00
80.00
92.64 0.160
93.26 0.162
2.09
2.71
1.31
1.52
0.06
0.09
100.00
93.62 0.163
3.07
1.62
0.10
120.00
93.93 0.164
3.38
1.71
0.11
140.00
94.22 0.164
3.67
1.78
0.12
160.00
94.49 0.165
3.94
1.85
0.12
180.00
94.75 0.165
4.19
1.92
0.13
200.00 94.98 0.165 4.43 1.97 0.14
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
ROADWAY OVERTOPPING DATA
ROADWAY SURFACE GRAVEL
' EMBANKMENT TOP WIDTH 30.00 ft
CREST LENGTH 100.00 ft
OVERTOPPING CREST ELEVATION 96.00 ft
------------------------------------------------------------------------------
------------------------------------------------------------------------------
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PAGES 94 -118 INTENTIONALLY SKIPPED
R-BROWN
SHERWOOD LATERAL HEC-2 SECTIONS
SCALE 1'=200'
u zoo 4M 6w m
0
416YO !-) VITA)
:e.
'SS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 1
PROJECT TITLE : Sherwood Lateral
_PROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
---------------------------
---------------------------
' BOSS RMS for AutoCAD -(tm)-
Copyright (C) 1996 BOSS International
' All Rights Reserved
Version : 3.5
Serial Number : 23417
Licensed to Sear -Brown Group, Inc.
PROGRAM ORIGIN :
----------------
BOSS RMS for AutoCAD HEC-2 Analysis is an enhanced version of the U.S.
Army Corps of Engineers Hydrologic Engineering Center HEC-2 program
for water -surface profile computations. Program based upon the September
' 1990 version, updated on August 1991.
DISCLAIMER :
------------
' BOSS RMS for AutoCAD is a complex program which requires engineering
expertise to use correctly. BOSS International assumes absolutely no
responsibility for the correct use of this program. All results obtained
'should be carefully examined by an experienced professional engineer to
determine if they are reasonable and accurate.
Although BOSS International has endeavored to make BOSS RMS for AutoCAD
error free, the program is not and cannot be certified as infallible.
'Therefore, BOSS International makes no warranty, either implicit or
explicit, as to the correct performance or accuracy of this software.
In no event shall BOSS International be liable to anyone for special,
'collateral, incidental, or consequential damages in connection with or
arising out of purchase or use of this software. The sole and exclusive
Liability to BOSS International, regardless of the form of action, shall
not exceed the purchase price of this software.
I�JECT DESCRIPTION :
'PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
DESCRIPTION : Existing alignment, existing flow
ENGINEER : Sear -Brown Group, JAG
DATE OF RUN : 9/28/1998
TIME OF RUN : 2:54 pm
JHER.OUT 1 September 28, 1998
//1
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
T1 120-030: Centre Avenue
T2 Sherwood Lateral
T3 Existing alignment, existing flow
JOB PARAMETERS :
----------------
J1 ICHECK INO NINV IDIR STRT
2
J2 NPROF IPLOT PRFVS XSECV XSECH
1 -1
PAGE 2
9/28/1998
b� S
METRIC HVINS O NSEL FO
t� �
55 4992_86 3�
��
FN ALLDC IBW CHNIM ITRACE
-6
'
USER
----------------------------------
-DEFINED
SUMMARY TABLES (J3) :
150
,
NC
0.05
0.05
0.034
0.1
0.3
X1
100
17
19.67
42.21
GR
4994
0
4995
13.86
4995.26
17.14
4995
17.65
4994
19.67
GR
4993
21.63
4992.13
23.03
4992
28.52
4990.61
33.64
4992
38.77
,
GR
4991.8
40
4993
40.5
4994
42.21
4995
43.92
4996
45.45
GR
4996.7
46.36
4996.8
57.2
X1
100.45
18
13.11
37.03
46.19
40.32
43.2
'
GR
4994
0
4995
6.24
4995.76
10.99
4995
11.85
4994
13.11
GR
4993
14.6
4992
16.08
4991
17.56
4990.44
18.4
4990.67
33.29
GR
4991
33.71
4992
34.82
4993
35.92
4994
37.03
4995
38.13
GR
4996
39.23
4996.18
39.44
4996.4
59.24
'
X1
100.95
17
11.62
36.85
49.31
33.74
43.13
GR
4994
0
4995
7.07
4995.45
10.26
4995
10.59
4994
11.62
GR
4993
13.2
4992
14.78
4991
16.36
4990.18
17.65
4990.59
33.11
GR
4991
33.49
4992
34.39
4993
35.3
4994
36.85
4995.21
38.73
'
GR
4996.1
64.18
4996
84.99
X1
101.89
19
19.55
45.44
100.81
94.39
97.82
GR
4994
0
4995
6.95
4996
13.79
4996.35
16.19
4996
16.69
GR
4995
18.12
4994
19.55
4993
20.99
4992
22.12
4991
23.23
'
GR
4990.6
23.66
4990.46
34.72
4991
36.48
4992
39.73
4993
42.59
GR
4994
45.44
4995
46.9
4995.41
47.41
4995.7
57.55
X1
103.74
18
17.44
42.66
179.9
194.45
185.54
'
GR
4994
0
4995
7.69
4996.01
15.43
4995
16.51
4994
17.44
GR
4993
18.27
4992
19.11
4991
19.94
4990.61
20.27
4990.43
35.96
EXSHER.OUT
2
September 28,
1998 '
ISS
RMS for AutoCAD HEC-2 Analysis
version 3.5
PAGE 3
PROJECT TITLE
: Sherwood Lateral
PROJECT NUMBER
: 120-030: Centre Avenue
9/28/1998
GR
4991
37.63
4992
40.09
4993
41.47
4994
R
4995.3
44.2
4995.65
56.16
4995
73.9
1
105.32
20
15.61
39.62
143.27
172.84
154.27
GR
4995
0
4996
7.01
4996.85
12.67
4996
GR
4994
15.61
4993
16.65
4992
17.69
4991
4990.7
35.93
4991
36.29
4992
37.55
4993
IR
4995
40.46
4995.2
40.63
4995.76
53.93
4995
X1
107.11
18
16.86
40.3
178.17
184.06
181.8
4994
7.55
4995
15.05
4995.14
16.12
4995
R
IR
4993
17.5
4992
18.59
4991
20.06
4990.61
R
4991
37.91
4992
38.71
4993
39.5
4994
GR
4995.2
41.4
4995.81
57.82
4995
72.4
107.73
19
19.32
44.36
78.39
52.26
67.29
R
I1
4994
6.82
4995
13.64
4995.49
17.15
4995
R
4993
20.93
4992
22.53
4991
24.14
4990.63
GR
4991
39.22
4992
40.92
4993
42.64
4994
4995.2
46.42
4995.67
57.08
4995
70.38
4994
1R
1
110.25
18
12.83
37.66
248.28
249.46
249.66
GR
4996
0
4997
7.16
4997.19
8.55
4997
GR
4995
11.5
4994
12.83
4993
14.15
4992
4991.1
32.98
4992
35.23
4993
36.56
4994
4995.7
39.55
4996.13
51.19
4995
71.78
X1
111.13
20
6.69
23.52
89.45
102.76
93.94
4996
0
4996.56
3.73
4996
4.38
4995
4993
7.84
4992
8.99
4991.09
10.01
4991.19
4993
23.03
4994
23.27
4995
23.52
4996
GR
4995.9
32.24
4996
34.69
4996.55
45.16
4996
112.73
20
13.05
34.21
157.05
159.9
157.49
4995
0
4996
7.88
4996.18
9.31
4996
4994
13.05
4993
14.76
4992
16.48
4991
GR
4990.9
30.82
4991
30.88
4992
31.92
4993
4995
35.35
4996
36.5
4996.28
36.81
4996.87
113.2
18
15.83
39.78
58.09
39.72
50.55
GR
4995
0
4996
7.47
4996.58
11.77
4996
GR
4994
15.83
4993
17.34
4992
18.84
4991.1
4992
37.77
4993
38.54
4994
39.78
4995
4996.2
42.72
4996.84
57.92
4996
76.69
X1
114.11
20
24.06
49.17
79.16
97.34
87.86
4995
0
4996
7.09
4997
14.18
4997.84
4996
22.7
4995
24.06
4994
25.43
4993
4992
30.66
4991.5
42.32
4992
44.46
4993
GR
4995
49.17
4996
50.58
4996.18
50.8
4996.7
1
114.6
18
9.48
38.27
36.87
67.91
49.62
ri
42.66
4995
43.85
13.54
4995
14.58
18.73
4990.43
19.32
38.78
4994
39.62
70.57
4994
84.21
16.21
4994
16.86
20.63
4990.55
37.55
40.3
4995
41.16
17.72
4994
19.32
24.73
4990.31
38.19
44.36
4995
46.08
95.56
8.84
4996
10.17
15.48
4991.13
16.64
37.66
4995
38.76
5.53
4994
6.69
22.59
4992
22.79
27.65
4996
31.24
57.46
4995
70.23
9.62
4995
11.33
18.19
4990.9
18.33
33.06
4994
34.21
50.27
4996
68.11
12.82
4995
14.33
20.17
4991.1
37.18
41.07
4996
42.35
20.17
4997
21.33
26.79
4992.16
27.93
46.03
4994
47.6
60.64
4996
78.12
HER.OUT 3 September 28, 1998
ta/
BOSS
RMS for
AutoCAD HEC-2 Analysis
version 3.5
PAGE 4
PROJECT TITLE
: Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
9/28/1998
GR
4996
0
4997
5.93
4997.41
8.37
4997
9.13
4996
GR
4995
9.48
4994
9.65
4993
9.82
4992.23
9.95
4992
GR
4991.5
32.48
4992
33.64
4993
35.21
4994
36.78
4995
GR
4995.7
39.04
4996.34
49.68
4995
70.86
X1
116.03
19
14.6
37.7
167.61
153.77
163.13
GR
4996
0
4997
7.88
4997.48
11.63
4997
12.17
4996
GR
4995
14.6
4994
16.5
4993
18.85
4992.36
19.36
4992
GR
4991.8
32.6
4992
33.69
4993
35.02
4994
36.36
4995
GR
4995.5
38.46
4995.91
53.47
4995
71.17
4994
106.94
X1
117.64
18
10.29
34.68
141.49
123.93
134.24
GR
4997
0
4997.77
6.87
4997
7.82
4996
9.06
4995
GR
4994
11.54
4993
13.56
4991.93
15.72
4992
18.5
4991.9
GR
4992
30.76
4993
31.88
4994
33.28
4995
34.68
4996
GR
4996.2
36.45
4996.76
56.36
4996
70.85
X1
119.06
19
26.05
53
153.22
150.74
152.61
GR
4997
0
4997
6.92
4996.98
21.81
4996
23.91
4995
GR
4994
28.55
4993
31.16
4992.26
33.1
4992
38.77
4991.55
GR
4992
47.04
4993
49.03
4994
51.01
4995
53
4996
GR
4996.5
60.77
4997.37
74.55
4997
80.63
4997
91.88
STATUS:
Analyzing
profile 1.
Contraction Coefficient (CCHV)
.100
Expansion
Coefficient
(CEHV)
.300
STATUS:
Analyzing
cross-section
reach 100.000.
EXSHER.OUT 4
9.3
3. 38.27
'
13.31'
23.96
37.7
10.29 '
29.81
36.08
26.05
45.'54.99
1
1
September 28, 14
/Z.Z
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 5
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
oss Left Channel Right Flow Water Critical Known
ction Overbank Manning Overbank Depth Surface W. S. W. S.
Flmiber Manning n Manning Elevation Elevation Elevation
SECNO XNL XNCH XNR DEPTH CWSEL CR1WS WSELK
(ft) (ft MSL) (ft MSL) (ft MSL)
ergy Left Channel Right Energy Weighted Friction Other
adient Overbank Length Overbank Gradient Velocity Energy Energy
Length Length Elevation Head Loss Loss
OPE XLOBL XLCH XLOBR EG HV HL OLOSS
t/ft) (ft) (ft) (ft) (ft MSL) (ft) (ft) (ft)
------- ------------------ --------- --------- --------- --------- ----
CumrTu I Left Channel Right Bridge Left Right Number of
ative Overbank Area Overbank Deck Bank Bank Balance
lume Area Area Area Elevation Elevation Trials
L ALOB ACH AROB CORAR LTBNK RTBNK ITRIAL
cre-ft) (sq ft) (sq ft) (sq ft) (sq ft) (ft MSL) (ft MSL)
------------------ ------------------ --------- --------- --------- ---------
�tal Left Channel Right Computed Left Right Number of
ow Overbank Flow Overbank W. S. W. S. W. S. Crit Dpth
Flow Flow Top Width Station Station Trials
G GLOB OCH OROB TOPWD SSTA ENDST IDC
(cfs) (cfs) (cfs) (cfs) (ft) (ft) (ft)
ow Left Channel Right Length Cummrl. Minimum Number of
avel Overbank Mean Overbank Weighted Surface C. S. Other
Time Velocity Velocity Velocity Manning n Area Elevation Trials
ME VLOS VCH VROB WTN TWA ELMIN ICONT
rs) (ft/s) (ft/s) (ft/s) (acres) (ft MSL)
---------------- --------- --------------- ------------------
100.000 .000 .034 .000 2.25 4992.86 .00 4991,86
002798 0 0 0 4992.96 .10 .00 .00
.00 0 22 0 .00 4994.00 4994.00 0
55 0 55 0 18.6 21.86 40.44 0
.00 .00 2.48 .00 .000 .0 4990.61 0
STATUS: Analyzing cross-section reach 100.450.
WARNING: (3302) Conveyance change is outside of acceptable range.
Upstream to Downstream Conveyance Ratio (KRATIO) 2.85
1100.450 .000 .034 .000 2.53 4992.97 .00 .00
.000346 46 43 40 4993.00 .02 .03 .01
03 0 43 0 .00 4994.00 4994.00 1
55 0 55 0 21.3 14.64 35.89 0
01 .00 1.25 .00 .000 .0 4990.44 0
STATUS: Analyzing cross-section reach 100.950.
'SHER.OUT
September 28, 1998
/?�
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 6
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SECNO
XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS
WSELK
SLOPE
XLOBL
XLCH
XLOBR
EG
HV
HL
OLOSS
VOL
ALOB
ACH
AROB
CORAR
LTBNK
RTBNK
ITRIAL
O
GLOB
9CH
GROB
TOPWD
SSTA
ENDST
IDC
TIME
---------
VLOB
---------
VCH
---------
VROB
---------
WTN
---------
TWA
---------
ELMIN
---------
ICONT
---------
100.950
.000
.034 .000 2.81
4992.99
.00
.00
.000252
49
43 33 4993.01
.02
.01
.00
.08
0
49 0 .00
4994.00
4994.00
2
55
0
55 0 22.1
13.22
35.29
0
.02
.00
1.12 .00 .000
.0
4990.18
0
'
STATUS:
Analyzing
cross-section reach 101.890.
101.890
.000
.034 .000 2.56
4993.02
.00
.00
'
.000429
100
97 94 4993.04
.03
.03
.00
.18
0
41 0 .00
4994.00
4994.00
0
55
0
55 0 21.7
20.96
42.64
0
.04
.00
1.34 .00 .000
.1
4990.46
0
'
STATUS:
Analyzing
cross-section reach 103.740.
103.740
.000
.034 .000 2.65
4993.08
.00
.00
.000232
179
185 194 4993.10
.02
.06
.00
'
.38
0
51 0 .00
4994.00
4994.00
0
55
0
55 0 23.4
18.20
41.56
0
.09
.00
1.07 .00 .000
.2
4990.43
0
STATUS:
Analyzing
cross-section reach 105.320.
,
105.320
.000
.034 .000 2.69
4993.12
.00
.00
.000243
143
154 172 4993.14
.02
.04
.00
.56
0
49 0 .00
4994.00
4994.00
1
'
55
0
55 0 22.4
16.52
38.89
0
.13
.00
1.10 .00 .000
.3
4990.43
0
STATUS:
Analyzing
cross-section reach 107.110.
'
107.110
.000
.034 .000 2.61
4993.16
.00
.00
.000229
178
181 184 4993.18
.02
.04
.00
.77
0
50 0 .00
4994.00
4994.00
0
55
0
55 0 22.2
17.40
39.63
0
'
.17
.00
1.08 .00 .000
.4
4990.55
0
STATUS:
Analyzing
cross-section reach 107.730.
1
t
EXSHER.OUT
6
September 28, 1998 '
,p7
I
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5
�ROJECT TITLE : Sherwood Lateral
ROJECT NUMBER : 120-030: Centre Avenue
PAGE 7
9/28/1998
SECNO XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS WSELK
PE XLOBL XLCH
XLOBR
EG
HV
HL OLOSS
ALOB ACH
AROB
CORAR
LTBNK
RTBNK ITRIAL
GLOB OCH
OROB
TOPWD
SSTA
ENDST IDC
TIME VLOB VCH
VROB
WTN
TWA
ELMIN ICONT
---------
---------
---------
---------
---------
---------
--------- ---------
1 07.730
.000
.034
.000
2.87
4993.18
.00
.00
.000264
78
67
52
4993.20
.02
.02
.00
.84
0
48
0
.00
4994.00
4994.00
0
55
0
55
0
22.3
20.64
42.95
0
1 .19
.00
1.14
.00
.000
.4
4990.31
0
STATUS:
Analyzing
cross-section reach 110.250.
�10.250
.000
.034
.000
2.16
4993.26
.00
.00
000410
248
249
249
4993.28
.03
.08
.00
1.10
0
42
0
.00
4994.00
4994.00
1
55
0
55
0
23.0
13.82
36.83
0
24
1
.00
1.29
.00
.000
.5
4991.10
0
STATUS:
Analyzing
cross-section reach 111.130.
WARNING:
(3302) Conveyance change is outside
Upstream to Downstream Conveyance Ratio
of acceptable range.
(KRATIO)
.69
111.130
.000
.034
.000
2.20
4993.29
.00
.00
000867
89
93
102
4993.34
.05
.05
.01
1.18
0
30
0
.00
4994.00
4995.00
0
55
0
55
0
15.6
7.51
23.10
0
.26
.00
1.82
.00
.000
.6
4991.09
0
STATUS:
Analyzing
cross-section reach 112.730.
WARNING:
(3302) Conveyance change
is outside
of acceptable
range.
112.730
Upstream
to Downstream Conveyance Ratio
(KRATIO)
1.42
.000
.034
.000
2.51
4993.41
.00
.00
.000431
157
157
159
4993.44
.03
.09
.00
1.31
0
39
0
.00
4994.00
4994.00
1
55
0
55
0
19.4
14.07
33.52
0
.29
.00
1.38
.00
.000
.6
4990.90
0
STATUS:
Analyzing
cross-section
reach 113.200.
11
'I
11
;1
[HER.OUT
7
September 28, 1998
/12.5-
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 8
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SECNO
XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS
WSELK
SLOPE
XLOBL
XLCH
XLOBR
EG
HV
HL
OLOSS
VOL
ALOB
ACH
AROB
CORAR
LTBNK
RTBNK
ITRIAL
0
OLOB
GCH
GROB
TOPWD
SSTA
ENDST
IDC
TIME
---------
VLOB
---------
VCH
---------
VROB
---------
WTN
---------
TWA
---------
ELM1N
---------
ICONT
---------
113.200
.000
.034 .000 2.34 4993.44 .00
.00
.000322
58
50 39 4993.46 .02 .02
.00
1.36
0
45 0 .00 4994.00 4994.00
0
55
0
55 0 22.4 16.67 39.09
0
.30
.00
1.20 .00 .000 .7 4991.10
0
STATUS:
Analyzing
cross-section reach 114.110.
WARNING:
(3302) Conveyance change is outside of acceptable range.
1�
Upstream
to Downstream Conveyance Ratio (KRATIO)
.54
114.110
.000
.034 .000 1.96 4993.46 .00
.00
.001087
79
87 97 4993.51 .05 .05
.01
1.44
0
30 0 .00 4995.00 4995.00
0
55
0
55 0 20.6 26.15 46.77
0
.32
.00
1.81 .00 .000 .7 4991.50
0
STATUS:
Analyzing
cross-section reach 114.600.
WARNING:
(3302) Conveyance change is outside of acceptable range.
Upstream
to Downstream Conveyance Ratio (KRATIO)
1.48
114.600
.000
.034 .000 2.03 4993.53 .00
.00
.000494
36
49 67 4993.55 .03 .03
.00
1.48
0
42 0 .00 4995.00 4995.00
2
55
0
55 0 26.3 9.73 36.04
0
.33
.00
1.29 .00 .000 .7 4991.50
0
STATUS:
Analyzing
cross-section reach 116.030.
WARNING:
(3302) Conveyance change is outside of acceptable range.
Upstream
to Downstream Conveyance Ratio (KRATIO)
.56
116.030
.000
.034 .000 1.83 4993.63 .00
.00
.001561
167
163 153 4993.70 .07 .13
.01
1.61
0
26 0 .00 4995.00 4995.00
2
55
0
55 0 18.5 17.38 35.86
0
.35
.00
2.10 .00 .000 .8 4991.80
0
STATUS:
Analyzing
cross-section reach 117.640.
1�
EXSHER.OUT
8
September 28, 19981
iaeer
80SS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 9
OJECT TITLE : Sherwood Lateral
OJECT NUMBER : 120-030: Centre Avenue 9/28/1998
S�CN0 XNL XNCH XNR DEPTH CWSEL CRIWS WSELK
E XLOBL XLCH XLOBR EG HV HL OLOSS
ALOB ACH AROB CORAR LTBNK RTBNK (TRIAL
G� OLOB GCH OROB TOPWD SSTA ENDST IDC
TIME VLOB VCH VROB WTN TWA ELMIN ICONT
1 - ----- --------- --------- --------- --------- ---------
1
7.640 .000 .034 000 1.91 4993.81 .00 00
:000827 141 134 123 4993.85 .04 .15 .00
1.70 0 33 0 .00 4995.00 4995.00 2
55 0 55 0 21.1 11.93 33.01 0
.37 .00 1.65 .00 .000 .9 4991.90 0
STATUS: Analyzing cross-section reach 119.060.
�19.060 .000 .034 .000 2.38 4993.93 .00 .00
000714 153 152 150 4993.97 .04 .12 .00
1.82 0 35 0 .00 4995.00 4995.00 2
55 0 55 0 22.1 28.74 50.87 0
40 .00 1.56 .00 .000 .9 4991.55 0
120-030: Centre Avenue
T2 Sherwood Lateral
Existing alignment, existing flow
IPARAMETERS
----------------
(CHECK INO NINV IDIR STRT METRIC HVINS 0 WSEL
3 73.15 4993.27
NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM
15 -1 -6
LFII
l
STATUS: Analyzing profile 2.
Contraction Coefficient (CCHV) .100
Expansion Coefficient (CEHV) .300
STATUS: Analyzing cross-section reach 100.000.
�I
11,
FO
ITRACE
1HER.OUT 9
September 28, 1998
/a. 7
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
PAGE 10
9/28/1998
SECNO XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS
WSELK
SLOPE XLOBL
XLCH
XLOBR
EG
HV
HL
OLOSS
VOL ALOB
ACH
AROB
CORAR
LTBNK
RTBNK
ITRIAL
C CLOB
QCH
GROB
TOPWD
SSTA
ENDST
IDC
TIME VLOB
--------- ---------
VCH
---------
VROB
---------
WTN
---------
TWA
---------
ELMIN
---------
ICONT
---------
100.000
.000
.034
.000
2.66
4993.27
.00
4993.27
.001988
0
0
0
4993.36
.09
.00
.00
.00
0
29
0
.00
4994.00
4994.00
0
73
0
73
0
19.9
21.10
40.96
0
.00
.00
2.44
.00
.000
.0
4990.61
0
STATUS:
Analyzing
cross-section
reach 100.450.
WARNING:
(3302) Conveyance change
is outside of acceptable range.
Upstream
to Downstream Conveyance Ratio (KRATIO)
2.33
100.450
.000
.034
.000
2.93
4993.37
.00
.00
.000366
46
43
40
4993.40
.03
.03
.01
.04
0
52
0
.00
4994.00
4994.00
1
73
0
73
0
22.3
14.06
36.32
0
.01
.00
1.40
.00
.000
.0
4990.44
0
STATUS:
Analyzing
cross-section reach 100.950.
100.950
.000
.034
.000
3.21
4993.39
.00
.00
.000275
49
43
33
4993.41
.02
.01
.00
.10
0
58
0
.00
4994.00
4994.00
2
73
0
73
0
23.3
12.59
35.90
0
.02
.00
1.26
.00
.000
.0
4990.18
0
STATUS:
Analyzing
cross-section reach 101.890.
