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o Final Drainage and Erosion Control
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O Study
East Vine Streets Facility
�1� O n P.U.D.,
Mai or Amended Final,
Phase Two
� Final,7
O o o O Fort Collins, Colorado
CD D August 1999�
' THE
SEAR -BROWN
GROUP
Standards in Excellence
'11
THE SEAR -BROWN GROUP
FULLrSERVICE DESIGN PROFESSIONALS
209 SOUTH MELDRUM
FORT COLLINS, COLORADO 80521-2603
970-482-5922 FAX:970-482-6368
August 3, 1999
Mr. Basil Hamdan
City of Fort Collins
Water Utilities--Stor_mwater
235 Mathews Street
Fort Collins, Colorado 80522
RE: Final Drainage and Erosion Control Study for the East Vine Streets Facility P.U.D., Major
Amended Final, Phase Two Final
Dear Basil:
We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion
Control Study for the East Vine Streets Facility P.U.D., Major Amended Final, Phase Two Final.