101.890
.000
.034
.000
2.96
4993.42
.00
.00
.000436
100
97
94
4993.45
.03
.03
.00
.22
0
50
0
.00
4994.00
4994.00
0
73
0
73
0
23.4
20.38
43.79
0
.04
.00
1.46
.00
.000
.1
4990.46
0
STATUS:
Analyzing
cross-section reach
103.740.
103.740
.000
.034
.000
3.06
4993.49
.00
.00
.000246
179
185
194
4993.51
.02
.06
.00
.45
0
60
0
.00
4994.00
4994.00
0
73
0
73
0
24.2
17.87
42.05
0
.08
.00
1.20
.00
.000
.2
4990.43
0
STATUS: Analyzing cross-section reach 105.320.
EXSHER.OUT
10 September 28, 19981
ia8
\�r
BOSS RMS for AULOCAD HEC-2 Analysis version 3.5 PAGE 11
OJECT TITLE : Sherwood Lateral
�tOJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SE.CNO XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS WSELK
E XLOBL XLCH
XLOBR
EG
HV
HL OLOSS
ALOB ACH
AROB
CORAR
LTBNK
RTBNK ITRIAL
GLOB GCH
OR08
TOPWD
SSTA
ENDST IDC
TIME VLOB VCH
VROB
WTN
TWA
ELMIN ICONT
-- ---------
---------
---------
---------
---------
--------- ---------
05.320
.000
.034
.000
3.10
4993.53
.00
.00
.000259
143
154
172
4993.55
.02
.04
.00
.67
0
59
0
.00
4994.00
4994.00
1
73
0
73
0
23.1
16.10
39.23
0
.11
.00
1.24
.00
.000
.3
4990.43
0
STATUS:
Analyzing
cross-section reach 107.110.
07.110
.000
.034
.000
3.02
4993.57
.00
.00
000245
178
181
184
4993.60
.02
.05
.00
.92
0
60
0
.00
4994.00
4994.00
0
73
0
73
0
22.8
17.13
39.96
0
16
.00
1.22
.00
.000
.4
4990.55
0
i
STATUS:
Analyzing
cross-section reach 107.730.
6,107.730
.000
.034
.000
3.28
4993.59
.00
.00
00281
78
67
52
4993.61
.02
.02
.00
1.01
0
57
0
.00
4994.00
4994.00
0
73
0
73
0
23.7
19.98
43.65
0
.17
.00
1.27
.00
.000
.4
4990.31
0
STATUS:
Analyzing
cross-section reach 110.250.
110.250
.000
.034
.000
2.57
4993.67
.00
.00
248
249
249
4993.70
.03
.08
.00
�000393
1.32
0
52
0
.00
4994.00
4994.00
1
73
0
73
0
24.0
13.28
37.29
0
.22
.00
1.40
.00
.000
.5
4991.10
0
STATUS:
Analyzing
cross-section reach 111.130.
WARNING:
(3302) Conveyance change
is outside of acceptable range.
Upstream
to Downstream Conveyance Ratio (KRATIO)
.68
1.130
$1000862
.000
.034
.000
2.61
4993.70
.00
.00
89
93
102
4993.76
.06
.05
.01
1.42
0
36
0
.00
4994.00
4995.00
0
73
0
73
0
16.2
7.04
23.20
0
.23
.00
1.99
.00
.000
.6
4991.09
0
STATUS:
Analyzing
cross-section reach 112.730.
i
SHER.OU7 11
September 28, 1998
4 /
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
PAGE 12
9/28/1998
WARNING: (3302) Conveyance change is outside of acceptable range.
Upstream to Downstream Conveyance Ratio (KRATIO) 1.40
SECNO XNL
XNCH
XNR DEPTH CWSEL
CRIWS WSELK
SLOPE XLOBL
XLCH
XLOBR EG HV
HL OLOSS
VOL ALOE
ACH
AROB CORAR LTBNK
RTBNK ITRIAL
O OLOB
OCH
OROB TOPWD SSTA
ENDST IDC
TIME VLOB
VCR
VROB WTN TWA
ELMIN ICONT
--------- ---------
112.730
---------
.000
--------- --------- ---------
.034 .000 2.92 4993.82
--------- ---------
.00
.00
.000439
157
157 159 4993.86 .04
.09
.00
1.57
0
48 0 .00 4994.00
4994.00
2
73
0
73 0 20.6 13.36
34.00
0
.26
.00
1.52 .00 .000 .7
4990.90
0
STATUS:
Analyzing
cross-section reach 113.200.
113.200
.000
.034 .000 2.75 4993.85
.00
.00
.000329
58
50 39 4993.88 .03
.02
.00
1.63
0
55 0 .00 4994.00
4994.00
0
73
0
73 0 23.5 16.05
39.60
0
.27
.00
1.32 .00 .000 .7
4991.10
0
STATUS:
Analyzing
cross-section reach 114.110.
WARNING:
(3302) Conveyance change is outside of acceptable range.
Upstream
to Downstream Conveyance Ratio (KRATIO)
.60
114.110
.000
.034 .000 2.38 4993.88
.00
.00
.000900
79
87 97 4993.93 .05
.04
.01
1.73
0
39 0 .00 4995.00
4995.00
0
73
0
73 0 21.8 25.59
47.42
0
.29
.00
1.87 .00 .000 .7
4991.50
0
STATUS:
Analyzing
cross-section reach 114.600.
WARNING:
(3302) Conveyance change is outside of acceptable range.
Upstream
to Downstream Conveyance Ratio (KRATIO)
1.44
114.600
.000
.034 .000 2.43 4993.93
.00
.00
.000434
36
49 67 4993.96 .03
.03
.00
1.78
0
53 0 .00 4995.00
4995.00
2
73
0
73 0 27.0 9.66
36.67
0
.30
.00
1.37 .00 .000 .8
4991.50
0
STATUS:
Analyzing
cross-section reach 116.030.
i
EXSHER.OUT
12
September 28, 19981
/1?0
I
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 13
.AROJECT TITLE : Sherwood Lateral
ROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
STATUS: (3265) Divided flow.
STATUS: (3280) For cross-section 116.03, ends have been extended
vertically .02 feet in order to calculate the hydraulic
cross-section properties.
WARNING: (3302) Conveyance change is outside of acceptable range.
Upstream to Downstream Conveyance Ratio (KRATIO) .57
_ NO XNL XNCH XNR DEPTH CWSEL CR1WS WSELK
PE XLOBL XLCH XLOBR EG HV HL OLOSS
ALOB ACH AROB CORAR LTBNK RTBNK ITRIAL
Q� GLOB QCH QROB TOPWD SSTA ENDST IDC
1T E VLOB VCH VROB WTN TWA ELMIN ICONT
i16.030 .000 .034 .000 2.22 4994.02 .00 .00
.001329 167 163 153 4994.09 .07 .11 .01
1.94 0 33 0 .00 4995.00 4995.00 2
73 0 73 0 20.5 16.47 106.94 0
.32 .00 2.17 .01 .000 .8 4991.80 0
STATUS: Analyzing cross-section reach 117.640.
�17.640 .000 .034 .000 2.28 4994.18 .00 .00
.000768 141 134 123 4994.23 .05 .13 .00
2.06 0 41 0 .00 4995.00 4995.00 2
73 0 73 0 22.2 11.32 33.53 0
.34 .00 1.77 .00 .000 .9 4991.90 0
STATUS: Analyzing cross-section reach 119.060.
119.060 .000 .034 .000 2.74 4994.29 .00 .00
000687 153 152 150 4994.34 .04 .11 .00
2.21 0 43 0 .00 4995.00 4995.00 2
73 0 73 0 23.8 27.82 51.59 0
.36 .00 1.67 .00 .000 1.0 4991.55 0
11)IER.OUT 13
September 28, 1998
1�
BOSS RMS for
AutoCAD
HEC-2 Analysis
version 3.5
PAGE 14
PROJECT TITLE
: Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
9/28/1998
SPECIAL NOTE
- -- --------
An asterisk
(*) to
the left of the
cross-section
number indicates a special
note is present in
the SUMMARY OF
WARNING AND STATUS MESSAGES section.
SUMMARY PRINTOUT TABLE 150 : Sherwood
Lateral
----------------------------
Existing
alignment, existing flow
120-030:
Centre Avenue
Cross-
Channel
Top of Max.
Low
Minimum
Discharge
Computed
Critical
Energy
Energy
Channel
Cross-
Index 0
Section
Reach
Roadway Chord
C. S.
Flow
W. S.
W. S.
Gradient
Gradient
Mean Flow
Section
(0.01 *
Number
Length
Elevation Elevation
Elevation
Elevation
Elevation
Elevation
Slope
Velocity
Area
Convey.)
SECNOELTRD
-----
(ft)
XLCH
(ft MSL) (ft MSL)
ELLC
----- ----
(ft MSL)
ELMIN
(cfs)
0 -
(ft MSL)
CWSEL
-----
(ft MSL)
CRIWS
-----
(ft MSL)
EG
* 10000
----- --
(ft/,$)
V-- --
(s4 ft)
AREA
.01K
100.000
.00
.00
.00
4990.61
55.00
4992.86
.00
4992.96
27.98
2.48
22.15
10.40
100.000
.00
.00
.00
4990.61
73.15
4993.27
.00
4993.36
19.88
2.44
30.00
16.40
* 100.450
43.20
.00
.00
4990.44
55.00
4992.97
.00
4993.00
3.46
1.25
43.89
29.59
* 100.450
43.20
.00
.00
4990.44
73.15
4993.37
.00
4993.40
3.66
1.40
52.30
38.23
100.950
43.13
.00
.00
4990.18
55.00
4992.99
.00
4993.01
2.52
1.12
49.11
34.64
100.950
43.13
.00
.00
4990.18
73.15
4993.39
.00
4993.41
2.75
1.26
58.17
44.13
101.890
97.82
.00
.00
4990.46
55.00
4993.02
.00
4993.04
4.29
1.34
41.20
26.55
101.890
97.82
.00
.00
4990.46
73.15
4993.42
.00
4993.45
4.36
1.46
50.25
35.05
103.740
185.54
.00
.00
4990.43
55.00
4993.08
.00
4993.10
2.32
1.07
51.33
36.09
103.740
185.54
.00
.00
4990.43
73.15
4993.49
.00
4993.51
2.46
1.20
60.95
46.63
105.320
154.27
.00
.00
4990.43
55.00
4993.12
.00
4993.14
2.43
1.10
49.97
35.29
105.320
154.27
.00
.00
4990.43
73.15
4993.53
.00
4993.55
2.59
1.24
59.22
45.45
107.110
181.80
.00
.00
4990.55
55.00
4993.16
.00
4993.18
2.29
1.08
50.93
36.36
107.110
181.80
.00
.00
4990.55
73.15
4993.57
.00
4993.60
2.45
1.22
60.16
46.71
107.730
67.29
.00
.00
4990.31
55.00
4993.18
.00
4993.20
2.64
1.14
48.32
3-
,
107.730
67.29
.00
.00
4990.31
73.15
4993.59
.00
4993.61
2.81
1.27
57.76
43.61
110.250
249.66
.00
.00
4991.10
55.00
4993.26
.00
4993.28
4.10
1.29
42.69
27.15
110.250
249.66
.00
.00
4991.10
73.15
4993.67
.00
4993.70
3.93
1.40
52.40
36.91
1
* 111.130
93.94
.00
.00
4991.09
55.00
4993.29
.00
4993.34
8.67
1.82
30.29
18.68
* 111.130
93.94
.00
.00
4991.09
73.15
4993.70
.00
4993.76
8.62
1.99
36.83
24.92
* 112.730
157.49
.00
.00
4990.90
55.00
4993.41
.00
4993.44
4.31
1.38
39.76
26.50
i
EXSHER.OUT
14 September 28, 1991
/az
BOSS RMS for AutoCAD NEC-2 Analysis version 3.5 PAGE 15
nROJECT TITLE : Sherwood Lateral
ROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
1
Cross- Channel Top of Max. Low Minimum Discharge computed Critical Energy Energy Channel Cross- Index 0
ection Reach Roadway Chord C. S. Flow W. S. W. S. Gradient Gradient Mean Flow Section (0.01 *
umber Length Elevation Elevation Elevation Elevation Elevation Elevation Slope Velocity Area Convey.)
(ft) (ft MSL) (ft MSL) (ft MSL) (cfs) (ft MSL) (ft MSL) (ft MSL) * 10,000 (ft/s) (sq ft)
SECNO XLCH ELTRD ELLC ELMIN 0 CWSEL CRIWS ' EG 10K*S VCH AREA .01K
---- --------- --------- --------- --------- --------- -------- --------- --------- --------- ---------
112.730 157.49 .00 00 4990.90 73.15 4993.82 00 4993.86 4.39 1.52 48.19 34.91
113.200 50.55 .00 .00 4991.10 55.00 4993.44 .00 4993.46 3.22 1.20 45.85 30.64
113.200 50.55 .00 .00 4991.10 73.15 4993.85 .00 4993.88 3.29 1.32 55.32 40.35
114.110 87.86 .00 .00 4991.50 55.00 4993.46 .00 4993.51 10.87 1.81 30.37 .16.68
* 114.110 87.86 .00 .00 4991.50 73.15 4993.88 .00 4993.93 9.00 1.87 39.15 24.39
114.600 49.62 .00 .00 4991.50 55.00 4993.53 .00 4993.55 4.94 1.29 42.69 24.74
114.600 49.62 .00 .00 4991.50 73.15 4993.93 .00 4993.96 4.34 1.37 53.54 35.11
* 116.030 163.13 .00 .00 4991.80 55.00 4993.63 .00 4993.70 15.61 2.10 26.18 13.92
116.030 163.13 .00 .00 4991.80 73.15 4994.02 .00 4994.09 13.29 2.17 33.67 20.07
117.640 134.24 .00 .00 4991.90 55.00 4993.81 .00 4993.85 8.27 1.65 33.34 19.13
117.640 134.24 .00 .00 4991.90 73.15 4994.18 .00 4994.23 7.68 1.77 41.41 26.39
119.060 152.61 .00 .00 4991.55 55.00 4993.93 .00 4993.97 7.14 1.56 35.35 20.59
119.060 152.61 .00 .00 4991.55 73.15 4994.29 .00 4994.34 6.87 1.67 43.73 27.90
MARY PRINTOUT TABLE 150 : Sherwood Lateral
------------------------- Existing alignment, existing flow
120-030: Centre Avenue
0 ross- Discharge Computed W.S. Elev W.S. Elev W.S. Elev Water Channel
ection Flow W. S. Diff per Diff per Diff per Surface Reach
umber Elevation Profile Section Know/Comp Top Width Length
(cfs) (ft MSL) (ft) (ft) (ft) (ft) (ft)
SECNO G - CWSEL DIFWSP DIFWSX DIFKSS TOPWID XLCH
I-100.000 55.00 4992.86 .00 00 00 18.59 00
100.000 73.15 4993.27 .41 .00 .00 19.86 .00
100.450 55.00 4992.97 .00 .11 .00 21.26 43.20
100.450 73.15 4993.37 .40 .10 .00 22.26 43.20
100.950 55.00 4992.99 .00 .02 .00 22.07 43.13
100.950 73.15 4993.39 .40 .02 .00 23.32 43.13
101.890 55.00 4993.02 .00 .03 .00 21.68 97.82
IHER.OUT
15
September 28, 1998
123
BOSS RMS for
AutoCAD
HEC-2 Analysis version 3.5
PAGE 16
PROJECT TITLE
: Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
9/28/1998
�
Cross-
Discharge
Computed
W.S. Elev
M.S. ELev
W.S. Elev
Water
Channel
Section
Flow
W. S.
Diff per
Diff per
Diff per
Surface
Reach
Number
Elevation
Profile
Section
Know/Comp
Top Width
Length
(cfs)
(ft MSL)
(ft)
(ft)
(ft)
(ft)
(ft)
SECNO
0
CWSEL
DIFWSP
DIFWSX
DIFWSS
TOPWID
XLCH
--------
101.890
------
73.15
-------
4993.42
- ---
-----
---
-----
23.40
-----
97.82
L�
.40
.03
.00
103.740
55.00
4993.08
.00
.07
.00
23.36
185.54
103.740
73.15
4993.49
.40
.07
.00
24.18
185.54
,
105.320
55.00
4993.12
.00
.04
.00
22.37
154.27
105.320
73.15
4993.53
.41
.04
.00
23.13
154.27
107.110
55.00
4993.16
.00
.04
.00
22.23
181.80
107.110
73.15
4993.57
.41
.05
.00
22.82
181.80
107.730
55.00
4993.18
.00
.02
.00
22.31
67.29
107.730
73.15
4993.59
.41
.02
.00
23.67
67.29
110.250
55.00
4993.26
.00
.08
.00
23.01
249.66
110.250
73.15
4993.67
.41
.08
.00
24.01
249.66
* 111.130
55.00
4993.29
.00
.04
.00
15.59
93.94
* 111.130
73.15
4993.70
.41
.03
.00
16.16
93.94
* 112.730
55.00
4993.41
.00
.12
.00
19.45
157.49
* 112.730
73.15
4993.82
.41
.12
.00
20.65
157.49
113.200
55.00
4993.44
.00
.03
.00
22.41
50.55
113.200
73.15
4993.85
.41
.03
.00
23.55
50.55
* 114.110
55.00
4993.46
.00
.03
.00
20.61
87.86
* 114.110
73.15
4993.88
.41
.03
.00
21.83
87.86
* 114.600
55.00
4993.53
.00
.06
.00
26.31
49.62
* 114.600
73.15
4993.93
.41
.06
.00
27.01
49.62
* 116.030
55.00
4993.63
.00
.10
.00
18.49
163.13
* 116.030
73.15
4994.02
.39
.08
.00
20.55
163.13
117.640
55.00
4993.81
.00
.18
.00
21.08
134.24
117.640
73.15
4994.18
.37
.16
.00
22.21
134.24
119.060
55.00
4993.93
22.13
152.61
119.060
73.15
4994.29
.00
.37
.12
.12
.00
.00
23.78
152.61
EXSHER.OUT 16 September 28, 19981
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 17
PROJECT TITLE : Sherwood Lateral
tOJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SUMMARY OF WARNING AND STATUS MESSAGES :
ection 100.45, profile 1, conveyance change outside acceptable range.
Section 100.45, profile 2, conveyance change outside acceptable range.
Section 111.13, profile 1, conveyance change outside acceptable range.
Section 111.13, profile 2, conveyance change outside acceptable range.
tection 112.73, profile 1, conveyance change outside acceptable range.
Section 112.73, profile 2, conveyance change outside acceptable range.
ection 114.11, profile 1, conveyance change outside acceptable range.
ection 114.11, profile 2, conveyance change outside acceptable range.
ection 114.6, profile 1, conveyance change outside acceptable range.
ection 114.6, profile 2, conveyance change outside acceptable range.
Section 116.03, profile 1, conveyance change outside acceptable range.
Section 116.03, profile 2, conveyance change outside acceptable range.
12 Warning and status message(s) generated
END OF OUTPUT
11
0
EjER.OUT
17
September 28, 1998
/,35
'1
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 1 '
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
BOSS RMS for AutoCAD -(tm)_
Copyright (C) 1996 BOSS International
All Rights Reserved
Version : 3.5
Serial Number : 23417
Licensed to Sear-Browm Group, Inc.
PROGRAM ORIGIN
BOSS RMS for AutoCAD NEC-2 Analysis is an enhanced version of the U.S.
Army Corps of Engineers Hydrologic Engineering Center HEC-2 program
for water -surface profile computations. Program based upon the September
1990 version, updated on August 1991.
DISCLAIMER :
------------
BOSS RMS for AutoCAD is a complex program which requires engineering
expertise to use correctly. BOSS International assumes absolutely no
responsibility for the correct use of this program. All results obtained
should be carefully examined by an experienced professional engineer to
determine if they are reasonable and accurate.
Although BOSS International has endeavored to make BOSS RMS for AutoCAD
error free, the program is not and cannot be certified as infallible.
Therefore, BOSS International makes no warranty, either implicit or
explicit, as to the correct performance or accuracy of this software.
In no event shall BOSS International be liable to anyone for special,
collateral, incidental, or consequential damages in connection with or
arising out of purchase or use of this software. The sole and exclusive
liability to BOSS International, regardless of the form of action, shall
not exceed the purchase price of this software.
PROJECT DESCRIPTION
�.
---------------------
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
DESCRIPTION : New alignment, no culvert
ENGINEER : The Sear -Brown Group, jag
DATE OF RUN : 9/28/1998
TIME OF RUN : 2:57 pm
11
NEWSHER.OUT 1 September 28, 1998
BOSS RMS for AULOCAD HEC-2 Analysis version 3.5 PAGE 2
ROJECT TITLE : Sherwood Lateral
ItOJECT NUMBER : 120-030: Centre Avenue 9/28/1998
T1 120-030: Centre Avenue
Sherwood Lateral
New alignment, no culvert
PARAMETERS-:
ICHECK ING NINV IDIR STRT METRIC HVINS 0 WSEL FO
2 55 4992.86
NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE
1 -1 -6
IR-DEFINED
----------------------------------
SUMMARY TABLES
(J3) :
150
NC
0.05
0.05
0.034
0.1
0.3
100
16
19.67
42.21
4995
13.86
4995.26
17.14
4995
4992.1
23.03
4992
28.52
4990.61
4993
40.5
4994
42.21
4995
GR
4996.8
57.2
100.45
17
13.11
37.03
46.19
4995
6.24
4995.76
10.99
4995
GR
4992
16.08
4991
17.56
4990.44
4992
34.82
4993
35.92
4994
4996.1
39.44
4996.4
59.24
100.95
16
11.62
36.85
49.31
GR
4995
7.07
4995.45
10.26
4995
4992
14.78
4991
16.36
4990.18
4992
34.39
4993
35.3
4994
4996
84.99
101.89
17
19.55
45.44
100.81
4996
13.79
4996.35
16.19
4996
4993
20.99
4992
22.12
4991
4991
36.48
4992
39.73
4993
GR
4995.4
47.41
4995.7
57.55
103.74
16
17.44
42.66
179.9
4996
15.43
4995
16.51
4994
GR
4991
19.94
4990.61
20.27
4990.43
ISHER.OUT
17.65
4994
33.64
4992
43.92
4996
40.32
43.2
11.85
4994
18.4
4990.67
37.03
4995
33.74
43.13
10.59
4994
17.65
4990.59
36.85
4995.21
94.39
97.82
16.69
4995
23.23
4990.6
42.59
4994
194.45
185.54
17.44
4993
35.96
4991
r,
19.67
4993
21.63
38.77
4991.8
40
45.45
4996.7
46.36
13.11
4993
14.6
33.29
4991
33.71
38.13
4996
39.23
11.62
4993
13.2
33.11
4991
33.49
38.73
4996.1
64.18
18.12 4994
23.66 4990.46
45.44 4995
18.27 4992
37.63 4992
19.55
34.72
46.9
19.11
40.09
September 28, 1998
/,3 7
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
PAGE 3
9/28/1998
GR
4993
41.47
4994
42.66
4995
43.85
4995.3
GR
4995
73.9
X1
105.32
17
15.61
39.62
143.27
172.84
154.27
GR
4996
7.01
4996.85
12.67
4996
13.54
4995
GR
4993
16.65
4992
17.69
4991
18.73
4990.43
GR
4991
36.29
4992
37.55
4993
38.78
4994
GR
4995.2
40.63
4995.76
53.93
X1
107.11
16
16.86
40.3
178.17
184.06
181.8
GR
4995
15.05
4995.14
16.12
4995
16.21
4994
GR
4992
18.59
4991
20.06
4990.61
20.63
4990.55
GR
4992
38.71
4993
39.5
4994
40.3
4995
GR
4995.8
57.82
X1
107.73
15
19.32
44.36
78.39
52.26
67.29
GR
4995.5
17.15
4995
17.72
4994
19.32
4993
GR
4991
24.14
4990.63
24.73
4990.31
38.19
4991
GR
4993
42.64
4994
44.36
4995
46.08
4995.2
X1
110.25
18
12.83
37.66
250.86
255.05
252.76
GR
4996
0
4997
7.16
4997.19
8.55
4997
GR
4995
11.5
4994
12.83
4993
14.15
4992
GR
4991.1
32.98
4992
35.23
4993
36.56
4994
GR
4995.7
39.55
4996.13
51.19
4995
71.78
Begin channel
realignment
Begin
channel realignment
X1
111.13
16
20.44
37.36
83.63
90.55
86.8
GR
4996
13.69
4996
18.14
4995
19.29
4994
GR
4992
22.73
4991.1
26.8
4991.1
34.1
4992
GR
4994
37.36
4995
38.54
4996
43.19
4996
GR
4996
71.27
X1
111.62
13
32.17
54.31
43.91
34.11
40.19
GR
4996
20.53
4996
27.64
4995
30.45
4994
GR
4992
35.65
4991.15
38.6
4991.15
49
4993
GR
4995
55.79
4996
57.41
4996
79.85
X1
112.12
13
3.56
27.58
70.5
55.02
66.87
GR
4996
0
4995
1.78
4994
3.56
4993
GR
4991.2
8.9
4991.2
22
4992.2
24.02
4993
GR
4995
29.36
4996
30.86
4996
43.94
X1
112.73
12
3.1
24.03
42.4
61.73
51.39
GR
4996
0
4995
1.55
4994
3.1
4993
GR
4991.2
7.5
4991.2
19.8
4992
20.93
4993
GR
4995
25.58
4996
27.04
X1
113.27
13
3.95
30.63
55.38
84.7
70.86
GR
4996
0
4995
1.98
4994
3.95
4993
NENSHER.OUT 3
44.2 4995.65 56.16
14.58 4994
19.32 4990.7
39.62 4995
16.86 4993
37.55 4991
41.16 4995.2
20.93
4992
39.22
4992
46.42
4995.67
8.84
4996
15.48
4991.13
37.66
4995
20.44 4993
36.44 4993
44.18 4996
32.17 4993
52.86 4994
5.34 4992
25.8 4994
4.65 4992
22.48 4994
5.93 4992
15.61
40.4.6
17.
37.91
41.4
22.53
40.92
57.08
10.17
16.64
38.76
21.59
36.81
49.33
,
33.9
54.31
7.12
27.58
6.
24.03
7.9
September 28,
1991
136
l�
BOSS RMS for AutoCAD HEC-2 Analysis
version 3.5
PAGE 4
PROJECT TITLE
: Sherwood Lateral
�ROJECT NUMBER : 120-030: Centre
Avenue
9/28/1998
GR
4991.3
9
4991.3
25.5
4992
26.68
4993
28.65
4994
30.63
4995
32.6
4996
35.98
4997
44.56
113.57
18
0
54.38
26.06
27.5
25.54
GR
4999
0
4998
2.13
4997
4.18
4996
6.18
4995
8.18
4994
10.18
4993
12.18
4992
14.19
4991.35
23
4991.35
33
4992
40.31
4993
42.3
4994
44.3
4995
46.3
4996
48.3
4997
50.3
4998
52.34
4999
54.38
.a
X1
113.61
17
2.04
52.34.
76.6
77.08
76.1
4999
0
4998
2.04
4997
4.03
4996
6.07
4995
8.07
4994
10.06
4993
12.05
4992
14.05
4991.45
22
4991.45
32
4992
40.26
4993
42.26
4994
44.27
4995
46.27
4996
48.28
GR
4997
50.29
4998
52.34
114.27
16
14.73
42.71
73.47
58.39
65.97
4996
3.64
4997
9.23
4997
11.07
4996
12.92
4995
14.73
4994
16.53
4993
18.34
4992
20.14
4991.5
20.95
4991.5
36.49
GR
4992
37.29
4993
39.1
4994
40.9
4995
42.71
4996
44.52
4996
117.31
114.67
17
8.18
38.23
46.51
17.4
37.68
GR
4996
0
4997
2.35
4997
4.3
4996
6.24
4995
8.18
GR
4994
10.12
4993
12.06
4992
14
4991.55
14.8
4991.55
31.3
4992
32.42
4993
34.36
4994
36.3
4995
38.23
4996
39.73
4996
85
4996
94.66
End channel
realignment
channel realignment
11
115.33
16
8.08
36.1
43.06
67.35
52.2
GR
4996
0
4997
3.02
4997
4.9
4996
6.46
4995
8.08
4994
9.63
4993
11.29
4992
12.93
4991.7
13.2
4991.7
30.7
4992
30.9
4993
32.62
4994
34.36
4995
36.1
4996
37.6
4996
71.61
X1
116.03
18
14.6
37.7
77.79
80.38
79.57
4996
0
4997
7.88
4997.48
11.63
4997
12.17
4996
13.31
4995
14.6
4994
16.5
4993
18.85
4992.36
19.36
4992
23.96
4991.8
32.6
4992
33.69
4993
35.02
4994
36.36
4995
37.7
GR
4995.5
38.46
4995.91
53.47
4995
71.17
117.64
18
10.29
34.68
111.18
99.95
108.76
4997
0
4997.77
6.87
4997
7.82
4996
9.06
4995
10.29
4994
11.54
4993
13.56
4991.93
15.72
4992
18.5
4991.9
29.81
GR
4992
30.76
4993
31.88
4994
33.28
4995
34.68
4996
36.08
4996.2
36.45
4996.76
56.36
4996
70.85
119.06
19
26.05
53
153.22
150.74
152.61
GR
4997
0
4997
6.92
4996.98
21.81
4996
23.91
4995
26.05
4994
28.55
4993
31.16
4992.26
33.1
4992
38.77
4991.5
45.6
4992
47.04
4993
49.03
4994
51.01
4995
53
4996
54.99
ISHER.OUT
4
Septemberq 28, 1998
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
GR 4996.5 60.77 4997.37 74.55
STATUS: Analyzing profile 1.
Contraction Coefficient (CCHV)
Expansion Coefficient (CEHV)
STATUS: Analyzing cross-section reach 100.000.
PAGE 5
9/28/1998
4997 80.63 4997 91.88
.100
.300
NENSHER.OUT 5
September 28, 1998 i
j c/U
i
I
BOSS RMS for AutOCAD "IC-1 Analysis version 3.5 PAGE 6
ROJECT TITLE : Sherwood Lateral
ROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
Left Channel Right Flow Water Critical Known
on Overbank Manning Overbank Depth Surface W. S. W. S.
tiS.
r Manning n Manning Elevation Elevation Elevation
SECNO XNL XNCH XNR DEPTH CWSEL CRIWS WSELK
(ft) (ft MSL) (ft MSL) (ft MSL)
----- Ad
gy Left Channel Right Energy Weighted Friction Other
ient Overbank Length Overbank Gradient Velocity Energy Energy
Length Length Elevation Head Loss Loss
PE XLOBL XLCH XLOBR EG HV HL OLOSS
/ft) (ft) (ft) (ft) (ft MSL) (ft) (ft) (ft)
- ------ --------- --------- --------- --------- ------------------ ---------
Cummul- Left Channel Right Bridge Left Right Number of
ve Overbank Area Overbank Deck Bank Bank Balance
ume Area Area Area Elevation Elevation Trials
ALOB ACH AROB CORAR LTBNK RTBNK ITRIAL
,a•re-ft) (sq ft) (sq ft) (sq ft) (sq ft) (ft MSL) (ft MSL)
--------- --------- --------- --------- --------- --------- --------- ---- -----
al Left Channel Right Computed Left Right Number of
w Overbank Flow Overbank W. S. W. S. W. S. Crit Dpth
Flow Flow Top Width Station Station Trials
0 CLOB GCH OROB TOPWD SSTA ENDST IDC
ls) (cfs) (cfs) (cfs) (ft) (ft) (ft)
------ ------------------ --------- --------- --------- --------- ---------
w Left Channel Right Length Cummul. Minimum Number of
avel Overbank Mean Overbank Weighted Surface C. S. Other
Time Velocity Velocity Velocity Manning n Area Elevation Trials
E VLOB VCH VROB WTN TWA ELMIN ICONT
s) (ft/s) (ft/s) (ft/s) --- (acres) (ft MSL)
---- --------- ------------------ ------ --------- ---------
00.000 .000 .034 .000 2.25 4992.86 .00 4992.86
'J.
002759 0 0 0 4992.95 .09 .00 .00
.00 0 22 0 .00 4994.00 4994.00 0
55 0 55 0 18.6 21.85 40.44 0
.00 .00 2.47 .00 .000 .0 4990.61 0
STATUS: Analyzing cross-section reach 100.450.
WARNING: (3302) Conveyance change is outside of acceptable range.
Upstream to Downstream Conveyance Ratio (KRATIO) 2.83
100.450 .000 .034 .000 2.53 4992.97 .00 .00
.000344 46 43 40 4992.99 .02 .03 .01
03 0 43 0 .00 4994.00 4994.00 0
55 0 55 0 21.3 14.63 35.90 0
.01 .00 1.25 .00 .000 .0 4990.44 0
STATUS: Analyzing cross-section reach 100.950.
11.
i
IISHER.OUT
6
September 28, 1998
/el/
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 7
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SECNO
XNL
XNCH
XNR
DEPTH
CWSEL
CR1WS
WSELK
SLOPE
XLOBL
XLCH
XLOBR
EG
HV
HL
OLOSS
VOL
ALOB
ACH
AROB
CORAR
LTBNK
RTBNK
ITRIAL
0
GLOB
OCH
OROB
TOPWD
SSTA
ENDST
IDC
TIME
---------
VLOB
---------
VCH
---------
VROB
---------
WTN
---------
TWA
---------
ELMIN
---------
ICONT
---------
100.950
.000
.034 .000 2.81
4992.99
.00
.00
.000253
49
43 33 4993.01
.02
.01
.00
.08
0
49 0 .00
4994.00
4994.00
2
55
0
55 0 22.1
13.22
35.29
0
.02
.00
1.12 .00 .000
.0
4990.18
0
STATUS:
Analyzing
cross-section reach 101.890.
101.890
.000
.034 .000 2.55
4993.01
.00
.00
.000430
100
97 94 4993.04
.03
.03
.00
.18
0
41 0 .00
4994.00
4994.00
0
55
0
55 0 21.7
20.97
42.64
0
.04
.00
1.34 .00 .000
.1
4990.46
0
STATUS:
Analyzing
cross-section reach 103.740.
103.740
.000
.034 .000 2.65
4993.08
.00
.00
.000233
179
185 194 4993.10
.02
.06
.00
.38
0
51 0 .00
4994.00
4994.00
0
55
0
55 0 23.4
18.21
41.56
0
.09
.00
1.07 .00 .000
.2
4990.43
0
STATUS:
Analyzing
cross-section reach 105.320.
105.320
.000
.034 .000 2.69
4993.12
.00
.00
.000243
143
154 172 4993.14
.02
.04
.00
.56
0
49 0 .00
4994.00
4994.00
1
55
0
55 0 22.4
16.52
38.89
0
.13
.00
1.10 .00 .000
.3
4990.43
0
STATUS:
Analyzing
cross-section reach 107.110.
'
107.110
.000
.034 .000 2.61
4993.16
.00
.00
.000229
178
181 184 4993.18
.02
.04
.00
.77
0
50 0 .00
4994.00
4994.00
0
55
0
55 0 22.2
17.40
39.63
0
.17
.00
1.08 .00 .000
.4
4990.55
0
STATUS:
Analyzing
cross-section reach 107.730.
NEWSHER.OUT
7
September 28, 1991
/c/ Z
i
1
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 8
ROJECT TITLE : Sherwood Lateral
ROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SECNO XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS
WSELK
PE XLOBL XLCH
XLOBR
EG
HV
HL
OLOSS
ALOB ACH
AROB
CORAR
LTBNK
RTBNK
(TRIAL
GLOB OCH
CROB
TOPWD
SSTA
ENDST
Inc
TIME VLOB VCH
VROB
WTN
TWA
ELMIN
ICONT
--------- ---------
---------
---------
---------
---------
--------
-------
1070--
.730
.000
.034
.000
2.87
4993.18
.00
00
.00265
78
67
52
4993.20
.02
.02
.00
.84
0
48
0
.00
4994.00
4994.00
0
_ 55
0
55
0
22.3
20.64
42.94
0
.19
.00
1.14
.00
.000
.4
4990.31
0
STATUS:
Analyzing
cross-section reach 110.250.
�10.250
.000
.034
.000
2.15
4993.25
.00
.00
000411
250
252
255
4993.28
.03
.08
.00
1.11
0
42
0
.00
4994.00
4994.00
1
55
0
55
0
23.0
13.82
36.83
0
.25
.00
1.29
.00
.000
.5
4991.10
0
STATUS:
Analyzing
cross-section reach 111.130.
WARNING: (3302) Conveyance change
is outside
of acceptable range.
O
Upstream
to Downstream
Conveyance
Ratio
(KRATIO)
.63 i •50
111.130
.000
.034
.000
2.19
4993.29
.00
.00
83
86
90
4993.34
.06
.05
.01
�001026
1.18
0
28
0
.00
4994.00
4994.00
0
55
0
55
0
15.7
21.26
36.97
0
.26
.00
1.94
.00
.000
.6
4991.10
0
STATUS:
Analyzing
cross-section
reach 111.620.
11.620
.000
.034
.000
2.19
4993.34
.00
.00
.000687
43
40
34
4993.38
.04
.03
.00
1.21
0
34
0
.00
4994.00
4994.00
2
55
0
55
0
20.0
33.31
53.35
0
.26
.00
1.59
.00
.000
.6
4991.15
0
STATUS:
Analyzing
cross-section
reach 112.120.
�12.120
.000
.034
.000
2.19
4993.39
.00
.00
000528
70
66
55
4993.42
.03
.04
.00
1.26
0
38
0
.00
4994.00
4994.00
0
55
0
55
0
21.9
4.64
26.50
0
.28
.00
1.42
.00
.000
.6
4991.20
0
STATUS:
Analyzing
cross-section
reach 112.730.
Ok
ISHER.OUT 8 September 28, 1998
/43
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
PAGE 9
9/28/1998
SECND
XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS
WSELK
SLOPE
XLOBL
XLCH
XLOBR
EG
HV
HL
OLOSS
VOL
ALOB
ACH
AROB
CORAR
LTBNK
RTBNK
ITRIAL
0
GLOB
GCH
GROB
TOPWD
SSTA
ENDST
IDC
TIME
---------
VLOB
---------
VCH
---------
VROB
---------
WTN
---------
TWA
---------
ELMIN
---------
ICONT
---------
112.730
.000
.034
.000
2.21
4993.41
.00
.000640
42
51
61
4993.45
.04
.03
1.31
0
34
0
.00
4994.00
4994.00
55
0
55
0
19.1
4.00
23.13
.29
.00
1.58
.00
.000
.6
4991.20
STATUS:
Analyzing
cross-section reach 113.270.
113.270
.000
.034
.000
2.16
4993.46
.00
.000399
55
70
84
4993.49
.02
.04
1.37
0
43
0
.00
4994.00
4994.00
55
0
55
0
24.5
5.02
29.56
.30
.00
1.25
.00
.000
.7
4991.30
STATUS:
Analyzing
cross-section reach 113.570.
113.570
.000
.034
.000
2.13
4993.48
.00
.000267
26
25
27
4993.50
.02
.01
1.40
0
54
0
.00
4999.00
4999.00
55
0
55
0
32.0
11.22
43.26
.31
.00
1.01
.00
.000
.7
4991.35
STATUS:
Analyzing
cross-section reach 113.610.
113.610
.000
.034
.000
2.05
4993.50
.00
.000281
76
76
77
4993.52
.02
.02
1.49
0
54
0
.00
4998.00
4998.00
55
0
55
0
32.2
11.04
43.28
.33
.00
1.02
.00
.000
.7
4991.45
STATUS:
Analyzing
cross-section reach 114.270.
114.270
.000
.034
.000
2.02
4993.52
.00
.000563
73
65
58
4993.55
.03
.03
1.56
0
38
0
.00
4995.00
4995.00
55
0
55
0
22.6
17.40
40.04
.34
.00
1.43
.00
.000
.8
4991.50
STATUS: Analyzing cross-section reach 114.670.
-NEWSHER.OUT 9
.00
.00
0
0
0
00
00
1
0
0
00
00
0
0
0
00
00
0
0
0
.00
.00
0
0
0
I
11
I
i
11
I
11
i
;1
September 28, 1998�
/qV
I
I
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 10
OJECT TITLE : Sherwood Lateral
OJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SECNO XNL XNCH XNR DEPTH CWSEL CRIWS WSELK
PE XLOBL XLCH XLOBR EG HV HL OLOSS
AL03 ACH AROB CORAR LTBNK RTBNK ITRIAL
GLOB GCH GROB TOPWD SSTA ENDST IDC
TIME VLOB VCH VROB WTN TWA ELMIN ICONT
--------- --------- --------- --------- --------- --------- ---------
4.670 .000 .034 .000 1.99 4993.54 .00 OC
'' 00511 46 37 17 4993.57 .03 .02 DC
1.60 0 40 0 .00 4995.00 4995.00 C
'55 0 55 0 24.4 11.03 35.39 C
.35 .00 1.35 .00 .000 .8 4991.55 C
STATUS:
Analyzing
cross-section reach 115.330.
�15.330
.000
.034
.000
1.87
4993.57
.00
.00
00625
43
52
67
4993.60
.03
.03
.00
1.65
0
37
0
.00
4995.00
4995.00
0
55
0
55
0
23.3
10.34
33.61
0
.36
.00
1.46
.00
.000
.8
4991.70
0
STATUS:
Analyzing
cross-section reach 116.030.
WARNING:
(3302) Conveyance
change
is outside
of acceptable range.
Upstream
to Downstream Conveyance Ratio (KRATIO)
.62 y 0.50
116.030
.000
.034
.000
1.82
4993.62
.00
.00
01610
77
79
80
4993.69
.07
.08
.01
1.70
0
25
0
.00
4995.00
4995.00
0
55
0
55
0
18.4
17.41
35.84
0
.37
.00
2.12
.00
.000
.9
4991.80
0
STATUS: Analyzing cross-section reach 117.640.
17.640 .000 .034 .000 1.87 4993.77 .00 .00
.000881 ill 108 99 4993.82 .04 .13 .00
1.78
0
32
0
.00
4995.00
4995.00
2
55
0
55
0
21.0
12.00
32.96
0
.39
.00
1.69
.00
.000
.9
4991.90
0
STATUS:
Analyzing
cross-section reach 119.060.
19.060
.000
.034
.000
2.40
4993.90
.00
.00
.000736
153
152
150
4993.94
.04
A2
.00
1.90
0
34
0
.00
4995.00
4995.00
2
55
0
55
0
22.0
28.81
50.81
0
.42
1
.00
1.57
.00
.000
1.0
4991.50
0
T1 120-030:
Centre Avenue
Sherwood
Lateral
New
alignment,
no culvert
I
i .
Ok
ItSHER.OUT 10 September 28, 1998
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
JOB PARAMETERS :
----------------
J1 ICHECK INO
3
J2 NPROF [PLOT
15
NINV IDIR STRT METRIC HVINS
PRFVS XSECV XSECH FN ALLDC
-1
PAGE 11
9/28/1998
pb
0 WSEL FO
73.15 4993.27 t/U
IBW CHNIM ITRACE (�
-6
STATUS: Analyzing profile 2.
Contraction Coefficient (CCHV) .100
Expansion Coefficient (CEHV) .300
STATUS: Analyzing cross-section reach 100.000.
SECNO XNL XNCH XNR DEPTH CWSEL CRIWS WSELK
SLOPE XLOBL XLCH XLOBR EG HV HL OLOSS
VOL ALOE ACH ARDS CORAR LTBNK RTBNK ITRIAL
0 OLOS OCH OROB TOPWD SSTA ENDST IDC
TIME VLOB VCH VROB WTN TWA ELMIN ICONT
--------- --------- --------- --------- --------- --------- --------- ---------
100.000 .000 .034 .000 2.66 4993.27 .00 4993.27
.001968 0 0 0 4993.36 .09 .00 .00
.00 0 30 0 .00 4994.00 4994.00 0
73 0 73 0 19.9 21.10 40.96 0
.00 .00 2.43 .00 .000 .0 4990.61 0
STATUS: Analyzing cross-section reach 100.450.
WARNING: (3302) Conveyance change is outside of acceptable range.
Upstream to Downstream Conveyance Ratio (KRATIO) 2.32
100.450 .000 .034 .000 2.93 4993.37 .00 .00
.000367 46 43 40 4993.40 .03 .03 .01
.04 0 52 0 .00 4994.00 4994.00 1
73 0 73 0 22.3 14.06 36.32 0
.01 .00 1.40 .00 .000 .0 4990.44 0
STATUS: Analyzing cross-section reach 100.950.
/- Q -► 'con
,PAL ✓ � �yJ (�G �'��n.a �
fI
1
NEWSHER.OUT 11
September 28, 199�
/-'71('.-?
I
I
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 12
ROJECT TITLE : Sherwood Lateral
ROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SECNO XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS
WSELK
PE XLOBL XLCH
XLOBR
EG
HV
HL
OLOSS
ALOB ACH
AROB
CORAR
LTBNK
RTBNK
ITRIAL
GLOB OCH
OR08
TOPWD
SSTA
ENDST
IDC
TIME VLOB VCH
VROB
WTN
TWA
ELMIN
ICONT
---------
---------
---------
---------
---------
---------
---------
---------
1
00.950
.000
.034
.000
3.21
4993.39
.00
.00
.000275
49
43
33
4993.41
.02
.01
.00
.10
0
58
0
.00
4994.00
4994.00
2
73
0
73
0
23.3
12.59
35.90
0
.02
.00
1.26
.00
.000
.0
4990.18
0
STATUS:
Analyzing
cross-section reach 101.890.
�01.890
.000
.034
.000
2.96
4993.42
.00
.00
000436
100
97
94
4993.45
.03
.03
.00
.22
0
50
0
.00
4994.00
4994.00
0
73
0
73
0
23.4
20.39
43.79
0
.04
.00
1.46
.00
.000
.1
4990.46
0
STATUS:
Analyzing
cross-section reach 103.740.
.000
.034
.000
3.06
4993.49
.00
.00
�03.740
000246
179
185
194
4993.51
.02
.06
.00
.45
0
60
0
.00
4994.00
4994.00
0
- 73
0
73
0
24.2
17.87
42.04
0
.08
.00
1.20
.00
.000
.2
4990.43
0
STATUS:
Analyzing
cross-section reach 105.320.
105.320
.000
.034
.000
3.10
4993.53
.00
.00
67
143
0
154
59
172
0
4993.55
.00
.02
4994.00
.04
4994.00
.00
1
�000259
73
0
73
0
23.1
16.10
39.23
0
.11
.00
1.24
.00
.000
.3
4990.43
0
Analyzing
cross-section reach 107.110.
�STATUS:
7.110
.000
.034
.000
3.02
4993.57
.00
.00
.000245
178
181
184
4993.60
.02
.05
.00
92
0
60
0
.00
4994.00
4994,00
0
73
0
73
0
22.8
17.13
39.96
0
.16
.00
1.22
.00
.000
.4
4990.55
0
STATUS:
Analyzing
cross-section
reach 107.730.
L
ISHER.OUT 12 September 28, 1998
/41%
I
BOSS RMS for AutoCAD NEC-2 Analysis version 3.5 PAGE 13
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SECNO
XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS
WSELK
SLOPE
XL08L
XLCH
XLOBR
EG
HV
HL
OLOSS
VOL
AL08
ACH
AROB
CORAR
LTBNK
RTBNK
ITRIAL
O
OLOB
OCH
OROB
TOPWD
SSTA
ENDST
IDC
TIME
---------
VLOB
---------
VCH
---------
VROB
---------
WTN
---------
TWA
---------
ELMIN
---------
ICONT
---------
107.730
.000
.034
.000
3.28
4993.59
.00
.00
.000281
78
67
52
4993.61
.02
.02
.00
1.01
0
57
0
.00
4994.00
4994.00
0
73
0
73
0
23.7
19.98
43.65
0
.17
.00
1.27
.00
.000
.4
4990.31
0
STATUS:
Analyzing
cross-section reach 110.250.
110.250
.000
.034
.000
2.57
4993.67
.00
.00
.000393
250
252
.255
4993.70
.03
.08
.00
1.33
0
52
0
.00
4994.00
4994.00
1
73
0
73
0
24.0
13.28
37.29
0
.22
.00
1.40
.00
.000
.6
4991.10
0
STATUS:
Analyzing
cross-section reach 111.130.
WARNING:
(3302) Conveyance
change
is outside
of acceptable range.
Upstream
to Downstream Conveyance Ratio (KRATIO)
.63
111.130
.000
.034
.000
2.59
4993.69
.00
.00
.000977
83
86
90
4993.76
.07
.05
.01
1.41
0
34
0
.00
4994.00
4994.00
0
73
0
73
0
16.4
20.79
37.19
0
.23
.00
2.09
.00
.000
.6
4991.10
0
STATUS:
Analyzing
cross-section reach 111.620.
111.620
.000
.034
.000
2.60
4993.75
.00
.00
.000641
43
40
34
4993.79
.04
.03
.00
1.45
0
43
0
.00
4994.00
4994.00
2
73
0
73
0
21.3
32.60
53.95
0
.24
.00
1.70
.00
.000
.6
4991.15
0
STATUS:
Analyzing
cross-section reach 112.120.
112.120
.000
.034
.000
2.60
4993.80
.00
.00
.000504
70
66
55
4993.83
.04
.04
.00
1.52
0
47
0
.00
4994.00
4994.00
0
73
0
73
0
23.3
3.91
27.23
0
.25
.00
1.53
.00
.000
.6
4991.20
0
STATUS: Analyzing cross-section reach 112.730.
F
u
11
1
J
,1
J
11
1
C'
NEWSHER.OUT 13
September 28, 19981
/18
BOSS RMS far AutoCAD HEC-2 Analysis version 3.5 PAGE 14
tROROJECT TITLE : Sherwood Lateral
JECT NUMBER : 120-030: Centre Avenue 9/28/1998
SECNO XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS WSELK
PE XLOBL XLCH
XLOBR
EG
HV
HL OLOSS
ALOB ACH
AROB
CORAR
LTBNK
RTBNK ITRIAL
GLOB OCH
GROG
TOPWD
SSTA
ENDST IDC
TIME VLOB VCH
VROB
WTN
TWA
ELMIN ICONT
---------
---------
--------
---------
---------
---------
--------- ---------
1 12.730
.000
.034
.000
2.62
4993.82
.00
.00
.000623
42
51
61
4993.86
.05
.03
.00
1.57
0
42
0
.00
4994.00
4994.00
0
0
73
0
20.4
3.37
23.76
0
'73
.26
.00
1.71
.00
.000
.7
4991.20
0
STATUS:
Analyzing
cross-section reach 113.270.
�13.270
.000
.034
.000
2.57
4993.87
.00
.00
000384
55
70
84
4993.90
.03
.03
.00
1.65
0
54
0
.00
4994.00
4994.00
1
73
0
73
0
26.1
4.22
30.36
0
'27
.00
1.35
.00
.000
.7
4991.30
0
STATUS:
Analyzing
cross-section reach 113.570.
.000
.034
.000
2.54
4993.89
.00
.00
�13.570
000245
26
25
27
4993.91
.02
.01
.00
1.69
0
68
0
.00
4999.00
4999.00
0
73
0
73
0
33.7
10.41
44.07
0
.28
.00
1.07
.00
.000
.7
4991.35
0
1 STATUS:
Analyzing
cross-section reach 113.610.
113.610
.000
.034
.000
2.46
4993.91
.00
.00
' 1110255
1.81
76
0
76
67
77
0
4993.93
.00
.02
4998.00
.02
4998.00
.00
0
73
0
73
0
33.9
10.23
44.10
0
.30
.00
1.08
.00
.000
.8
4991.45
0
1 STATUS:
Analyzing
cross-section reach 114.270.
WARNING:
(3302) Conveyance change
is outside
of acceptable
range.
Upstream
to Downstream Conveyance Ratio
(KRATIO)
.70
114.270
.000
.034
.000
2.42
4993.92
.00
.00
'-.000523
73
65
58
4993.96
.04
.02
.01
1.89
0
47
0
.00
4995.00
4995.00
0
73
0
73
0
24.1
16.66
40.77
0
.31
1
.00
1.53
.00
.000
.8
4991.50
0
STATUS:
Analyzing
cross-section reach 114.670.
IISHER.OUT
14
September 28, 1998
1419
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 15
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SECNO
XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS
WSELK
SLOPE
XLOBL
XLCH
XLOBR
EG
HV
HL
OLOSS
VOL
ALOB
ACH
ARDS
CORAR
LTBNK
RTBNK
ITRIAL
O
GLOB
OCH
GROB
TOPWD
SSTA
ENDST
IDC
TIME
---------
VLOB
---------
VCH
---------
VROB
---------
WTN
---------
TWA
---------
ELMIN
---------
ICONT
---------
114.670
.000
.034 .000 2.39 4993.94
.00
.00
.00D471
46
37 17 4993.98 .03
.02
.00
1.94
0
50 0 .00 4995.00
4995.00
0
73
0
73 0 25.9 10.25
36.17
0
.32
.00
1.44 .00 .000 .8
4991.55
0
,
STATUS:
Analyzing
cross-section reach 115.330.
115.330
.000
.034 .000 2.27 4993.97
.00
.00
.000565
43
52 67 4994.00 .04
.03
.00
1.99
0
47 0 .00 4995.00
4995.00
0
73
0
73 0 24.6 9.68
34.31
0
.33
.00
1.55 .00 .000 .9
4991.70
0
STATUS:
Analyzing
cross-section reach 116.030.
WARNING:
(3302) Conveyance change is outside of acceptable range.
Upstream
to Downstream Conveyance Ratio (KRATIO)
.65
116.030
.000
.034 .000 2.21 4994.01
.00
.00
.001351
77
79 80 4994.08 .07
.07
.01
2.07
0
33 0 .00 4995.00
4995.00
0
73
0
73 0 19.9 16.49
36.37
0
.34
.00
2.19 .00 .000 .9
4991.80
0
STATUS:
Analyzing
cross-section reach 117.640.
117.640
.000
.034 .000 2.25 4994.15
.00
.00
.000809
ill
108 99 4994.20 .05
.11
.00
2.16
0
40 0 .00 4995.00
4995.00
2
73
0
73 0 22.1 11.36
33.48
0
,
.36
.00
1.80 .00 .000 1.0
4991.90
0
STATUS:
Analyzing
cross-section reach 119.060.
119.060
.000
.034 .000 2.77 4994.27
.00
.00
'
.000706
153
152 150 4994.31 .04
.12
.00
2.31
0
43 0 .00 4995.00
4995.00
2
73
0
73 0 23.7 27.88
51.54
0
.38
.00
1.69 .00 .000 1.1
4991.50
0
NEWSHER.OUT
15
September 28, 19981
/5-0
I
I
BOSS RMS for AutoCAD NEC-2 Analysis version 3.5 PAGE 16
ROJECT TITLE : Sherwood Lateral
ROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SPECIAL NOTE
:
jAn-asterisk
(*) to
the left
of the cross-section
number indicates a
special
note is present in
the SUMMARY OF WARNING AND STATUS MESSAGES section.
�MARY PRINTOUT TABLE 150 : Sherwood
Lateral
-------------------
New alignment, no culvert
120-030:
Centre Avenue
�ross-
Channel
Top of
Max. Low
Minimum
Discharge
Computed
Critical
Energy
Energy
Channel
Cross-
Index 0
ection
Reach
Roadway
Chord
C. S.
Flow
W. S.
W. S.
Gradient
Gradient
Mean Flow
Section
(0.01 *
Number
Length
Elevation
Elevation
Elevation
Elevation
Elevation
Elevation
Slope
Velocity
Area
Convey.)
ECNO
---
(ft)
XLCH
---------
(ft MSL)
ELTRD
---------
(ft MSL)
ELLC
---------
(ft MSL)
ELMIN
---------
(cfs)
0
---------
(ft MSL)
CWSEL
---------
(ft MSL)
CRIWS
---------
(ft MSL)
EG
-
* 10,000
10K*S
(ft/s)
VCH
(sq ft)
AREA
_01K
------
100.000
.00
.00
.00
4990.61
55.00
4992.86
.00
4992.95
27.59
2.47
22.25
10.47
100.000
100.450
.00
43.20
.00
.00
.00
.00
4990.61
4990.44
73.15
55.00
4993.27
4992.97
.00
.00
4993.36
4992.99
19.68
3.44
2.43
1.25
30.10
43.96
16.49
29.66
* 100.450
43.20
.00
.00
4990."
73.15
4993.37
.00
4993.40
3.67
1.40
52.28
38.21
100.950
43.13
.00
.00
4990.18
55.00
4992.99
.00
4993.01
2.53
1.12
49.08
34.61
100.950
43.13
.00
.00
4990.18
73.15
4993.39
.00
4993.41
2.75
1.26
58.15
44.12
101.890
97.82
.00
.00
4990.46
55.00
4993.01
.00
4993.04
4.30
1.34
41.16
26.52
101.890
97.82
.00
.00
4990.46
73.15
4993.42
.00
4993.45
4.36
1.46
50.24
35.04
_ 103.740
185.54
.00
.00
4990.43
55.00
4993.08
.00
4993.10
2.33
1.07
51.29
36.05
103.740
185.54
.00
.00
4990.43
73.15
4993.49
.00
4993.51
2.46
1.20
60.94
46.62
154.27
.00
.00
4990.43
55.00
4993.12
.00
4993.14
2.43
1.10
49.94
35.26
I105.320
105.320
154.27
.00
.00
4990.43
73.15
4993.53
.00
4993.55
2.59
1.24
59.22
45.45
107.110
181.80
.00
.00
4990.55
55.00
4993.16
.00
4993.18,
2.29
1.08
50.90
36.32
107.110
181.80
.00
.00
4990.55
73.15
4993.57
.00
4993.60
2.45
1.22
60.15
46.70
1 107.730
67.29
.00
.00
4990.31
55.00
4993.18
.00
4993.20
2.65
1.14
48.28
33.79
107.730
67.29
.00
.00
4990.31
73.15
4993.59
.00
4993.61
2.81
1.27
57.75
43.60
110.250
252.76
.00
.00
4991.10
55.00
4993.25
.00
4993.28
4.11
1.29
42.67
27.13
110.250
252.76
.00
.00
4991.10
73.15
4993.67
.00
4993.70
3.93
1.40
52.41
36.92
* 111.130
86.80
.00
.00
4991.10
55.00
4993.29
.00
4993.34
10.26
1.94
28.31
17.17
111.130
86.80
.00
.00
4991.10
73.15
4993.69
.00
4993.76
9.77
2.09
34.94
23.41
111.620
40.19
.00
.00
4991.15
55.00
4993.34
.00
4993.38
6.87
1.59
34.52
20.98
ISHER.OUT 16 September 28, 1998
/s/
I
BOSS RMS for AutoCAD
HEC-2 Analysis version 3.5
PAGE 17
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
9/28/1998
Cross-
Channel
Top of
Max. Low
Minimum
Discharge
Computed
Critical
Energy
Energy
Channel
Cross-
Index G
Section
Reach
Roadway
Chord
C. S.
Flow
W. S.
W. S.
Gradient
Gradient
Mean Flow
Section
(0.01 *
Number
Length
Elevation
Elevation
Elevation
Elevation
Elevation
Elevation
Slope
Velocity
Area
Convey.)
(ft)
(ft MSL)
(ft MSL)
(ft MSL)
(cfs)
(ft MSL)
(ft MSL)
(ft MSL)
* 10,000
(ft/s)
(sq ft)
SECNO
XLCH
ELTRD
ELLC
ELMIN
0
CWSEL
CRIWS
EG
10K*S
VCH
AREA
OIK
---------
111.620
---------
40.19
---------
---------
---------
4991.15
---------
73.15
---------
---------
---------
4993.79
---------
---------
1.70
---------
43.02
---------
28.89
'
.00
.00
4993.75
.00
6.41
112.120
66.87
.00
.00
4991.20
55.00
4993.39
.00
4993.42
5.28
1.42
38.65
23.94
112.120
66.87
.00
.00
4991.20
73.15
4993.80
.00
4993.83
5.04
1.53
47.83
32.60
112.730
51.39
.00
.00
4991.20
55.00
4993.41
.00
4993.45
6.40
1.58
34.86
21.74
112.730
51.39
.00
.00
4991.20
73.15
4993.82
.00
4993.86
6.23
1.71
42.89
29.30
113.270
70.86
.00
.00
4991.30
55.00
4993.46
.00
4993.49
3.99
1.25
43.97
27.54
113.270
70.86
.00
.00
4991.30
73.15
4993.87
.00
4993.90
3.84
1.35
54.24
37.35
113.570
25.54
.00
.00
4991.35
55.00
4993.48
.00
4993.50
2.67
1.01
54.71
33.65
113.570
25.54
.00
.00
4991.35
73.15
4993.89
.00
4993.91
2.45
1.07
68.07
46.71
113.610
76.10
.00
.00
4991.45
55.00
4993.50
.00
4993.52
2.81
1.02
54.02
32.80
113.610
76.10
.00
.00
4991.45
73.15
4993.91
.00
4993.93
2.55
1.08
67.47
45.84
114.270
65.97
.00
.00
4991.50
55.00
4993.52
.00
4993.55
5.63
1.43
38.43
23.18
* 114.270
65.97
.00
.00
4991.50
73.15
4993.92
.00
4993.96
5.23
1.53
47.91
31.97
114.670
37.68
.00
.00
4991.55
55.00
4993.54
.00
4993.57
5.11
1.35
40.63
24.34
114.670
37.68
.00
.00
4991.55
73.15
4993.94
.00
4993.98
4.71
1.44
50.73
33.71
115.330
52.20
.00
.00
4991.70
55.00
4993.57
.00
4993.60
6.25
1.46
37.70
22.00
115.330
52.20
.00
.00
4991.70
73.15
4993.97
.00
4994.00
5.65
1.55
47.26
30.77
* 116.030
79.57
.00
.00
4991.80
55.00
4993.62
.00
4993.69
16.10
2.12
25.90
13.71
* 116.030
79.57
.00
.00
4991.80
73.15
4994.01
.00
4994.08
13.51
2.19
33.47
19.90
117.640
108.76
.00
.00
4991.90
55.00
4993.77
.00
4993.82
8.81
1.69
32.63
18.53
117.640
108.76
.00
.00
4991.90
73.15
4994.15
.00
4994.20
8.09
1.80
40.70
25.71
119.060
152.61
.00
.00
4991.50
55.00
4993.90
.00
4993.94
7.36
1.57
34.96
20.27
119.060
152.61
.00
.00
4991.50
73.15
4994.27
.00
4994.31
7.06
1.69
43.30
27.53
NEWSHER.OUT
17 September 28, 19981
4S5
I
I
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 18
ROJECT TITLE : Sherwood Lateral
OJECT NUMBER : 120-030: Centre Avenue 9/28/1998
WIARY PRINTOUT TABLE 150 Sherwood Lateral
-- - - New alignment, no culvert
120-030: Centre Avenue
Cross-
Discharge
Computed
W.S. Elev
W.S. Elev
W.S. Elev
Water
Channel
ection
Flow
W. S.
Diff per
Diff per
Diff per
Surface
Reach
umber
Elevation
Profile
Section
Know/Corte
Top Width
Length
(cfs)
(ft MSL)
(ft)
(ft)
(ft)
(ft)
(ft)
SECNO
9
CWSEL
DIFWSP
DIFWSX
DIFKSS
TOPWID
XLCH
100.000
55.00
4992.86
.00
.00
.00
18.59
00
100.000
73.15
4993.27
.41
.00
.00
19.86
.00
100.450
55.00
4992.97
.00
.11
.00
21.27
43.20
100.450
73.15
4993.37
.40
.10
.00
22.26
43.20
100.950
55.00
4992.99
.00
.02
.00
22.07
43.13
100.950
73.15
4993.39
.40
.02
.00
23.32
43.13
101.890
55.00
4993.01
.00
.03
.00
21.67
97.82
101.890
73.15
4993.42
.40
.03
.00
23.40
97.82
103.740
55.00
4993.08
.00
.07
.00
23.36
185.54
103.740
73.15
4993.49
.41
.07
.00
24.18
185.54
105.320
55.00
4993.12
.00
.04
.00
22.37
154.27
105.320
73.15
4993.53
.41
.04
.00
23.13
154.27
107.110
55.00
4993.16
.00
.04
.00
22.23
181.80
107.110
73.15
4993.57
.41
.05
.00
22.82
181.80
107.730
55.00
4993.18
.00
.02
.00
22.30
67.29
107.730
73.15
4993.59
.41
.02
.00
23.67
67.29
110.250
55.00
4993.25
.00
.08
.00
23.01
252.76
110.250
73.15
4993.67
.41
.08
.00
24.01
252.76
111.130
55.00
4993.29
.00
.03
.00
15.70
86.80
*
111.130
73.15
4993.69
.41
.02
.00
16.41
86.80
'111.620
55.00
4993.34
.00
.05
.00
20.04
40.19
111.620
73.15
4993.75
.41
.06
.00
21.35
40.19
112.120
55.00
4993.39
.00
.05
.00
21.86
66.87
1
112.120
73.15
4993.80
.41
.05
.00
23.31
66.87
112.730
55.00
4993.41
.00
.02
.00
19.13
51.39
r
tHER.OUT 18 September 28, 1998
/S-3
BOSS RMS for AutoCAD
HEC-2 Analysis version 3.5
PAGE 19
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
9/28/1998
Cross-
Discharge
Computed
W.S. Elev
W.S. ELev
W.S. Elev
Water
Channel
Section
Flow
W. S.
Diff per
Diff per
Diff per
Surface
Reach
Number
Elevation
Profile
Section
Know/Comp
Tap Width
Length
(cfs)
(ft MSL)
(ft)
(ft)
(ft)
(ft)
(ft)
SECNO
0
CWSEL
DIFWSP
DIFWSX
DIFKWS
TOPWID
XLCH
-------
112.730
------
73.15
-------
4993.82
:--
41
---
.--
00
-----
20.39
-----
51.39
.02
113.270
55.00
4993.46
.00
.05
.00
24.54
70.86
113.270
73.15
4993.87
.41
.05
.00
26.15
70.86
113.570
55.00
4993.48
.00
.02
.00
32.03
25.54
113.570
73.15
4993.89
.41
.02
.00
33.66
25.54
113.610
55.00
4993.50
.00
.02
.00
32.24
76.10
113.610
73.15
4993.91
.41
.02
.00
33.87
76.10
114.270
55.00
4993.52
.00
.01
.00
22.64
65.97
* 114.270
73.15
4993.92
.40
.01
.00
24.10
65.97
114.670
55.00
4993.54
.00
.02
.00
24.36
37.68
114.670
73.15
4993.94
.40
.02
.00
25.92
37.68
115.330
55.00
4993.57
.00
.03
.00
23.27
52.20
115.330
73.15
4993.97
.40
.02
.00
24.63
52.20
* 116.030
55.00
4993.62
.00
.05
.00
18.43
79.57
* 116.030
73.15
4994.01
.39
.04
.00
19.89
79.57
117.640
55.00
4993.77
.00
.16
.00
20.96
108.76
117.640
73.15
4994.15
.37
.14
.00
22.13
108.76
119.060
55.00
4993.90
.00
.13
.00
22.01
152.61
119.060
73.15
4994.27
.37
.12
.00
23.66
152.61
It
i
1
NEWSHER.OUT 19 September 28, 19981
I
I
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 20
PROJECT TITLE : Sherwood Lateral
11ROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SUMMARY OF WARNING AND STATUS MESSAGES :
Section 100.45, profile 1, conveyance change outside acceptable range.
Section 100,41, profile 2, conveyance change outside acceptable range.
' Section 111.13, profile 1, conveyance change outside acceptable range.
Section 111.13, profile 2, conveyance change outside acceptable range.
Section 114.27, profile 2, conveyance change outside acceptable range.
Section 116.03, profile 1, conveyance change outside acceptable range.
Section 116.03, profile 2, conveyance change outside acceptable range.
7 Warning and status message(s) generated
aOF OUTPUT
I
I
L
I
ISHER.OUT
20
September 28, 1998
/4-r,
BOSS RMS for AutoCAD NEC-2 Analysis version 3.5 PAGE 1
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
---------------------------
---------------------------
BOSS RMS for AutoCAD -(tm)-
Copyright (C) 1996 BOSS International
All Rights Reserved
Version : 3.5
,
Serial Number : 23417
Licensed to Sear-Browm Group, Inc.
,
PROGRAM ORIGIN
----------------
BOSS RMS for AutoCAD HEC-2•Analysis is an enhanced version of the U.S.
,
Army Corps of Engineers Hydrologic Engineering Center HEC-2 program
for water -surface profile computations. Program based upon the September
1990 version, updated on August 1991.
,
DISCLAIMER :
------------
BOSS RMS for AutoCAD is a complex program which requires engineering
,
expertise to use correctly. BOSS International assumes absolutely no
responsibility for the correct use of this program. ALL results obtained
should be carefully examined by an experienced professional engineer to
determine if they are reasonable and accurate.
'
Although BOSS International has endeavored to make BOSS RMS for AutoCAD
error free, the program is not and cannot be certified as infallible.
Therefore, BOSS International makes no warranty, either implicit or
'
explicit, as to the correct performance or accuracy of this software.
In no event shall BOSS International be liable to anyone for special,
collateral, incidental, or consequential damages in connection with or
arising out of purchase or use of this software. The sole and exclusive
Liability to BOSS International, regardless of the form of action, shall
not exceed the purchase price of this software.
PROJECT DESCRIPTION :
'
---------------------
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
DESCRIPTION : New alignment, with culvert
ENGINEER : The Sear -Brown Group, jag
DATE OF RUN : 9/28/1998
TIME OF RUN : 3:00 pm
,
1
I
NEWSHERC.OUT 1 September 28, 1998�
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 2
�ROJECT TITLE : Sherwood Lateral
ROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
T1
120-030: Centre
Avenue
Sherwood Lateral
New alignment, with cu(ver
PARAMETERS
ICHECK
INO
NINV
2
NPROF
(PLOT
PRFVS
1
-1
l R-DEFINED
----------------------------------
SUMMARY TABLES
W)
'
150
NC
0.05
0.05
0.034
100
16
19.67
4995
13.86
499595.2626
4992.1
23.03
4992
4993
40.5
4994
GR
4996.8
57.2
100.45
17
13.11
4995
6.24
4995.76
GR
4992
16.08
4991
4992
34.82
4993
0
4996.1
39.4444
4996.4
700.95
16
11.62
GR
4995
7.07
4995.45
4992
14.78
4991
4992
34.39
4993
4996
84.99
101.89
17
19.55
4996
13.79
4996.35
4993
20.99
4992
G
4991
36.48
4992
GR
4995.4
47.41
4995.7
1
103.74
16
17.44
4996
15.43
4995
GR
4991
19.94
4990.61
1SHERC.OUT
IDIR STRT METRIC HVINS 0 IISEL FO
55 4992.86
XSECV XSECH FN ALLDC IBN CHNIM (TRACE
-6
0.1
0.3
42.21
17.14
4995
17.65
4994
19.67
4993
21.63
28.52
4990.61
33.64
4992
38.77
4991.8
40
42.21
4995
43.92
4996
45.45
4996.7
46.36
37.03
46.19
40.32
43.2
10.99
4995
11.85
4994
13.11
4993
14.6
17.56
4990.44
18.4
4990.67
33.29
4991
33.71
35.92
4994
37.03
4995
38.13
4996
39.23
59.24
36.85
49.31
33.74
43.13
10.26
4995
10.59
4994
11.62
4993
13.2
16.36
4990.18
17.65
4990.59
33.11
4991
33.49
35.3
4994
36.85
4995.21
38.73
4996.1
64.18
45.44
100.81
94.39
97.82
16.19
4996
16.69
4995
18.12
4994
19.55
22.12
4991
23.23
4990.6
23.66
4990.46
34.72
39.73
4993
42.59
4994
45.44
4995
46.9
57.55
42.66
179.9
194.45
185.54
16.51
4994
17.44
4993
18.27
4992
19.11
20.27
4990.43
35.96
4991
37.63
4992
40.09
2
September 28, 1998
fS %
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
GR
4993
41.47
4994
42.66
4995
GR
4995
73.9
X1
105.32
17
15.61
39.62
143.27
GR
4996
7.01
4996.85
12.67
4996
GR
4993
16.65
4992
17.69
4991
GR
4991
36.29
4992
37.55
4993
GR
4995.2
40.63
4995.76
53.93
X1
107.11
16
16.86
40.3
178.17
GR
4995
15.05
4995.14
16.12
4995
_
GR
4992
18.59
4991
20.06
4990.61
GR
4992
38.71
4993
39.5
4994
GR
4995.8
57.82
X1
107.73
15
19.32
44.36
78.39
GR
4995.5
17.15
4995
17.72
4994
GR
4991
24.14
4990.63
24.73
4990.31
GR
4993
42.64
4994
44.36
4995
X1
110.25
18
12.83
37.66
250.86
GR
4996
0
4997
7.16
4997.19
GR
4995
11.5
4994
12.83
4993
GR
4991.1
32.98
4992
35.23
4993
GR
4995.7
39.55
4996.13
51.19
4995
Begin channel realignment
Begin
channel
realignment
X1
111.13
16
20.44
37.36
83.63
GR
4996
13.69
4996
18.14
4995
GR
4992
22.73
4991.1
26.8
4991.1
GR
4994
37.36
4995
38.54
4996
GR
4996
71.27
X1
111.62
13
32.17
54.31
43.91
GR
4996
20.53
4996
27.64
4995
GR
4992
35.65
4991.15
38.6
4991.15
GR
4995
55.79
4996
57.41
4996
X1
112.12
13
3.56
27.58
70.5
GR
4996
0
4995
1.78
4994
GR
4991.2
8.9
4991.2
22
4992.2
GR
4995
29.36
4996
30.86
4996
X1
112.73
12
3.1
24.03
42.4
GR
4996
0
4995
1.55
4994
GR
4991.2
7.5
4991.2
19.8
4992
GR
4995
25.58
4996
27.04
NC
0.6
0.8
X1
113.27
13
3.95
30.63
55.38
PAGE 3
9/28/1998
43.85 4995.3
172.84 154.27
13.54 4995
18.73 4990.43
38.78 4994
184.06 181.8
16.21 4994
20.63 4990.55
40.3 4995
52.26
67.29
19.32
4993
38.19
4991
46.08
4995.2
255.05
252.76
8.55
4997
14.15
4992
36.56
4994
71.78
90.55
86.8
19.29
4994
34.1
4992
43.19
4996
34.11
40.19
30.45
4994
49
4993
79.85
55.02
66.87
3.56
4993
24.02
4993
43.94
61.73 51.39
3.1 4993
20.93 4993
84.7 70.86
NE4SHERC.OUT 3
44.2 4995.65 56.16
14.58 4994
19.32 4990.7
39.62 4995
16.86 4993
37.55 4991
41.16 4995.2
20.93 4992
39.22 4992
46.42 4995.67
8.84 4996
15.48 4991.13
37.66 4995
20.44
4993
36.44
4993
44.18
4996
32.17
4993
52.86
4994
5.34
4992
25.8
4994
4.65
4992
22.48
4994
15.61
. 93
40.46
,
17.
37.91
'
41.4
22.53
,
40.92
57.08
,
10.17
16.64
38.76
21.59
36.81
49.33
'
33.9
54.31
7.12,27.5858
6
24.0303
September 28,
19981
/-.!9B
BOSS
RMS for AutoCAD HEC-2
Analysis
version 3.5
PAGE 4
PROJECT TITLE
: Sherwood
Lateral
�OJECT
NUMBER : 120-030:
Centre Avenue
9/28/1998
GR
4996
0
4995
1.98
4994
3.95
4993
5.93
4992
7.9
4991.3
9
4991.3
25.5
4992
26.68
4993
28.65
4994
30.63
4995
32.6
4996
35.98
4997
44.56
X1
113.57
18
0
54.38
26.06
27.5
25.54
X3
0
22
4999
32
4999
4999
0
4998
2.13
4997
4.18
4996
6.18
4995
8.18
4994
10.18
4993
12.18
4992
14.19
4991.35
23
4991.35
33
4992
40.31
4993
42.3
4994
44.3
4995
46.3
4996
48.3
GR
4997
50.3
4998
52.34
4999
54.38
1.034
0.2
3
100
3
9.33
70
10.2
4991.45
4991.35
113.61
17
2.04
52.34
76.6
77.08
76.1
X2
2
4996
0
22
4999
32
4998
4999
0
4998
2.04
4997
4.03
4996
6.07
4995
8.07
4994
10.06
4993
12.05
4992
14.05
4991.45
22
4991.45
32
4992
40.26
4993
42.26
4994
44.27
4995
46.27
4996
48.28
GR
4997
50.29
4998
52.34
'0.1
0.3
114.27
16
14.73
42.71
73.47
58.39
65.97
GR
4996
3.64
4997
9.23
4997
11.07
4996
12.92
4995
14.73
GR
4994
16.53
4993
18.34
4992
20.14
4991.5
20.95
4991.5
36.49
4992
37.29
4993
39.1
4994
40.9
4995
42.71
4996
44.52
4996
117.31
X1
114.67
17
8.18
38.23
46.51
17.4
37.68
4996
0
4997
2.35
4997
4.3
4996
6.24
4995
8.18
4994
10.12
4993
12.06
4992
14
4991.55
14.8
4991.55
31.3
4992
32.42
4993
34.36
4994
36.3
4995
38.23
4996
39.73
GR
4996
85
4996
94.66
End channel
realignment
El
channel realignment
X1
115.33
16
8.08
36.1
43.06
67.35
52.2
4996
0
4997
3.02
4997
4.9
4996
6.46
4995
8.08
4994
9.63
4993
11.29
4992
12.93
4991.7
13.2
4991.7
30.7
4992
30.9
4993
32.62
4994
34.36
4995
36.1
4996
37.6
GR
4996
71.61
116.03
18
14.6
37.7
77.79
80.38
79.57
4996
0
4997
7.88
4997.48
11.63
4997
12.17
4996
13.31
4995
14.6
4994
16.5
4993
18.85
4992.36
19.36
4992
23.96
GR
4991.8
32.6
4992
33.69
4993
35.02
4994
36.36
4995
37.7
4995.5
38.46 4995.91
53.47
4995
71.17
117.64
18
10.29
34.68
111.18
99.95
108.76
GR
4997
0 4997.77
6.87
4997
7.82
4996
9.06
4995
10.29
4994
11.54
4993
13.56
4991.93
15.72
4992
18.5
4991.9
29.81
4992
30.76
4993
31.88
4994
33.28
4995
34.68
4996
36.08
&ERC.OUT
4
September 28, 1998
BOSS RMS for AutoCAD HEC-2 Analysis
version 3.5
PAGE 5
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
9/28/1998
GR 4996.2 36.45 4996.76
56.36
4996
70.85
X1 119.06 19 26.05
53
153.22
150.74
152.61
GR 4997 0 4997
6.92
4996.98
21.81
4996
23.91 4995 26.05
GR 4994 28.55 4993
31.16
4992.26
33.1
4992
38.77 4991.5 45.6
GR 4992 47.04 4993
49.03
4994
51.01
4995
53 4996 54.99
GR 4996.5 60.77 4997.37
74.55
4997
80.63
4997
91.88
STATUS: Analyzing profile 1.
Contraction Coefficient (CCHV)
.100
Expansion Coefficient (CEHV)
.300
STATUS: Analyzing cross-section
reach 100.000.
NENSHERC.OUT 5
September 28, 1998
/&0
I
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5
dROJECT TITLE : Sherwood Lateral
ROJECT NUMBER : 120-030: Centre Avenue
PAGE 6
9/28/1998
ss Left Channel Right Flow Water Critical Known
lion Overbank Manning Overbank Depth Surface W. S. W. S.
r Manning n Manning Elevation Elevation Elevation
SECNO XNL XNCH XNR DEPTH CWSEL CRIWS WSELK
(ft) (ft MSL) (ft MSL) (ft MSL)
rgy Left Channel Right Energy Weighted Friction Other
radient Overbank Length Overbank Gradient Velocity Energy Energy
Length Length Elevation Head Loss Loss
PE XLOBL XLCH XLOBR EG HV HL OLOSS
/ft) (ft) (ft) (ft) (ft MSL) (ft) (ft) (ft)
------ ------------------ --------- --------- --------- --------- ---------
Cummul- Left Channel Right Bridge Left Right Number of
ve Overbank Area Overbank Deck Bank Bank Balance
ume Area Area Area Elevation Elevation Trials
ALOB ACH AROB CORAR LTBNK RTBNK ITRIAL
cre-ft) (sq ft) (sq ft) (sq ft) (sq ft) (ft MSL) (ft MSL)
--------- --------- --------- --------- --------- ------------------ ---------
I at Left Channel Right Computed Left Right Number of
w Overbank Flow Overbank W. S. W. S. W. S. Crit Dpth
Flow Flow Top Width Station Station Trials
0 OLOB OCH DROB TOPWD SSTA ENDST IDC
s) (cfs) (cfs) (cfs) (ft) (ft) (ft)
-- --------- ----- ---- ------------------ --------- --------- ---------
w Left Channel Right Length CummuI Minimum Number of
ravel Overbank Mean Overbank Weighted Surface C. S. Other
Time Velocity Velocity Velocity Manning n Area Elevation Trials
Is)E VLOB VCH VROB WTN TWA ELM1N ICONT
----
) (ft/s) (ft/s) (ft/s) --- (acres) (ft MSL)
------ --------- --------- --------- - --------- --------- ---------
00.000 .000 .034 .000 2.25 4992.86 .00 4992.86
002759 0 0 0 4992.95 .09 .00 .00
.00 0 22 0 .00 4994.00 4994.00 0
55 0 55 0 18.6 21.85 40.44 0
.00 .00 2.47 .00 .000 .0 4990.61 0
' STATUS: Analyzing cross-section reach 100.450.
WARNING: (3302) Conveyance change is outside of acceptable range.
Upstream to Downstream Conveyance Ratio (KRATIO) 2.83 L vZe'�/
100.450 .000 .034 .000 2.53 4992.97 .00 .00
.000344 46 43 40 4992.99 .02 .03 .01
03 0 43 0 .00 4994.00 4994.00 0
55 0 55 0 21.3 14.63 35.90 0
.01 .00 1.25 .00 .000 .0 4990.44 0
STATUS: Analyzing cross-section reach 100.950.
I
v,-
ISHERC.OUT
6
September 28, 1998
161
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5
PAGE
7
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
9/28/1998
SECNO XNL XNCH
XNR DEPTH
CWSEL
CRIWS
WSELK
SLOPE XLOBL XLCH
XLOBR EG
HV
HL
OLOSS
VOL ALOB ACH
ARDS CORAR
LTBNK
RTBNK
ITRIAL
O GLOB OCH
OROS TOPWD
SSTA
ENDST
IDC
TIME VLOB VCH
VROB WIN
TWA
ELMIN
ICONT
--------- --------- ---------
100.950 .000
--------- ---------
.034 .000 2.81
---------
4992.99
---------
00
---------
.00
,
.000253 49
43 33 4993.01
.02
.01
.00
.08 0
49 0 .00
4994.00
4994.00
2
55 0
55 0 22.1
13.22
35.29
0
.02 .00
1.12 .00 .000
.0
4990.18
0
,
STATUS: Analyzing
cross-section reach 101.890.
101.890 .000
.034 .000 2.55
4993.01
.00
.00
.000430 100
97 94 4993.04
.03
.03
.00
.18 0
41 0 .00
4994.00
4994.00
0
55 0
55 0 21.7
20.97
42.64
0
.04 .00
1.34 .00 .000
.1
4990.46
0
,
STATUS: Analyzing
cross-section reach 103.740.
103.740 .000
.034 .000 2.65
4993.08
.00
.00
.000233 179
185 194 4993.10
.02
.06
.00
.38 0
51 0 .00
4994.00
4994.00
0
55 0
55 0 23.4
18.21
41.56
0
.09 .00
1.07 .00 .000
.2
4990.43
0
STATUS: Analyzing
cross-section reach 105.320.
105.320 .000
.034 .000 2.69
4993.12
.00
.00
.000243 143
154 172 4993.14
.02
.04
.00
.56 0
49 0 .00
4994.00
4994.00
1
,
55 0
55 0 22.4
16.52
38.89
0
.13 .00
1.10 .00 .000
.3
4990.43
0
STATUS: Analyzing
cross-section reach 107.110.
,
107.110 .000
.034 .000 2.61
4993.16
.00
.00
.000229 178
181 184 4993.18
.02
.04
.00
.77 0
50 0 .00
4994.00
4994.00
0
55 0
55 0 22.2
17.40
39.63
0
.17 .00
1.08 .00 .000
.4
4990.55
0
STATUS: Analyzing
cross-section reach 107.730.
NEWSHERC.OUT
7
September 28, 199t�
Ito Z
I
BOSS RMS for AULOCAD NEC-2 Analysis version 3.5 PAGE 8
PROJECT TITLE : Sherwood Lateral
IROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SECNO XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS WSELK
PE XLOBL XLCH
XLOBR
EG
HV
HL OLOSS
ALOB ACH
AROB
CORAR
LTBNK
RTBNK ITRIAL
GLOB GCH
GROB
TOPWD
SSTA
ENDST IDC
TIME VLOB VCH
VROB
WIN
TWA
ELM1N ICONT
--------- ---------
---------
---------
---------
---------
--------- ---------
'07.730
.000
.034
.000
2.87
4993.18
.00
.00
000265
78
67
52
4993.20
.02
.02
.00
.84
0
48
0
.00
4994.00
4994.00
0
55
0
55
0
22.3
20.64
42.94
0
.19
.00
1.14
.00
.000
.4
4990.31
0
STATUS:
Analyzing
cross-section reach 110.250.
.000
.034
.000
2.15
4993.25
.00
.00
�10.250
000411
250
252
255
4993.28
.03
.08
.00
1.11
0
42
0
.00
4994.00
4994.00
1
55
0
55
0
23.0
13.82
36.83
0
25
.00
1.29
.00
.000
.5
4991.10
0
STATUS:
Analyzing
cross-section reach 111.130.
WARNING:
133021 Conveyance change
is outside
of acceptable range.
Upstream
to Downstream
Conveyance Ratio
(KRATIO)
.63
111.130
.000
.034
.000
2.19
4993.29
.00
.00
83
86
90
4993.34
.06
.05
.01
�001026
1.18
0
28
0
.00
4994.00
4994.00
0
55
0
55
0
15.7
21.26
36.97
0
.26
.00
1.94
.00
.000
.6
4991.10
0
4STATUS:
Analyzing
cross-section reach 111.620.
11.620
.000
.034
.000
2.19
4993.34
.00
.00
.000687-
43
40
34
4993.38
.04
.03
.00
1.21
0
34
0
.00
4994.00
4994.00
2
55
0
55
0
20.0
33.31
53.35
0
.26
.00
1.59
.00
.000
.6
4991.15
0
STATUS:
Analyzing
cross-section reach 112,120,
,12.120
.000
.034
.000
2.19
4993.39
.00
.00
.000528
70
66
55
4993.42
.03
.04
.00
1.26
0
38
0
.00
4994.00
4994.00
0
0
55
0
21.9
4.64
26.50
0
'55
.28
.00
1.42
.00
.000
.6
4991.20
0
STATUS:
Analyzing
cross-section reach 112.730.
I
I
ASHERC.OUT 8 September 28, 1998
/�3
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
PAGE 9
9/28/1998
SECNO
XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS
WSELK
SLOPE
XLOBL
XLCH
XLOBR
EG
HV
HL
OLOSS
VOL
ALOB
ACH
ARDS
CORAR
LTBNK
RTBNK
ITRIAL
O
OLDS
OCH
OROB
TOPWD
SSTA
ENDST
IDC
TIME
---------
VLOB
---------
VCH
---------
VROB
---------
WTN
---------
TWA
---------
ELMIN
---------
ICONT
---------
112.730
.000 .034 .000 2.21 4993.41
.00
.00
.
.000640
42 51 61 4993.45 .04
.03
.00
1.31
0 34 0 .00 4994.00
4994.00
0
55
0 55 0 19.1 4.00
23.13
0
.29
.00 1.58 .00 .000 .6
4991.20
0
,
Contraction Coefficient (CCHV)
.600
Expansion
Coefficient (CEHV)
.800
STATUS:
Analyzing cross-section reach 113.270.
113.270
.000 .034 .000 2.17 4993.47
.00
.00
.000397
55 70 84 4993.50 .02
.04
.01
,
1.37
0 44 0 .00 4994.00
4994.00
1
55
0 55 0 24.6 5.01
29.57
0
.30
.00 1.25 .00 .000 .7
4991.30
0
STATUS:
Analyzing 113.570.
cross-section reach
WARNING:
(3302) Conveyance change is outside of acceptable range.
Upstream to Downstream Conveyance Ratio (KRAT10)
.44 a L fer4
STATUS:
(3470) Encroachment computation information follows:
Left Encroachment Station (ft, STENCL)
22.00
Right Encroachment Station (ft, STENCR)
32.00
'
Encroachment Method (TYPE)
1
Width or Percent Target
10.000
Left Encroachment Elevation (ft, ELENCL)
4999.00
Right Encroachment Elevation (ft, ELENCR)
4999.00
'
113.570
.000 .034 .000 2.13 4993.48
.00
.00
.002028
26 25 27 4993.58 .10
.02
.06
1.39
0 21 0 .00 4999.00
4999.00
0
55
0 55 0 10.0 22.00
32.00
0
,
.31
.00 2.58 .00 .000 .7
4991.35
0
STATUS:
Special culvert analysis being performed.
,
NEWSHERC.OUT
9
September 28, 1998 ,
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 10
OJECT TITLE : Sherwood Lateral
OJECT NUMBER : 120-030: Centre Avenue 9/28/1998
CULVERT DESCRIPTION :
umber of Identical Culverts (CUNO)
1
Culvert Mannings n (CUNV)
.034
'Culvert Entrance Loss Coefficient (ENTLC)
.200
Box Culvert Height (ft, RISE)
3.00
fox Culvert Opening Width (ft, SPAN)
9.33
Culvert Length (ft, CULVLN)
70.00
1ulvert Opening Upstream Invert (ft MSL, ELCHU)
4991.45
Culvert Opening Downstream Invert (ft MSL, ELCHD)
4991.35
oadway Length (ft, RDLEN)
100.00
oadway Weir Flow Discharge Coefficient (COFO)
3.00
hart #10 - box culvert, 90-degree headwall,. chamfered or beveled
inlet edges
9 cale # 2 - inlet edges beveled 1/2-in/ft at 45 degrees 0 :1)
STATUS: Analyzing cross-section reach 113.610.
SIAL CULVERT OUTLET CONTROL RESULTS : �
------------------------------
nergy Grade Line Elevation for Inlet Control (ft MSL, EGIC) 4993.07
nergy Grade Line Elevation for Outlet Control (ft MSL, EGOC) 4993.78
Previous Computed Water Surface Elevation (ft MSL, PCWSE) 4993.48
top of Roadway Elevation (ft MSL, ELTRD) 4996.00
I
I
I
I
JSHERC.OUT 10 September 28, 1998
/(o S
BOSS RMS for AutoCAD NEC-2 Analysis version 3.5
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
CULVERT ANALYSIS RESULTS :
--------------------------
Inlet Control Energy Grade Line Elevation (ft MSL, EGIC)
Outlet Control Energy Grade Line Elevation (ft MSL, EGOC)
Water Surface Drop Through Culvert (ft, H4)
Total Weir Flow (cfs, QWEIR)
Total Culvert Flow (cfs, OCULV)
Mean Channel Velocity (fps, VCH)
Culvert Opening Area (sq ft, ACULV)
Top of Roadway Elevation (ft MSL, ELTRD)
Roadway Weir Length (ft, WEIRLN)
STATUS: (3470) Encroachment computation information follows:
Left Encroachment Station (ft, STENCL)
Right Encroachment Station (ft, STENCR)
Encroachment Method (TYPE)
Width or Percent Target
Left Encroachment Elevation (ft, ELENCL)
Right Encroachment Elevation (ft, ELENCR)
PAGE 11
9/28/1998
4993.07
4993.78 '
.20
0.
55. ,
2.46 A
28.0 �j%O t P I
4996.00 .s�Yap�a p,J �✓(.�j� J
2.00 3p ,
2.00 /
1
10.000
499.00
4998.00
L I
I
I
I
1
NEWSHERC.OUT 11
1647 ,
January 25, 1999
I
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 12
ROJECT TITLE : Sherwood Lateral
ROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SECNO XNL
XNCH XNR
DEPTH
CWSEL
CRIWS
WSELK
PE XLOBL XLCH XLOBR
EG
HV
HL
OLOSS
ALOE
ACH
AROB
CORAR
LTBNK
RTBNK
ITRIAL
OLDS
OCH
OROS
TOPWD
SSTA
ENDST
IDC
TIME VLOB
VCH
VROB
WTN
TWA
ELMIN
ICONT
---------
---------
---------
---------
---------
---------
---------
---------
i13.610
.000
.034
.000
2.23
4993.69
.00
.00
01775
76
76
77
4993.78
.09
.20
.00
1.43
0
22
0
.00
4999.00
4998.00
2
55
0
55
0
10.0
22.00
32.00
0
.31
.00
2.46
.00
.000
.7
4991.45
0
Contraction
Coefficient (CCHV)
.100
Expansion Coefficient (CEHV)
.300
STATUS: Analyzing
cross-section
reach 114.270.
WARNING:
(3302) Conveyance change
is outside
of acceptable range.
Upstream
to Downstream Conveyance Ratio
(KRATIO)
2.25
.000
.034
.000
2.31
4993.81
.00
.00
14.2701
000352
73
65
58
4993.83
.02
.04
.01
1.48
0
45
0
.00
4995.00
4995.00
0
55
0
55
0
23.7
16.87
40.56
0
.33
.00
1.22
.00
.000
.7
4991.50
0
' STATUS: Analyzing
cross-section
reach 114.670.
114.670
.000
.034
.000
2.27
4993.82
.00
.00
1010315
1.52
46
0
37
47
17
0
4993.84
.00
.02
4995.00
.01
4995.00
.00
2
55
0
55
0
25.5
10.46
35.96
0
.34
.00
1.15
.00
.000
.7
4991.55
0
1STATUS: Analyzing
cross-section
reach 115.330.
15.330
.000
.034
.000
2.14
4993.84
.00
.00
.000392
43
52
67
4993.86
.02
.02
.00
1.57
55
0
0
44
55
0
0
.00
24.2
4995,00
9.89
4995.00
34.08
0
0
.35
.00
1.25
.00
.000
.8
4991.70
0
STATUS: Analyzing
cross-section
reach 116.030.
WARNING:
(3302) Conveyance change
is outside
of acceptable
range.
Upstream
to Downstream Conveyance Ratio
(KRATIO)
.63
I
p. Sid Ok-
I'SHERC.OUT
12
September 28, 1998
12o
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 13
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SECNO XNL XNCH XNR DEPTH CWSEL CR1WS WSELK
SLOPE XLOBL XLCH XLOBR EG HV HL OLOSS
VOL ALOE ACH ARDS CORAR LTBNK RTBNK ITRIAL
0 OLOB OCH OROB TOPWD SSTA ENDST IDC
TIME VLOB VCH VROB WTN TWA ELMIN ICONT
--------- --------- --------- --------- ------------------ --------- ---------
116.030 .000 .034 .000 2.07 4993.87 .00 .00
.000980 77 79 80 4993.92 .05 .05 .01
1.64 0 30 0 .00 4995.00 4995.00 0
55 0 55 0 19.4 16.81 36.18 0
.36 .00 1.79 .00 .000 .8 4991.80 0
STATUS: Analyzing cross-section reach 117.640.
117.640 .000 .034 .000 2.07 4993.97 .00 .00
.000617 ill 108 99 4994.00 .03 .08 .00
1.73 0 36 0 .00 4995.00 4995.00 2
55 0 55 0 21.6 11.60 33.24 0
.38 .00 1.49 .00 .000 .9 4991.90 0
STATUS: Analyzing cross-section reach 119.060.
119.060 .000 .034 .000 2.56 4994.06 .00 .00
.000557 153 152 150 4994.09 .03 .09 .00
1.86 0 38 0 .00 4995.00 4995.00 2
55 0 55 0 22.7 28.40 51.13 0
.41 .00 1.43 .00 .000 .9 4991.50 0
T1 120-030: Centre Avenue
T2 Sherwood Lateral
T3 New alignment, with culvert
JOB PARAMETERS :
----------------
J1 ICHECK INO
3
J2 NPROF IPLOT
15
NINV IDIR STRT METRIC HVINS
PRFVS
-1
STATUS: Analyzing profile 2.
XSECV XSECH FN ALLDC
0 WSEL FO
73.15 4993.27
IBW CHNIM ITRACE
-6
NEWSHERC.OUT 13
September 28, 1998 ,
/4�, fi
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 14
PROJECT TITLE : Sherwood Lateral
IROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
Contraction Coefficient (CCHV)
.100
Expansion
Coefficient (CEHV)
.300
STATUS:
Analyzing
cross-section
reach 100.000.
NO XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS
WSELK
PE XLOBL XLCH XLOBR
EG
HV
HL
GLOSS
ALOB ACH
AROB
CORAR
LTBNK
RTBNK
ITRIAL
G GLOB GCH
GROB
TOPWD
SSTA
ENDST
IDC
E VLOB VCH
------ --------- ---
- VROB
--------
WTN
--
TWA
ELMIN
---------
ICONT
---------
100.000
.000
.034
.000
2.66
4993.27
.00
4993.27
�0019611
.00
0
0
0
30
0
0
4993,36
.00
.09
4994.00
.00
4994.00
.00
0
73
0
73
0
19.9
21.10
40.96
0
.00
.00
2.43
.00
.000
.0
4990.61
0
'STATUS:
Analyzing
cross-section
reach 100.450.
WARNING:
(3302) Conveyance change
is outside of acceptable range.
Upstream
to Downstream Conveyance Ratio (KRATIO)
2.32
' 00.450
.000
.034
.000
2.93
4993.37
.00
.00
.000367
46
43
40
4993.40
.03
.03
.01
.04
0
52
0
.00
4994.00
4994.00
1
0
73
0
22.3
14.06
36.32
0
'73
.01
.00
1.40
.00
.000
.0
4990.44
0
STATUS:
Analyzing
cross-section
reach 100.950.
'00.950
.000
.034
.000
3.21
4993.39
.00
.00
000275
49
43
33
4993.41
.02
.01
.00
.10
0
58
0
.00
4994.00
4994.00
2
73
0
73
0
23.3
12.59
35.90
0
'02
.00
1.26
.00
.000
.0
4990.18
0
STATUS:
Analyzing
cross-section
reach 101.890.
.000
.034
.000
2.96
4993.42
.00
.00
�01.890
000436
100
97
94
4993.45
.03
.03
.00
.22
0
50
0
.00
4994.00
4994.00
0
73
0
73
0
23.4
20.39
43.79
0
.04
.00
1.46
.00
.000
.1
4990.46
0
' STATUS:
Analyzing
cross-section
reach 103.740.
I
ISHERC.OUT 14 September 28, 1998
/�9
BOSS RMS for AutoCAD NEC-2 Analysis version 3.5 PAGE 15
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SECNO
XNL
XNCH
XNR
DEPTH
CWSEL
CRIWS
WSELK
SLOPE
XLOBL
XLCH
XLOBR
EG
HV
HL
OLOSS
VOL
ALOB
ACH
AROB
CORAR
LTBNK
RTBNK
ITRIAL
0
GLOB
OCH
OROB
TOPWD
SSTA
ENDST
IDC
TIME
---------
VLOB
---------
VCH
---------
VROB
---------
WTN
---------
TWA
---------
ELMIN
---------
ICONT
---------
103.740
.000
.034 .000 3.06 4993.49
.00
.00
.000246
179
185 194 4993.51 .02
.06
.00
.45
0
60 0 .00 4994.00
4994.00
0
73
0
73 0 24.2 17.87
42.04
0
_
.08
.00
1.20 .00 .000 .2
4990.43
0
'
STATUS:
Analyzing
cross-section reach 105.320.
105.320
.000
.034 .000 3.10 4993.53
.00
.00
.000259
143
154 172 4993.55 .02
.04
.00
.67
0
59 0 .00 4994.00
4994.00
1
73
0
73 0 23.1 16.10
39.23
0
.11
.00
1.24 .00 .000 .3
4990.43
0
'
STATUS:
Analyzing
cross-section reach 107.110.
107.110
.000
.034 .000 3.02 4993.57
.00
.00
.000245
178
181 184 4993.60 .02
.05
.00
'
.92
0
60 0 .00 4994.00
4994.00
0
73
0
73 0 22.8 17.13
39.96
0
.16
.00
1.22 .00 .000 .4
4990.55
0
STATUS:
Analyzing
cross-section reach 107.730.
,
107.730
.000
.034 .000 3.28 4993.59
.00
.00
.000281
78
67 52 4993.61 .02
.02
.00
1.01
0
57 0 .00 4994.00
4994.00
0
73
0
73 0 23.7 19.98
43.65
0
.17
.00
1.27 .00 .000 .4
4990.31
0
STATUS:
Analyzing
cross-section reach 110.250.
,
110.250
.000
.034 .000 2.57 4993.67
.00
.00
.000393
250
252 255 4993.70 .03
.08
.00
1.33
0
52 0 .00 4994.00
4994.00
1
73
0
73 0 24.0 13.28
37.29
0
'
.22
.00
1.40 .00 .000 .6
4991.10
0
STATUS:
Analyzing
cross-section reach 111.130.
WARNING:
(3302) Conveyance change is outside of acceptable range.
,
Upstream
to Downstream Conveyance Ratio (KRATIO)
.63
'
NEWSHERC.OUT
15
September 28,
1998
r70
BOSS RMS for AutoCAD NEC-2 Analysis version 3.5 PAGE 16
ROJECT TITLE : Sherwood Lateral
ROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
Begin channel
realignment
�NO XNL
XNCH XNR
DEPTH
CWSEL
CRIWS
WSELK
PE XLOBL XLCH XLOBR
EG
HV
HL
OLOSS
VOL ALOB ACH
ARDS
CORAR
LTBNK
RTBNK
ITRIAL
GLOB OCH
OROB
TOPWD
SSTA
ENDST
IDC
E VLOS VCH
---------------
- VROB
------
WTN
----
TWA
ELMIN
---------
ICONT
---------
111.130
.000
.034
.000
2.59
4993.69
.00
.00
83
86
90
4993.76
.07
.05
.01
�000977
1.41
0
34
0
.00
4994.00
4994.00
0
73
0
73
0
16.4
20.79
37.19
0
.23
.00
2.09
.00
.000
.6
4991.10
0
STATUS:
Analyzing
cross-section
reach 111.620.
11.620
.000
.034
.000
2.60
4993.75
.00
.00
.000641
43
40
34
4993.79
.04
.03
.00
1.45
0
43
0
.00
4994.00
4994.00
2
73
0
73
0
21.3
32.60
53.95
0
.24
.00
1.70
.00
.000
.6
4991.15
0
STATUS:
Analyzing
cross-section
reach 112.120.
�12.120
.000
.034
.000
2.60
4993.80
.00
.00
.000504
70
66
55
4993.83
.04
.04
.00
1.52
0
47
0
.00
4994.00
4994.00
0
73
0
73
0
23.3
3.91
27.23
0
.25
.00
1.53
.00
.000
.6
4991.20
0
STATUS:
Analyzing
cross-section
reach 112.730.
�12.730
.000
.034
.000
2.62
4993.82
.00
.00
000623
42
51
61
4993.86
.05
.03
.00
1.57
0
42
0
.00
4994.00
4994.00
0
73
0
73
0
20.4
3.37
23.76
0
26
.00
1.71
.00
.000
.7
4991.20
0
Contraction
Coefficient (CCHV)
.600
Coefficient
(CEHV)
.800
'Expansion
STATUS:
Analyzing
cross-section
reach 113.270.
I
ISHERC.OUT
16
September 28, 1998
/7/
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
PAGE 17
9/28/1998
SECNO XNL
XNCH XNR DEPTH CWSEL
CRIWS
WSELK
SLOPE XLOBL XLCH XLOBR EG HV
HL
OLOSS
VOL ALOB
ACH AROB CORAR LTBNK
RTBNK
ITRIAL
'
0 OLDS
OCH OROB TOPWD SSTA
ENDST
IDC
TIME VLOB
VCH VROB WTN TWA
ELMIN
ICONT
---------
113.270
--------- --------- --------- ---------
.000 .034 .000 2.58 4993.88
---------
.00
---------
00
.000376
55 70 84 4993.91 .03
.03
.01
1.65
0 54 0 .00 4994.00
4994.00
2
73
0 73 0 26.2 4.19
30.39
0
.27
.00 1.34 .00 .000 .7
4991.30
0
,
STATUS:
Analyzing cross-section reach 113.570.
WARNING:
(3302) Conveyance change is outside of acceptable range.
,
Upstream to Downstream Conveyance Ratio (KRATIO)
.42
STATUS:
(3470) Encroachment computation information follows:
'
Left Encroachment Station (ft, STENCL)
22.00
Right Encroachment Station (ft, STENCR)
32.00
Encroachment Method (TYPE)
1
Width or Percent Target
10.000
,
Left Encroachment Elevation (ft, ELENCL)
4999.00
Right Encroachment Elevation (ft, ELENCR)
4999.00
113.570
.000 .034 .000 2.53 4993.88
.00
.00
.002172
26 25 27 4994.01 .13
.02
.08
'
1.68
0 25 0 .00 4999.00
4999.00
1
73
0 73 0 10.0 22.00
32.00
0
.28
.00 2.89 .00 .000 .7
4991.35
0
STATUS:
Special culvert analysis being performed.
'
NEWSHERC.OUT
17
September 28, 1998'
1%z
I
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 18
ROJECT TITLE : Sherwood Lateral
ROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
CULVERT DESCRIPTION :
Number of.ldentical Culverts (CUNO)
1
Culvert Mannings n (CUNV)
.034
'Culvert Entrance Loss Coefficient
(ENTLC)
.200
Box Culvert Height (ft, RISE)
3.00
'Box Culvert Opening Width (ft, SPAN)
9.33
Culvert Length (ft, CULVLN)
70.00
'Culvert Opening Upstream Invert (ft MSL, ELCHU)
4991.45
Culvert Opening Downstream Invert (ft MSL, ELCHD)
4991.35
'Roadway Length (ft, RDLEN)
100.00
Roadway Weir Flow Discharge Coefficient (COFO)
3.00
Chart #10 - box culvert, 90-degree headwall, chamfered or beveled
inlet edges
'Scale # 2 - inlet beveled 1/2-in/ft 45 degrees
edges at (1:1)
WARNING: (5140) Normal depth exceeds culvert height.
' STATUS: Analyzing cross-section reach 113.610.
SPECIAL CULVERT OUTLET CONTROL RESULTS
----------------------------------------
'Energy Grade Line Elevation for Inlet Control (ft MSL, EGIC)
4993.40
Energy Grade Line Elevation for Outlet Control (ft MSL, EGOC)
4994.23
'Previous Computed Water Surface Elevation (ft MSL, PCWSE)
4993.88
Top of Roadway Elevation (ft MSL, ELTRD)
4996.00
I'ISHERC.OUT
18
September 28, 1998
/7-3
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
PAGE 19
9/28/1998
CULVERT ANALYSIS RESULTS :
--------------------------
Inlet Control Energy Grade Line Elevation (ft MSL, EGIC)
4993.40
Outlet Control Energy Grade Line Elevation (ft MSL, EGOC)
4994.23
Water Surface Drop Through Culvert (ft, HO
.22
Total Weir Flow (cfs, OWEIR)
0.
Total Culvert Flow (cfs, OCULV)
73.
Mean Channel Velocity (fps, VCH)
2.75
Culvert Opening Area (sq ft, ACULV)
28.0
Top of Roadway Elevation (ft MSL, ELTRD)
4996.00
Roadway Weir Length (ft, WEIRLN)
.0
STATUS: (3470) Encroachment computation information follows:
Left Encroachment Station (ft, STENCL)
22.00
Right Encroachment Station (ft, STENCR)
32.00
Encroachment Method (TYPE)
1
Width or Percent Target
10.000
Left Encroachment Elevation (ft, ELENCL)
4999.00
Right Encroachment Elevation (ft, ELENCR)
4998.00
NEWSHERC.OUT 19
Septembeerr,28, 1998.'
//7
BOSS RMS for AUtOCAD HEC-2 Analysis version 3.5 PAGE 20
PROJECT TITLE : Sherwood Lateral
IROJECT NUMBER : 120-030:. Centre Avenue 9/28/1998
SECNO XNL XNCH XNR DEPTH CWSEL CRIWS WSELK
PE XLOBL XLCH XLOBR EG HV HL OLOSS
ALOB ACH ARDS CORAR LTBNK RTBNK ITRIAL
GLOB GCH GROB TOPWD SSTA ENDST IDC
TIME VLOB VCH VROB WTN TWA ELMIN ICONT
--------- --------- --------- --------- --------- --------- --------- ---------
' 13.610 .000 .034 .000 2.66 4994.11 .00 .00
001892 76 76 77 4994.23 .12 .22 .00
1.72 0 26 0 .00 4999.00 4998.00 2
73 0 73 0 10.0 22.00 32.00 0
' .28 .00 2.75 .00 .000 .7 4991.45 0
Contraction Coefficient (CCHV) .100
' Expansion Coefficient (CEHV) .300
STATUS: Analyzing cross-section reach 114.270.
' WARNING: (3302) Conveyance change is outside of acceptable range.
Upstream to Downstream Conveyance Ratio (KRATIO) 2.37
.000
.034
.000
2.76
4994.26
.00
.00
�14.270
000337
73
65
58
4994.28
.03
.04
.01
1.78
0
55
0
.00
4995.00
4995.00
0
73
0
73
0
25.3
16.09
41.35
0
.30
.00
1.31
.00
.000
.8
4991.50
0
'
STATUS:
Analyzing
cross-section reach 114.670.
114.670
.000
.034
.000
2.72
4994.27
.00
.00
1000293
1.83
46
0
37
59
17
0
4994.30
.00
.02
4995.00
.01
4995.00
.00
2
73
0
73
0
27.2
9.59
36.83
0
.31
.00
1.22
.00
.000
.8
4991.55
0
STATUS:
Analyzing
cross-section reach 115.330.
15.330
.000
.034
.000
2.59
4994.29
.00
.00
.000357
43
52
67
4994.31
.03
.02
.00
1.90
0
55
0
.00
4995.00
4995.00
0
'
73
0
73
0
25.7
9.18
34.86
0
.32
.00
1.32
.00
.000
.8
4991.70
0
STATUS:
Analyzing
cross-section reach 116.030.
'
WARNING:
(3302) Conveyance
change
is outside
of acceptable range.
Upstream
to Downstream Conveyance Ratio (KRATIO)
.66
L�J
I
ISHERC.OUT
20
September 28, 1998
1%s
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5
PAGE
21
PROJECT
TITLE : Sherwood Lateral
PROJECT
NUMBER : 120-030: Centre
Avenue
9/28/1998
,
SECNO
XNL XNCH XNR
DEPTH
CWSEL
CRIWS
WSELK
SLOPE
XLOBL XLCH XLOBR
EG
HV
HL
OLOSS
VOL
ALOB ACH AROB
CORAR
LTBNK
RTBNK
ITRIAL
'
0
GLOB 0CH OROB
TOPWD
SSTA
ENDST
IDC
TIME
VLOB VCH VROB
WTN
TWA
ELMIN
ICONT
---------
116.030
--------- --------- ---------
.000 .034
.000
---------
2.51
---------
4994.31
---------
.00
---------
.00
,
.000824
77 79
80
4994.36
.05
.04
.01
1.99
0 39
0
.00
4995.00
4995.00
0
73
0 73
0
20.9
15.91
36.78
0
.33
.00 1.84
.00
.000
.9
4991.80
0
'
STATUS: Analyzing cross-section
reach 117.640.
117.640
.000 .034
.000
2.50
4994.40
.00
.00
'
.000550
ill 108
99
4994.44
.04
.07
.00
2.10
0 46
0
.00
4995.00
4995.00
2
73
0 73
0
22.8
11.04
33.84
0
.35
.00 1.58
.00
.000
.9
4991.90
0
'
STATUS: Analyzing cross-section
reach 119.060.
119.060
.000512
.000 .034
153 152
.000
150
2.98
4994.52
4994.48
.04
.00
.08
.00
.00
'
2.26
0 48
0
.00
4995.00
4995.00
2
73
0 73
0
24.6
27.35
51.97
0
.38
.00 1.51
.00
.000
1.0
4991.50
0
1
1
t
NEWSHERC.OUT 21 September 28, 1998,
l7(.-
I
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 22
OJECT TITLE : Sherwood Lateral
OJECT NUMBER : 120-030: Centre Avenue 9/28/1998
SPECIAL NOTE
�n asterisk
(*) to
the left of the cross-section
number indicates a special
note is
present in
the SUMMARY OF WARNING AND STATUS MESSAGES section.
SCARY PRINTOUT TABLE 150 : Sherwood Lateral
---------------------
New alignment, with culvert
120-030: Centre Avenue
Toss-
Channel
Top of
Max. Low
Minimum
Discharge
Computed
Critical
Energy
Energy
Channel
Cross-
Index 0
action
Reach
Roadway
Chord
C. S.
Flow
W. S.
W. S.
Gradient
Gradient
Mean Flow
Section
(0.01 *
Number
Length
Elevation
Elevation
Elevation
Elevation
Elevation
Elevation
Slope
Velocity
Area
Convey.)
ECNO
----- -
(ft)
XLCH
---------
(ft MSL)
ELTRD
---------
(ft MSL)
ELLC
---------
(ft MSL)
ELMIN
---------
(cfs)
0
-
(ft MSL)
CWSEL
---------
(ft MSL)
CRIWS
---------
(ft MSL)
EG
-
* 10,000
10K*S
-------
(ft/s)
VCH
--
(sq ft)
AREA
----
.01K
---------
100.000
.00
.00
.00
4990.61
55.00
4992.86
.00
4992.95
27.59
2.47
22.25
10.47
100.000
.00
.00
.00
4990.61
73.15
4993.27
.00
4993.36
19.68
2.43
30.10
16.49
100.450
43.20
.00
.00
4990."
55.00
4992.97
.00
4992.99
3.44
1.25
43.96
29.66
* 100.450
43.20
.00
.00
4990."
73.15
4993.37
.00
4993.40
3.67
1.40
52.28
38.21
'100.950
43.13
.00
.00
4990.18
55.00
4992.99
.00
4993.01
2.53
1.12
49.08
34.61
100.950
43.13
.00
.00
4990.18
73.15
4993.39
.00
4993.41
2.75
1.26
58.15
44.12
101.890
97.82
.00
.00
4990.46
55.00
4993.01
.00
4993.04
4.30
1.34
41.16
26.52
101.890
97.82
.00
.00
4990.46
73.15
4993.42
.00
4993.45
4.36
1.46
50.24
35.04
103.740
185.54
.00
.00
4990.43
55.00
4993.08
.00
4993.10
2.33
1.07
51.29
36.05
103.740
185.54
.00
.00
4990.43
73.15
4993.49
.00
4993.51
2.46
1.20
60.94
46.62
105.320
154.27
.00
.00
4990.43
55.00
4993.12
.00
4993.14
2.43
1.10
49.94
35.26
105.320
154.27
.00
.00
4990.43
73.15
4993.53
.00
4993.55
2.59
1.24
59.22
45.45
107.110
181.80
.00
.00
4990.55
55.00
4993.16
.00
4993.18
2.29
1.08
50.90
36.32
107.110
181.80
.00
.00
4990.55
73.15
4993.57
.00
4993.60
2.45
1.22
60.15
46.70
107.730
67.29
.00
.00
4990.31
55.00
4993.18
.00
4993.20
2.65
1.14
48.28
33.79
107.730
67.29
.00
.00
4990.31
73.15
4993.59
.00
4993.61
2.81
1.27
57.75
43.60
'110.250
252.76
.00
.00
4991.10
55.00
4993.25
.00
4993.28
4.11
1.29
42.67
27.13
110.250
252.76
.00
.00
4991.10
73.15
4993.67
.00
4993.70
3.93
1.40
52.41
36.92
* 111.130
86.80
.00
.00
4991.10
55.00
4993.29
.00
4993.34
10.26
1.94
28.31
17.17
111.130
86.80
.00
.00
4991.10
73.15
4993.69
.00
4993.76
9.77
2.09
34.94
23.41
111.620
40.19
.00
.00
4991.15
55.00
4993.34
.00
4993.38
6.87
1.59
34.52
20.98
1
tHERC.OUT
22
September 28, 1998
177
BOSS RMS for AutoCAD
HEC-2 Analysis version 3.5
PAGE 23
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
9/28/1998
'
Cross-
Channel
Top of
Max. Low
Minimum
Discharge
Computed
Critical
Energy
Energy
Channel
Cross-
Index 0
Section
Reach
Roadway
Chord
C. S.
Flow
W. S.
W. S.
Gradient
Gradient
Mean Flow
Section
(0.01 *
Number
Length
Elevation
Elevation
Elevation
Elevation
Elevation
Elevation
Slope
Velocity
Area
Convey.)
'
(ft)
(ft MSL)
(ft MSL)
(ft MSL)
(cfs)
(ft MSL)
(ft MSL)
(ft MSL)
* 10,000
(ft/s)
(sq ft)
SECNO
XLCH
ELTRD
ELLC
ELMIN
O
CWSEL
CRIWS
EG
10K*S
VCH
AREA
.01K
---------
111.620
---------
40.19
---------
---------
---------
---------
---------
---------
---------
---------
---------
---------
---------
,
.00
.00
4991.15
73.15
4993.75
.00
4993.79
6.41
1.70
43.02
28.89
112.120
66.87
.00
.00
4991.20
55.00
4993.39
.00
4993.42
5.28
1.42
38.65
23.94
112.120
66.87
.00
.00
4991.20
73.15
4993.80
.00
4993.83
5.04
1.53
47.83
32.60
,
112.730
51.39
.00
.00
4991.20
55.00
4993.41
.00
4993.45
6.40
1.58
34.86
21.74
112.730
51.39
.00
.00
4991.20
73.15
4993.82
.00
4993.86
6.23
1.71
42.89
29.30
113.270
70.86
.00
.00
4991.30
55.00
4993.47
.00
4993.50
3.97
1.25
44.04
27.60
,
113.270
70.86
.00
.00
4991.30
73.15
4993.88
.00
4993.91
3.76
1.34
54.64
37.74
* 113.570
25.54
.00
.00
4991.35
55.00
4993.48
.00
4993.58
20.28
2.58
21.31
12.21
* 113.570
25.54
.00
.00
4991.35
73.15
4993.88
.00
4994.01
21.72
2.89
25.33
15.70
'
113.610
76.10
4996.00
.00
4991.45
55.00
4993.69
.00
4993.78
17.75
2.46
22.35
13.05
113.610
76.10
4996.00
.00
4991.45
73.15
4994.11
.00
4994.23
18.92
2.75
26.62
16.82
* 114.270
65.97
.00
.00
4991.50
55.00
4993.81
.00
4993.83
3.52
1.22
45.14
29.33
'
* 114.270
65.97
.00
.00
4991.50
73.15
4994.26
.00
4994.28
3.37
1.31
55.81
39.87
114.670
37.68
.00
.00
4991.55
55.00
4993.82
.00
4993.84
3.15
1.15
47.91
31.00
114.670
37.68
.00
.00
4991.55
73.15
4994.27
.00
4994.30
2.93
1.22
59.74
42.72
115.330
52.20
.00
.00
4991.70
55.00
4993.84
.00
4993.86
3.92
1.25
44.12
27.79
115.330
52.20
.00
.00
4991.70
73.15
4994.29
.00
4994.31
3.57
1.32
55.28
38.74
* 116.030
79.57
.00
.00
4991.80
55.00
4993.87
.00
4993.92
9.80
1.79
30.71
17.57
'
* 116.030
79.57
.00
.00
4991.80
73.15
4994.31
.00
4994.36
8.24
1.84
39.67
25.49
117.640
108.76
.00
.00
4991.90
55.00
4993.97
.00
4994.00
6.17
1.49
36.81
22.13
117.640
108.76
.00
.00
4991.90
73.15.
4994.40
.00
4994.44
5.50
1.58
46.36
31.20
'
119.060
152.61
.00
.00
4991.50
55.00
4994.06
.00
4994.09
5.57
1.43
38.54
23.31
119.060
152.61
.00
.00
4991.50
73.15
4994.48
.00
4994.52
5.12
1.51
48.48
32.32
1
NEWSHERC.OUT 23
September 28, 1998 '
179
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 24
ROJECT TITLE : Sherwood Lateral
ROJECT NUMBER : 120-030: Centre Avenue 9/28/1998
PRINTOUT
TABLE
150 : Sherwood
Lateral
TRY
-----------------------
New alignment, with culvert
120-030:
Centre
Avenue
Discharge
Computed
W.S. Elev
W.S. Elev
W.S. Elev
Water
Channel
�ross-
ection
Flow
W. S.
Diff per
Diff per
Diff per
Surface
Reach
umber
Elevation
Profile
Section
Know/Comp
Top Width
Length
(cfs)
(ft MSL)
(ft)
(ft)
(ft)
(ft)
(ft)
SECNO
0
CWSEL
DIFWSP
DIFWSX
DIFKSS
TOPWID
XLCH
100.000
55.00
4992.86
00
00
00
18.59
.00
100.000
73.15
4993.27
.41
.00
.00
19.86
.00
100.450
55.00
4992.97
.00
.11
.00
21.27
43.20
100.450
73.15
4993.37
.40
.10
.00
22.26
43.20
100.950
55.00
4992.99
.00
.02
.00
22.07
43.13
100.950
73.15
4993.39
.40
.02
.00
23.32
43.13
101.890
55.00
4993.01
.00
.03
.00
21.67
97.82
101.890
73.15
4993.42
.40
.03
.00
23.40
97.82
'103.740
55.00
4993.08
.00
.07
.00
23.36
185.54
103.740
73.15
4993.49
.41
.07
.00
24.18
185.54
105.320
55.00
4993.12
.00
.04
.00
22.37
154.27
105.320
73.15
4993.53
.41
.04
.00
23.13
154.27
107.110
55.00
4993.16
.00
.04
.00
22.23
181.80
107.110
73.15
4993.57
.41
.05
.00
22.82
181.80
107.730
55.00
4993.18
.00
.02
.00
22.30
67.29
107.730
73.15
4993.59
.41
.02
.00
23.67
67.29
110.250
55.00
4993.25
.00
.08
.00
23.01
252.76
110.250
73.15
4993.67
.41
.08
.00
24.01
252.76
111.130
' 111.130
55.00
73.15
499
4993 69�
.00
41
.03
.02
.00
.00
15.70
16.41
86.80
86.80
t.Ow
'111.620
111.620
55.00
73.15
4993.34
4993.75
.00
.41
.05
.06
.00
.00
20.04
21.35
40.19
40.19
�u/y1G U 5
S (2
112.120
55.00
4993.39
.00
.05
.00
21.86
66.87
'112.120
73.15
4993.80
.41
.05
.00
23.31
66.87
112.730
55.00
4993.41
.00
.02
.00
19.13
51.39
1
I,ISHERC.OUT
24
September 28, 1998
i79
BOSS RMS for AutoCAD
HEC-2 Analysis version 3.5
PAGE 25
PROJECT TITLE : Sherwood Lateral
PROJECT NUMBER : 120-030: Centre Avenue
9/28/1998
'
Cross-
Discharge
Computed
W.S. Elev
W.S. Elev
W.S. ELev
Water
Channel
Section
Flow
W. S.
Diff per
Diff per
Diff per
Surface
Reach
Number
Elevation
Profile
Section
Know/Comp
Top Width
Length
'
(cfs)
(ft MSL)
(ft)
(ft)
(ft)
(ft)
(ft)
SECNO
O
CWSEL
DIFWSP
DIFWSX
DIFKWS
TOPWID
XLCH
---------
112.730
---------
73.15
---------
4993.82
---------
---------
---------
---------
---------
.41
.02
.00
20.39
51.39
113.270
55.00
4993.47
.00
.06
.00
24.55
70.86
113.270
73.15
4993.88
.41
.D6
.00
26.21
70.86
*
113.570
55.00
4993.48
.00
.00
.00
10.00
25.54
*
113.570
73.15
4993.88
.40
.00
.00
10.00
25.54
113.610
55.00
4993.69
.00
.21
.00
10.00
76.10
'
113.610
73.15
4994.11
.43
.23
.00
10.00
76.10
*
114.270
55.00
4993.81
.00
.12
.00
23.69
65.97
*
114.270
73.15
4994.26
.45
.14
.00
25.26
65.97
'
114.670
55.00
4993.82
.00
.02
.00
25.50
37.68
114.670
73.15
4994.27
.45
.02
.00
27.23
37.68
115.330
55.00
4993.84
.00
.02
.00
24.19
52.20
'
115.330
73.15
4994.29
.45
.01
.00
25.68
52.20
*
116.030
55.00
4993.87
.00
.03
.00
19.37
79.57
*
116.030
73.15
4994.31
.44
.02
.00
20.87
79.57
117.640
55.00
4993.97
.00
.10
.00
21.63
108.76
117.640
73.15
4994.40
.43
.09
.00
22.79
108.76
119.060
55.00
4994.06
.00
.09
.00
22.74
152.61
119.060
73.15
4994.48
.42
.08
.00
24.62
152.61
I
1
1
NEWSHERC.OUT 25 September 28, 1998 '
/00
I
I
BOSS RMS for AutoCAD HEC-2 Analysis version 3.5 PAGE 26
JECT TITLE : Sherwood Lateral
JECT NUMBER : 120-030: Centre Avenue 9/28/1998
SUMMARY OF WARNING AND STATUS MESSAGES
iection 100.45, profile 1, conveyance change outside acceptable range.
Iaction 100.45, profile 2, conveyance change outside acceptable range.
ection 111.13, profile 1, conveyance change outside acceptable range.
Section 111.13, profile 2, conveyance change outside acceptable range.
lection 113.57, profile 1, conveyance change outside acceptable range.
Section 113.57, profile 2, conveyance change outside acceptable range.
�ection 114.27, profile 1, conveyance change outside acceptable range.
Section 114.27, profile 2, conveyance change outside acceptable range.
ection 116.03, profile 1, conveyance change outside acceptable range.
ection 116.03, profile 2, conveyance change outside acceptable range.
10 Warning and status message(s) generated
END OF OUTPUT
11
I
I
I
I
ISHERC.OUT
26
September 28, 1998
/8/
I
I
I
I
ARTHURS DITCH CULVERT
:1
I
r
I
r_
G
I
r
I
1
A
i3 z
Project: C-F-NTks ACE• Project No. 2a�o3� 1
THE
SEAR -BROWN
GROUP
.10
By: SA& Checked:
Date: 6/7-7-/` 6 Sheet —
ARTa-lugs I,JITL}i C�ILLULATIONS
' Q = So C-�S tvGHEGIc AT %OGf S%
EXISTINv GHPNN�CL
8w = 13.0'
SS = 1:1
SLOPE = 0.001
ROVbHNESS = 0.03LI
of
%U
- ;:,eor» P-LOwrn nsTeQ) d (50�4s� = 1.65 / , d 000.4S) = Z.2(o
I PQoPoSED I0'x4f 2G8G
=Nv• IN e 93.90 E�FEG•nve wIpTH:
Srav, our = 9'b.S3 AFT'
LLl=NLaTH = % AmAuNCHE,s' z (yxlx 2FTZ
(ZOUCa I -I nIESS = t7. 0-3 �• ANET 8FT2 eFF, tJi O'M= 9. 33�
�QOrY1 PYe OC (SOcfS).=.7.08� Ci(i0c{s)= ,5?7
• PROPOSEM GHQ NNEL SEr- M/J
13W=�..0�
SS Z:1
SLOPE = O.coI
Rou�tilsss= 0.034
Faoih rLowmAsTea I d(go cfs) = /-43 cLi?O='s>a 1-98
�l h box e,Leo-k-s a #Le re
KIPQgO 1�N,SLYSlS Sh-40LIS TWAT NO 0-'PQAP QC-ZauIIZti-0 f}T GULVC5,aT
C�J'TL/ET) O>:c GiaANNEZ at%,D. �W.L(/t� 6 O,e r[ Ar-Ap o✓7I�
1�.
Arthurs Ditch Existing WSEL
Worksheet for Trapezoidal Channel
Project Description
Project File
h:\w_resrce\csurf\centre\arthurs.fm2
Worksheet
Arthurs Ditch - Existing Section
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.034
Channel Slope
0.001000 ft/ft
Left Side Slope
Right Side Slope
1,000000 H : V
1.000000 H : V
Bottom Width
13.00 ft
Discharge
50.00 cfs
Results
Depth
1.85 ft
Flow Area
27.51 ft2
Wetted Perimeter
18.24 ft
Top Width
16.70 ft
Critical Depth
0.76 ft
Critical Slope
0.019910 ftfft
r
Velocity
1.82 ft/s
�r
Velocity Head
0.05 ft
Specific Energy
1.90 ft
Froude Number
Flow is subcritical.
0.25
r
06/22/98 The Sear -Brown Group
03:07:10 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
ISrq
Arthurs Ditch Existing WSEL
Worksheet for Trapezoidal Channel
Project Description
Project File
h:\w_resrce\csurf\centre\arthurs.fm2
Worksheet
Arthurs Ditch - Existing Section
+
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.034
Channel Slope
0.001000 ft/ft
Left Side Slope
Right Side Slope
1.000000 H : V
1.000000 H : V
Bottom Width
13.00 ft
,
Discharge
70.00 cfs
Results
Depth
2.26 ft
Flow Area
34.50 ft2
Wetted Perimeter
19.39 ft
Top Width
17.52 ft
Critical Depth
0.94 ft
Critical Slope
0.018800 ft/ft
Velocity
2.03 ft/s
r
Velocity Head
0.06 ft
Specific Energy
2.32 ft
Froude Number
Flow is subcritical.
0.25
I
tl)
06/22/98 The Sear -Brown Group
03:23:41 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
(,j S
Arthurs Ditch Proposed WSEL
Worksheet for Trapezoidal Channel
Project Description
Project File
I:\jobs\120-030\centre\arthurs.fm2
Worksheet
Arthurs Ditch - Proposed Section
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.034
Channel Slope
0. 00 1000 ft/ft
Left Side Slope
2.000000 H : V
Right Side Slope
2.000000 H : V
Bottom Width
15.00 ft
Discharge
50.00 cfs
Results
Depth
1.63
ft
Flow Area
29.81
ft2
Wetted Perimeter
22.30
ft
Top Width
21.53
ft
Critical Depth
0.68
ft
Critical Slope
0.020149 ft/ft
Velocity
1.68
ft/s
Velocity Head
0.04
ft
Specific Energy
1.68
ft
Froude Number
0.25
Flow is subcritical.
12/18/98 FlowMaster v5.15
11:34:45 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 /of 1
Arthurs Ditch Proposed WSEL
Worksheet for Trapezoidal Channel
Project Description
Project File
I:\jobs\120-030\centre\arthurs.fm2
Worksheet
Arthurs Ditch - Proposed Section
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.034
Channel Slope
0.001000 ft/ft
Left Side Slope
2.000000 H : V
Right Side Slope
2.000000 H : V
Bottom Width
15.00 ft
Discharge
70.00 cfs
Results
Depth
1.98
ft
Flow Area
37.47
ftz
Wetted Perimeter
23.84
ft
Top Width
22.91
ft
Critical Depth
0.84
ft
Critical Slope
0.018938 ft/ft
Velocity
1.87
ft/s
Velocity Head
0.05
ft
Speck Energy
2.03
ft
Froude Number
0.26
Flow is subcritical.
r
I
12/18/98 FlowMaster v5.15
11:35:25 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 (203) 755-1666 Page 1 of 1
/9 7
,I
1
VRENT DATE: 01-25-1999 FILE DATE: 01-25-1999
ENT TIME: 14:20:29 FILE NAME: 120030AR
-----------------------------------------------------
FHWA CULVERT ANALYSIS
HY-8, VERSION 6.0
U
L
V
1
2
3
4
5
6
INLET
ELEV.
(ft)
93.90
SITE
---------------------------------------------------------------
---------------------------------------------------------------
DATA CULVERT SHAPE, MATERIAL, INLET
OUTLET CULVERT
ELEV. LENGTH
(ft) (ft)
93.83 71.00
BARRELS
SHAPE SPAN
MATERIAL (ft)
1 RCB 9.33
RISE MANNING INLET
(ft) n TYPE
4.00 .034 CONVENTIONAL
r_
Y OF CULVERT FLOWS (cfs) FILE: 120030AR DATE 01-25-1999
LEV (ft)
TOTAL
1
2
3
4
5
6
ROADWAY
ITR
93.90
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
94.55
7.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
94.88
14.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
95.15
21.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
95.39
28.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
95.59
35.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
95.78
42.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
95.96
49.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
96.13
56.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
96.23
63.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
96.37
70.0
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0
0.00
0.0
0.0
0.0
0.0
0.0
0.0
0.0
OVERTOPPING
SUMMARY OF
ITERATIVE
SOLUTION
ERRORS FILE:
120030AR
DATE: 01-25-1999
HEAD
HEAD
TOTAL
FLOW
% FLOW
ELEV (ft)
ERROR (ft)
FLOW (cfs)
ERROR
(cfs)
ERROR
93.90
0.000
0.00
0.00
0.00
94.55
0.000
7.00
0.00
0.00
94.88
0.000
14.00
0.00
0.00
95.15
0.000
21.00
0.00
0.00
95.39
0.000
28.00
0.00
0.00
95.59
0.000
35.00
0.00
0.00
95.78
0.000
42.00
0.00
0.00
95.96
0.000
49.00
0.00
0.00
96.13
0.000
56.00
0.00
0.00
96.23
0.000
63.00
0.00
0.00
96.37
0.000
70.00
0.00
0.00
li=<1>
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
TOLERANCE (ft) =
0 O10
<2>
TOLERANCE (%)
= 1.000
�dJ
i
2
IRRENT
DATE:
01-25-1999
FILE
DATE:
01-25-1999
CURRENT TIME: 14:20:29
FILE
NAME:
120030AR
----------------------
-------------------------------------------------------------------
PERFORMANCE
CURVE
----------
- CULVERT 1
FOR
- 1(
9.33 (ft) BY 4.00 (ft)) RCB
--------------------------------------------------------------------------------
DIS-
CHARGE
HEAD-
WATER
INLET
CONTROL
OUTLET
CONTROL
FLOW
NORMAL
CRIT.
OUTLET
TW
OUTLET
TW
FLOW
ELEV.
DEPTH
DEPTH
TYPE
DEPTH
DEPTH
DEPTH DEPTH
VEL.
VEL.
(cfS)
(ft)
(ft)
(ft)
<F4>
(ft)
(ft)
(ft)
(ft)
(fps)
(fps)
0.00
93.90
0.00
-0.07
0-NF
0.00
0.00
0.00
0.00
0.00
0.00
7.00
94.55
0.42
0.65
3-M2t
0.72
0.26
0.56
0.56
1.34
0.88
14.00
94.88
0.63
0.98
3-M2t
1.14
0.41
0.84
0.84
1.78
1.13
21.00
95.15
0.83
1.25
3-M2t
1.49
0.54
1.07
1.07
2.11
1.30
28.00
95.39
1.01
1.49
3-M2t
1.81
0.66
1.26
1.26
2.38
1.43
35.00
95.59
1.17
1.69
3-M2t
2.11
0.76
1.44
1.44
2.61
1.54
42.00
95.78
1.32
1.88
3-M2t
2.39
0.86
1.59
1.59
2.83
1.63
49.00
95.96
1.46
2.06
3-M2t
2.66
0.95
1.74
1.74
3.02
1.71
56.00
96.13
1.60
2.23
3-M2t
2.93
1.04
1.87
1.87
3.20
1.78
63.00
96.23
1.73
2'.33
3-M2t
3.19
1.13
2.00
2.00
3.37
1.85
`
70.00
96.37
1.85
2.47
3-M2t
3.44
1.21
2.12
2.12
3.54
1.91
--------------------------------------------------------------------------------
--------------------------------------------------------------------------------
E1.
inlet
face invert
93.90 ft
El. outlet invert
93.83
ft
--------------------------------------------------------------------------------
------El_
inlet
--------------------
throat
invert
-----0_00-ft---
El. -inlet -crest
-------0_00-ft
-----
11
c
t
SITE DATA ***** CULVERT INVERT **************
INLET STATION
71.00
ft
INLET ELEVATION
93.90
ft
OUTLET STATION
0.00
ft
OUTLET ELEVATION
93.83
ft
NUMBER OF BARRELS
1
SLOPE (V/H)
0.0010
CULVERT LENGTH ALONG SLOPE
71.00
ft
CULVERT DATA SUMMARY ************************
BARREL SHAPE
BARREL SPAN
BARREL RISE
BARREL MATERIAL
BARREL MANNING'S n
INLET TYPE
INLET EDGE AND WALL
INLET DEPRESSION
BOX
9.33 ft
4.00 ft
CONCRETE
0.034
CONVENTIONAL
SQUARE EDGE (30-75 DEG. FLARE)
NONE
/89
i
3
LRENT DATE: 01-25-1999 FILE DATE: 01-25-1999
CURRENT TIME: 14:20:29 FILE NAME: 120030AR
TAILWATER
***** REGULAR CHANNEL CROSS SECTION
BOTTOM
WIDTH
13.00 ft
SIDE SLOPE
H/V
(X:1)
2.0
CHANNEL
SLOPE V/H (ft/ft)
0.001
MANNING'S
n (.01-0.1)
0.034
CHANNEL
INVERT ELEVATION
93.83 ft
CULVERT
NO.1 OUTLET INVERT ELEVATION
93.83 ft
*****
UNIFORM
FLOW RATING CURVE
FOR DOWNSTREAM CHANNEL
FLOW
W.S.E.
FROUDE
DEPTH
VEL.
SHEAR
(cfs)
(ft)
NUMBER
(ft)
(f/s)
(psf)
0.00
93.83
0.000
0.00
0.00
0.00
7.00
94.39
0.208
0.56
0.88
0.04
14.00
94.67
0.217
0.84
1.13
0.05
21.00
94.90
0.221
1.07
1.30
0.07
28.00
95.09
0.224
1.26
1.43
0.08
35.00
95.27
0.226
1.44
1.54
0.09
42.00
49.00
95.42
95.57
0.228
0.229
1.59
1.74
1.63
1.71
0.10
0.11
56.00
95.70
0.230
1.87
1.78
0.12
63.00
95.83
0.231
2.00
1.85
0.13
70.00
95.95
0.231
2.12
1.91
0.13
-----------------------------------------------------------=--------------------
--------------------------------------------------------------------------------
------------------------
ROADWAY OVERTOPPING
DATA --------------------------
ROADWAY SURFACE
PAVED
J EMBANKMENT TOP WIDTH 10.00 ft
CREST LENGTH 100.00 ft
OVERTOPPING CREST ELEVATION 97.00 ft
�9�
iThe Sear -Brown Group
Riprap Design
Project.
Centre Avenue Extension
Designer DDH
Project #.
120-030
Date: 25-Jan-99
Location:
Arthurs Ditch Culvert outfall
Box width:
10 ft Tailwater.•
2.12 ft (known)
Box height
4 ft Max Vel.:
5 fits (soil dependent)
Discharge
70 cfs
1. Required nprap type:
Q/WH"1.5 = 0.88 < 8 —> use design charts
H = 4.00 ft
0
YUH = 0.53
Q/WH^0.5 = 3.50
d50 = 1.11 in --> 0 in
Use Use geotextile or minimum riprap gradation.
2. Expansion factor.
1 / [2 tan(theta)] = 6.7
i
r
3. Riprap length:
At=ON=
L = 1 /[2tan(theta)]-(At/Yt - W) _
4. Governing limits:
L>3H= 12 ft
L<10H= 40 ft
5. Maximum depth:
Depth = 2d50 = 2 (0 in / 12) _
14 ft2
-23 ft
increase length to 12 ft
_> -23 ft —> OK
Oft
6. Bedding.
Use 1 ft thick layer of Type II (CDOT Class A)
bedding material.
7. Riprap width (minimum):
Width = 2H = 2 (10 ft) = 20 ft
(Extend riprap to minimum of culvert height or normal channel depth.)
Summary.
Use geotextile or minimum riprap gradation.
Length = 12 ft Depth = 0 ft "�e' a t o ( 2
Width = 20 ft
25-Jan-99
'I,
J
Riprap Sizing
Project Name: Centre Avenue Extension Engineer: SBG, jag
Project Number: 120-030 Date: 06-26-98
Task: Aruthurs Ditch Realignment Checked:
Method: US Army CoE Date Checked:
Units: English
Filename: H:\USER\GIBBENS\CENTERAV\ARTHURS.CHN
Rinran Grading
Percent
Smaller
Bed
Banks
Left Right
Diameter Weight
Diameter Weight
Diameter Weight
(ft) (lb)
(in) (lb)
(in) (lb)
85
0.2 Weight
0.7 Weight
50
0.2 Not
0.6 Not
15
0.1 Calc'd
0.3 Calc'd
Thickness
0.3
1.1
Filter
Percent
Smaller
Bed LeftRight
(in) (in) (in)
15
0.0 0.0
Thickness
(in)
Notes:
Banks: Geofabric required at interface between subsoil and bank riprap
lydraulic Parameters
Flow Velocity: 1.88 fps Manning's n: 0.03
Flow Depth: 1.63 ft Froude Number: 0.26
iiata
Discharge:
50. cfs
Left Side Slope:
2.
Flow Condition:
Type 3
Right Side Slope:
2.
Bend Radius:
75. ft
Base Width:
13. ft
Bend Direction
Left
Channel Slope:
0.001
Riprap SG:
2.65
Subsoil D85:
0.01 in
Riprap Shape:
Rounded
Subsoil D50:
0. in
Protection Type:
Bank only
Subsoil D15:
0. in
Channel Discontinuities:
Channel only
Safety Factor:
1.1
I
Riprap Sizing
Project Name: Centre Avenue Extension Engineer: SBG, jag
Project Number: 120-030 Date: 06-26-98
Task: Aruthurs Ditch Realignment Checked:
Method: US Army CoE Date Checked:
Units: English
Filename: H:\USER\GIBBENS\CENTERAV\ARTHURS.CHN
RivraD Gradine
Percent
Smaller
Bed
Banks
Left Right
Diameter Weight
Diameter Weight
Diameter Weight
(ft) (lb)
(in) (lb)
(in) (lb)
85
0.3 Weight
0.9 Weight
50
0.2 Not
0.7 Not
15
0.1 Calc'd
0.4 Calc'd
Thickness
0.4
1.4
Filter
Percent
Smaller
Bed LeftEight
(in) (in) (in)
15
0.0 0.0
Thickness
(in)
Notes:
Banks: Geofabric required at interface between subsoil and bank riprap
Hydraulic Parameters
Flow Velocity: 2.09 fps Manning's n: 0.03
Flow Depth: 1.98 ft Froude Number: 0.26
Ismfl
Discharge:
70. cfs
Left Side Slope:
2.
Flow Condition:
Type 3
Right Side Slope:
2.
Bend Radius:
75. ft
Base Width:
13. ft
Bend Direction
Left
Channel Slope:
0.001
Riprap SG:
2.65
Subsoil D85:
0.01 in
Riprap Shape:
Rounded
Subsoil D50:
0. in
Protection Type:
Bank only
Subsoil D15:
0. in
Channel Discontinuities:
Channel only
Safety Factor:
1.1
!93
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EROSION CONTROL
I)g
I
The Sear -Brown Group
RAINFALL PERFORMANCE STANDARD EVALUATION
19n-non
Project: Centre Avenue STANDARD FORM
Calculated By. 'iaq Date: 12/30/98
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBASIN
ZONE
ac
ft
%
ft
5A, 56, 6, 7, 8, 9
high
6.39
1,585
1.8
668.0
0.7
10, 12, 13, 14, 15
high
6.54
23
25.0
10.0
10.8
10A
high
1.61
1,400
0.1
148.7
0.0
11A
high
0.62
240
0.1
9.8
0.0
Total
15.16
836.5
11.5
84.8
EXAMPLE CALCULATIONS
Lb = sum(AiLi)/sum(Ai) _ (6.39 x 1585 + ... + 6.54 x 23)/ 15.16
836.5 ft
Sb = sum(AiSi)/sum(Ai) _ (6.39 x 1.78 + ... + 6.54 x 25.00)/ 15.16
= 11.5 %
PS (during construction) = 84.8
PS (after construction) = 84.8/0.85 =
(from Table 8A)
99.7
Sub -basin
Asb
Lsb
Ssb
5A
1.45
1,825
2.65%
5B
1.68
2,125
2.39%
6
1.15
1,450
0.72%
7
1.15
1,450
0.75%
8
0.48
600
1.83%
9
0.48
600
1.94%
sum/weighted
6.39
1,585
1.78%
10
0.22
30
25.00%
11
0.23
15
25.00%
12
0.52
20
25.00%
13
0.87
20
25.00%
14
1.4
25
25.00%
15
1.16
25
25.00%
sum/weighted
4.4
23
25.00%
10A
1.93
1,400
5.00%
11A
0.53
240
5.00%
11
/97
IThe Sear -Brown Group
I
11 120-030
I
I
F
1
EFFECTIVENESS CALCULATIONS
Project: , Centre Avenue STANDARD FORM B
Calculated By. jag Date: 12/30/98
Erosion Control
C-Facto
P-Factoi
Comment
Number Method
Value
Value
3 Bare Soil - Rough Irregular Surface
1.00
0.90
5 Straw Bale Barrier
1.00
0.80
8 Silt Fence Barrier
1.00
0.50
43 Hay or Straw Dry Mulch (21-25% slope)
0.14
1.00
SUB
PS
AREA
BASIN
%
ac
Site
84.8
15.16
SUB
SUB
AREA
Practice C *A P " A Remarks
BASIN
AREA
ac
DURING CONSTRUCTION
5A, 5B, 6, 7, 8, 9
6.39
8 6.39 3.20 Silt Fence Barrier
10, 12, 13, 14, 15
6.54
43 0.92 6.54 Hay or Straw Dry Mulch (21-25% slope)
10A
1.61
4 1.61 1.45 Bare Soil - Rough Irregular Surface
11A
0.62
4 0.62 0.56 Bare Soil - Rough Irregular Surface
Cnet = [6.39x1.00+.. +1.61 x1.00Y15.16
= 0.63
Pnet = 0.8x[6.39x0.50+...+1.61x0.90Y15.16
= 0.62
EFF = (1-C"P)l00 = (1-0.63*0.62)100
= 61.03
««< 84.8 (PS)
7
IThe Sear -Brown Group
[;
'1 120-030
I
I
EFFECTIVENESS CALCULATIONS
Project: Centre Avenue STANDARD FORM B
Calculated By. jag Date: 12/30/98
Erosion Control
C-Facto
P-Facto
Comment
Number Method
Value
Value
9 Asphalt/Concrete Pavement
0.01
1
12 Established Grass Ground Cover - 30%
0.15
1
19 Established Grass Ground Cover- 100%
0.02
1
SUB
PS
AREA
BASIN
%
ac
Site
99.7
15.16
SUB
SUB
AREA
Practice C* A P t A Remarks
BASIN
AREA
ac
AFTER CONSTRUCTION
5A, 5B, 6, 7, 8, 9
6.39
9 0.06 6.39 Asphalt/Concrete Pavement
10, 12, 13, 14, 15
6.54
19 0.13 6.54 Established Grass Ground Cover- 1000
10A
1.61
12 0.24 1.61 Established Grass Ground Cover - 30%
11A
0.62
19 0.01 0.62 Established Grass Ground Cover- 100°
Cnet = [6.394.01+...+1.61x0.15]/15.16
= 0.03
Pnet = [6.39x1.00+...+1.61 x1.00]/15.16
= 1.00
EFF = (1-C"P)l00 = (1-0.03`1.00)100
= 97.04
««< 99.7 (PS)
/g9
The Sear -Brown Group
l
120-030
EROSION CONTROL CONSTRUCTION SEQUENCE
le by use of a bar line or symbols when erosion control measures will be installed.
modifications to an approved schedule may require submitting a new schedule for
ral by the City Engineer.
YEAR 98
MONTH 1 I 2 I 3 4 I 5 I 6 I 7
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/Mats/Blankets
Other
STRUCTURES: INSTALLED BY _
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON
STANDARD FORM C
Date: 07/13
Zpo
IThe Sear -Brown Group
I
I
I
i
r
I
I
EROSION CONTROL COST ESTIMATE
Project:
Centre Avenue
120-030
Prepared By.
jag
Date:
12/30/98
CITY RESEEDING COST
Unit
Total
Method
Quantity Unit
Cost
Cost
Notes
Reseed/mulch
15.16 ac
$531
$8,050
See Note 1.
Subtotal
$8,050
Contingency
50%
$4,025
Total
$12,075
Notes: 1. A<=5 ac=$636/ac; A>5 ac=$531/ac.
EROSION CONTROL MEASURES
Unit
Total
Number Method
Quantity Unit
Cost
Cost
Notes
4 Sediment/Basin Trap
2 0
$0
$0
5 Straw Bale Barrier
11 ea
$150
$1,650
Silt Fence Barrier
3440 LF
$3
$10,320
-8
/n�` 0
Subtotal
$11,970
Contingency
50%
$5,985
Total
$17,955
Total Security
$17,955
�20/
i
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CHARTS, TABLES AND FIGURES
1
zo z
STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA TABLE 802C
STORM SEWER ENERGY LOSS COEFFICIENT
(BENDS AT MANHOLES)
1.4
1.34
f.
I•L
1.2
l,rt.
1,1z
IA$
I.L`r
1.0
p:lb
Of1L
p ;-i
w
O.B
0 0.4b
V
0 6Y
0
—+ 0.6
CS6
C.51
C:v3
6"k
0.4
o�6
a•3z
a. tg
�+89
0.2
J,1c,
0 �5
p.cv
00
y
I
I
I
I
I
I
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Bend at Manhole,
no Special Shaping
Deflector
Curved I
I I
Y Bend at Manhole,
Curved or Deflectorl
Manhole
I
' I
I
I
I
I '
1
I
00 200 400 60° so* goo 1006
Deflection Angle Y • Degrees
NOTE: Head loss applied at outlet of manhole.
DATE: J A N. 1986 REFERENCE:
REV: Modern Sewer Design, AISI, Washington D.C., 1980.
2,63
00 200 400 60° so* goo 1006
Deflection Angle Y • Degrees
NOTE: Head loss applied at outlet of manhole.
DATE: J A N. 1986 REFERENCE:
REV: Modern Sewer Design, AISI, Washington D.C., 1980.
2,63
STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA TABLE 803
MANHOLE AN
CTION LOSSE
NOTE /w &q Type p• PLAN
/ M AN d 1.111.
USE EQUATION 801 SECTION
w
K y CASE t
INLET ON MAIN LINE
k= J:OS /rt.tAlle1c c,71144<nLine
Am
USE EQUATION 805
a
N�-_ `
K= ��jej�StG
1
PLAN
of -
SECTION
CASE III
MANHOLE ON MAIN LINE
WITH V BRANCH LATERAL
USE EQUATION 805
k V12
o.y
SECTION
CASE II
INLET ON MAIN LINE
PLAN
USE EQUATION 801
SECTION
CA
INLET OR MANHOLE AT
°. BEGINNING OF LINE
CASE
III
CASE NO. K.
go
KK-
I 5
22 11/2
0.75
II 0.25
45
0.50
IV 1.25
60
0.35
90
0.25
No Lateral See Case I
Date: NOV 1984' REFERENCE'
Rev: APWA Special Report No. 49, 1981
DRAINAGE CRITERIA MANUAL
RIPRAP
8
7
A_ = Expansion Angle
0
.1 .2 .3 .4 .5 .6 .7 X
TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D
FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS
11-15-82
URBAN DRAINAGE 9 FLOOD CONTROL DISTRICT
1
1
1
1
1
i
1
1
1
i
1
1
1
DRAINAGE CRITERIA MANUAL
n
0
0
<_
Tt/U
RIPRAP
Use Da insteod of D whenever flow is sup ercriticol. in the barrel.
**Use Type L for a distance of 3D downstream.
FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR
CONDUIT OUTLET.
11-15-82
URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT
01
' Centre Avenue Extension
Riprap Sub -base Analysis
Data Parameters
Percent Finer
Particle
Size
Upper
Lower
Limit
Limit
(mm)
No.4
100%
95%
4.7
No.10
100%
90%
2.00
No.40
95%
85%
0.420
No.200
75%
65% 1
0.074
From Estimated Sieve Analysis Curve
Gradation
Particle Size
(mm)
(in)
D85 =
0.25
0.0098
D50 =
0.01
0.0004
D15 =
0.001
0.00004
Note: Data for Nunn Soil (No. 76) 10-60 in. deep from Larimer County Soil Survey
i
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it l 1
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l l l 1 1
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, 1 1
1 I 1 I 1 _---
--
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II11111
---
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1 1 1 1
I, 1 1
I I 1 I I 1 I
1 i 1 1 1 I 1 I
11 1 1 I! 1 I
I I 1 1
1 1 1 1 I I 1 I
-
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100 10
The Sear -Brown Group
6/23/98 Riprpsub.xls
1 0.1 0.01
Grain diameter (mm)
0.001
100%
90%
80%
70%
60%
`m
LL
50% c
d
L
IL
40%
30%
20%
10%
0%
0.0001
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1
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(pm
mm
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bm
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HOLIDAY
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CEXHIBIT 1
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INSTALL M± Y SMAW
BALE DIKE IN CHANNEL
RE:®15' TPER
INLET B1
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SCALE 1'-50'
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APPROVED BBYY LAMMER NO.2CANAL COMPANY
THIS S= OF `I\` TR,^ 199A
BY --
\` \it's ,\
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NOTE:
ALL TREES DIRECTLY A(FECTED '
BY CONSTRUCTION IN BE ` I
REMOVED BY ME CONTRACTOR e \ ! II■tke
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SEEDING CHART
(TABLE 11.4)
b Tenpw a annotation anti/u Cww Nows,
Swahili
DEr Pw /Ave
Mnutl Rpaox Cad
20
Oole Cod
70
Cenea Res con
AD
whet - Wntw Cord
w
1Neot - Spring Can
60
Mi Catl
80
Asset
50
am Wd�
S gium wmm
10
Cast exean axe• make their molly Seal * me egMq.
Winn serial gainers mN
taw map ao•u, Itlot• .prop mm a sumer ate EA n sir plaiting Sete ry
N M and iwnpwaY/wear SAW aaxee.
Table If 4 Fianmp Dates ran PY«ned NS Twnporey/Cam
Crop 6aese.
DAIS PFRAIkK
MAgSA
1fIPg1'WY/COHA
QW WSE3
'4ln fan
Mum fall
" 01 - F! "
Yx
Yx
No
w
Mw 01 - May 15
Yx
who
W
May 16 - May 31
rade
No
Ya
Na
Man 01 - All 31
No
No
Yx
Na
Mg 01 _ Al 31
No
Yx
Xa
Yx
Sq 01 - Sq Y.I
No
No
No
Yx
«I 01 - MY 31
yx
Yx
1b
No
Maiming still be usM to a Ne in xtwMm t al , taem. Pu or nee a me
California maclm anal the uxa elm a Iawennw byma Sax sews mlabra. « a
temporary s t,tim or ro,r crop.
WNy N a x wippaallan EPA,
SVC, an May 01 - Der 31 2 tore/Me
Comdex, team Or aro«I Mar 15 - May 15 2 torn/ties.
E,miwi cmba (mama xmsex) can 01 - Den 31 Not WON
May or straw mach Mal be M1ee of neaua ewe and d lease fi Of the roe, Will
be 10 Inches AT more 'n kn9th when x g xm na1M aasxs hey frwn a native
q,xs ie a vggeeb l m mng naerla. It aaoMYN. _ -t-
If vngnbm is uwas trdodic mOx may be tip horn Mach 15 meeugt Sytvnbw Ad..
Hay or Saar Mason
I Hay for show stri Ads the following m Itoae be mctwx to the• by an• of
(a) A avower etiM nu crimp the RELAY Most nrnx or
num, Into the said At lent `AS of the 2w
total ps 10 nNx an mwe An Iwri
S) Mmamct,od mmm Codes viewers o„ me hay
orsi ang to afwt,,v: wn'me.
(c) TaoXiTnn aa,ayM an the mach to the
now,fachwa:e ,«am onciatd,.
2. All straw Or hay Must be A" OI note reeds.
STANDARD EROSION CONTROL CONSTRUCTION PLAN NOTES
The CRY of FM C s Slwmwater Utility wham cmbd m pectw most be notified at least N
hors pion to my cane Wctbn are this We.
M reyYM W« ter Of rw,cnq will be 'netnews IM¢ to any lane aa0ubng a<tlNy
(slatlpin9 strlpn9. am+p, ate). w other neykws w"m col mg ft Nne be installed
aatLee
ee apprCmaWsl llmm wm.M1e Ema sa bastion sequence a nalmted n the cppaw project
contrad Nobel
Re-alstwit ngetatlm NMY be woteal and retained whdnw p e. Renate an
daturMce of eslstna Ma sl t he Nn *01 'IN to M W a r Yed Ian intermedintermediateintermediatecon te swucxn
operationed. and fair the therrest pywchiced v lad of tan
All Sake expeed daring land disturbing ot (st,tweng. gradfing. utility Instalalens etMpanq
Huang ) total be kept n gn ws 'tin by op g dWN nmg ma cwwx onto
,ye perm t c t d a knitlx. No ads n ales was We
prop<t N qh I r xfw by tma a twdny IMtr Lw mess than thYp
(M)Wp bales .„w Wnwr et tail g. ssea/multi bxumng.
etc) a sal ws a o otherw x wmow by Me s wmwtw utily
No prro Ir Nd be mwc,wd Nm n«exmy chi cmstnctbn athltm so as to
pirlikent Ind -Cores eradm. All land dMtu6" Wki0t a total he MM"Wtdy aecminux
e fymy Not Anyway aapaet pnap doves, as dMRwYwA 1 by the City of VI Carte
Engineering DgerMel.
All tmwnpwwY (s ucturdvwxim cmbN m nx shm be wpAN wd fwari r wi w
ColoIruced u after a wN event M to buweddnaperldmmce of
r stmaa function l retoned sN mamwtkalany man an pa,N , r
Nd be r«no ed ant ayaeea o n a mmxr d kaxam va as ant to Dux then .deaae sh o
my dronogeway.
No nil slwalwi ends xcw two lot feel 'n "ht All ad staNpiee "I be polected ham
wnlel bwxvl by surfacer rwghwh% ♦otw , and Wmetw silt lrrcmg_ My who sladpM
re 9 after M dad Met b ft ws ad mW W.
City Ordnance probbfls the 0xing, drp og, by wgpm ng of ,On by any now matil Onto
City sanctions by an been my spade. Any naNwtml tie to ma1wJ Idol be dwnx
man Mr by Me contractor.
specie
CONSTRUCTION SEQUENCE
MgITI
1 1 2 1 3 1 A l e l 6 1 y 1 9 1 101 11 1 t2 l 13
Du£RLOT CRADINC
MND ERCERNI CONTROL
She R
rqliff'ri time
worst,
Ve9eldi, Nnneax
,M,
Edwin
ENRON
o 5xlanl
Omer
RAINFALL OPTION CONTRA.
STRUCTURAL
SederTnmBxn
/
ii
Sw.'Bm1ere
Sit pence Rmmx
Swa Ba9x
Sere San nxpvater
Conies, rMM'S
Tmacnq
Omx vaNlp
at
Oche-GO.e� Olnn Comet
AGETAloh.
enFM ent SeeO PIYq
Mu 9/Seal
TernpaaY Sees fimind
Imlalla0m
0m linga/Yob/&mM•b
Other
SMUCNMS: INSTALLED BY MMNTAWLD BY
AGETAnpI/YULCHINC CpITRACTCq
DAIS SIRMIMD. ApxaOLED BY GTY Or FORT CCLLMS M
KEYMAP
City of Fort Collins. Colotsdo
UTILITY PLAN APPROVAL
APPROVED:
G a mglberlpg Date
CHECKED BY'.
Taw k Rea w UWlly ku
CHECKED BY.
stonR r UtilityData
CHECKED BY'.
Pxlle do RecrrilM qb
CHECKED BY:
ale
CHECKED BY:
CAA UTR.RY NOTIFICATION
CENTER OF COLORADO
1-800-922-1987
M 534-6700
CALL 2 aa6 W DAYS IN MaAyl
EM ',WYxHR Of e' xaAVAR
r NOTES
BMPS FOR STg WAMR FOLUTdI PREVENTION
a. 9<xmer, and < Ero, LCe INoot" and Swmce Table (YEN
shosi
A . motwws Hmdng and spIa p,oransin
wan be taw mind b an9
mantas Ter "Its, and ANSI or ",Is, uaw oll and
amn<le to wl
1p elan Epnna Caere,. Arohc re�eI eaildeg
mat«Ms. web, ea deanap erwaaaae shade
not be dwaterged Add the b Mets and
.feral aswer systemsshodd they enter Soong creek
In tb lot, In al
wro Insist or term swor fC,, appropriate measures
,Lmdd be md,oke, MeetSpeed
strioni Rod poiddi 1 M n Scantling,
a STA&osion C AND !MC ENM S sheet
iER MANAGEMENT
a. mooSao Erosion Cmad Notes 1 I 1 I'm
o hd pd ulmis in alormeler asterisk
LS
OTHER C cures s'
. /Ewe be tits and d in , oa<
poWtls oMerrillff- the its wa dense olamef Ali
mdMm aW re 'n m apv.aPnal< moon..'
sWnlwm ss Nand be unawl4w to
d frankingSite and ma debris vebdn oil
s I� epulaWe M1
as ring ashy slla Mud w and ate na ae Imcba
colim mawan Ah aAowM to WAY Hey-p, be ea
PmdenRo N¢t aubw9e vmluallY into nthe ,Cache e
wr
INSPECTW AND MAINTENANCE:
Iio and monora tw.heaaa« .held be tale w
onal woos m wNinM m Sueoh 6 of the Terms ma
CmaOwEs a1 the CITIES Cewd POMIL
EXISTING ATE HYDROLOGY
Talked Runoff Area - B.Ao owas
RECOMMENDED SPECIES Is APPLICATION RATES OF PERENNIAL DRY LAND GRASS SEED Rmiana 'c" - 0.25
FOR FORT COLLINS, COLORADO (TABLE 11 a)
for l(weak RW. DEVELOPED
Pwem or derlght
vorxtrro PCSLNIN v _ _ _SSIRm (IN Fol TrM
NPDES PERN
1. SATE KC MPTIM. 3
Ccmmaad towl cast' if, NMpnu Losing lot.
ora building tor a Iwm lacy cmewaim
is plmw m the nb.
b The mop wUdlks we plmne8 n the laawng
xMmce: Qerlot "Mg.'Cody nsldimlm. "new t
instaflottify. and wwsng cwstw ian.
c. the we contains 6 a mrx of NiN 6s acne we to
"n w Moody". e¢owtim an new 9.
it R C 025 before catellaiiR Inn C
087 after mat'"NamTiti the
throw
Ronfoll Ertakwhy Zfel coke Morderce, sendEm01 Y
SONY& pay the City Of Fort Chains Love ITHAS with the
"islor site deopew ofmp Yna0.5 5wi 1
pr 1 ale epted 10 both a wind usenfail
wmm
It The i1e consists of coss, land Bordered by coryinnerculd wind P
edwental bwl ngnl. Beforenwc aen the am covai
a ban, end. a n,few WM",
I. No othu Pol«lial Pdulim siwi we Encoded mmr the 5
TheY,i tim Stale anti n Dee, woes the to t 9 W NSA P
ass.
No the Mwel,gn ,upwq wW b e Rio DeeY
antis "ter y the Cmhe the
Pewe Ries,.
Slwm cod« omen born me xwcped two
coo o1 me nle
*is be Ih"Mk an l0 5 m cow by core a yu«.
Pies. chmnde, and awYmd Neal flew.
2 SIM MAP 6 I Sninnq d Erosmmlyd Plan 'C(Shelf, a-7).
Sep 0.
SANDY ero s y oral reps (1/2 eve M I beck
Saws bluster Ellin. YOWsaeS
19,a
WILL,
aB
Sotl
Native
SEMwts Moor Veu , Butte
10.9
V..
15
Bvch
Native
Ss l$1Yy s orenv I l le
5.6
MY,
30
said
Nrtlany
M1al wnkeetl GosMr,
eb
a.0
Al
e0
Sod
Hot 11
Little !n Postoo
0.e
Ill
N
v Bct
Noore tI
Blue Samos Lov bptan
3.0
Yarn
¢
Ra ch
Not ne
Pubescent Nyntaxs Les
21.0
Cool
M
Sod
IntradFsl
LOW, SALT L , S CLAY L041. CLAY IDW M YT' CLAY IDW NL9 (1/4 M 3/4 niRIM)
fairway vyeatiorxs
7.2
coot
12
Bvcn
lntradced
Crested N,etaxs Nvmn
11.5
Cool
12
4 h
Into M "
Western bodWass Motes. 1)1
198
Cool
12
Sotl
Native
Pu4scey: w 4tLYai Lmo
21.8
Coot
30
Sod
Intro W
S IMwts ram Vau(/n an, futp
10.9
More
15
Such
ki
Btu from Lovlrytm
3.a
Ymr
12
WEch
Native
So taprmi 4envi L Le
5.6
MIT,
3O
Sod
WtI Ve
SnwM Gwx NviUnr d' LtMoin
16.1
Coal
N
said
Introduced
Little bluesten Poston be raids
8.4
vol
N
Smi
I'll
(indent T dteaoss Lads,
12.1
COOL
25
Bvcn
Native
CLAY. STY CLAY w S Y CLAY rL5 (1/4 S by 1/2 bdYe
Fa l redo wlMdtfrasf
2.2
Cool
12
Sucn
tntroWcea
GsdGd Mieptaydf MrTYn
11.5
Cold[
12
Such
1MradcW
eluotfrnss Most WM
24.8
Coot
30
Sod
M
1rdickI
Ynterwedldte
astern Nrothist awarded. Bstw,
19.9
COAL
12
SOd
Mtue
Stu ry'om Lovuptm
3.0
Vern
12
Such
Ni
S,wth bra" Nmdxr Or Lincoln
16.1
Coot
2e
taw
l,tr d ed
Gem modleaass LodwA
12.1
Card[
23
Bvcb
Native
t Forman gx44 enter mil o w cow awS
$ . PoreM C6ae4 Mws rate we for Npx A:t or lax and bvnela lcdx9. Bran t rWm of wed on 4..I
So rMw dLym
oral be dwelled Mae"W Rafe
`IS
w dopes pets IM :. 6whaM rated eN be fort lane me O W Tat".
1 Sm Takla IIA tor Starting ante.
A Vduee wihn pwwm rexsnxl debate exa 4 to ion dllws Into the M.
SATE
HYDROLOGY
DESIGN BASH AREA 'C 0qya Qm
POINT (SNMM BASH) (tic) (ch) (to)
' 5A 5,14 1.4115 - 5.3 10.3
SB 58 1.88 5.7 tin
8 B 1.15 4.3 13
T ) 1.15 - 4.3 &A
8 B 0.48 - 2.2 4.5
9 B &AE - 2.2 4.5
ALL 0.87
OSI OSt e.58 0.25 34 7A
I
EROSION CONTROL NOTES
factor Y r,M, ma Patent , sal fence Chad be nodded along
01 aevneiM andaoensweon W« "w, of the ntd we views
as
(wrwMYq the eY wxbde. wisdom Madk 0akng atia cod etyn9
Finds that an to a pea m Sat of ua deN t moat haw a I-
Mn took, a 9,ow nol Othe-t t/S Wm ) 4dNa at a roe of W
}nest IM Imp/aW m W Was ftr y OM• utllllx haw been aBtS .
.atw m&tWaim o Me stable STUN. Tipp poadMl
Mal be wooded at 1M WHI A AN Mal and dkW,bed wen
deal the reeo,ltl (Sep Tm. 111 mN N t). Allow eeeaw9, a hay
Gulch Mal be rg over Coo new a a ew imwn 100 a 1 1/2 tws/awa.
end a a
Irlchwxtined to a an � nip th" an9. ma MatchMdl as aayudMY
y�.
3
7
I
EROSION CONTROL NOTES
factor Y r,M, ma Patent , sal fence Chad be nodded along
01 aevneiM andaoensweon W« "w, of the ntd we views
as
(wrwMYq the eY wxbde. wisdom Madk 0akng atia cod etyn9
Finds that an to a pea m Sat of ua deN t moat haw a I-
Mn took, a 9,ow nol Othe-t t/S Wm ) 4dNa at a roe of W
}nest IM Imp/aW m W Was ftr y OM• utllllx haw been aBtS .
.atw m&tWaim o Me stable STUN. Tipp poadMl
Mal be wooded at 1M WHI A AN Mal and dkW,bed wen
deal the reeo,ltl (Sep Tm. 111 mN N t). Allow eeeaw9, a hay
Gulch Mal be rg over Coo new a a ew imwn 100 a 1 1/2 tws/awa.
end a a
Irlchwxtined to a an � nip th" an9. ma MatchMdl as aayudMY
y�.
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120-030
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INSTALL 219d tF SILT FENCING
rr
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y <' � .eel ' 11 "__ ;i •o\ __-
/ SE ,/� , L 'E SHEET 18
,
i1 y, FOR GRADING a
`� �`L •'� �1 �' ACCESS DRI4E5
LIM
E `\
Aft
If
_•' ABANDONED DITCH SECHM TO BE
/ H . •, i� % x` •'11111 : , Ir 1 NORT ARE 0 OR IAND IRESENDTO THE
ERA
DE
Wit
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10AWEST
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if
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NOI SA
LL TE: -
ALL TREES DIRECTLY ATTECBNC CORSTRUCTIM .454 • \ 4 \•• •.` ,' �
SHABE REMOVED BY NE CONTRACTOR tlt};k% ilk
INSTALL N7* V SILT FENCVNO12
--------------
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CALL DTLRY NOTFICATION
CENTER OF COLORADO
1-800-922-1987
DR 534=6700 m=
.-•�o
A MNOY (! VmYO.M
APPROVED BY LARIMER NO CANAL COMPANY
THIS -± or l) .n 199M
BY pj
City of Fort Collin, Colorado
UTILLTY PLAN APPROVAL
APPROVED:
Mreolor of MiNaeuioE DefA
CIIECNED BY
wow A •eeloeeter DDNy Date
CHECKED BY:
s irvlu uwtr DMA
CHECKED BY:
PerMe A Ree,eoON Mte
CHECKED BY:
CHECKED BY:
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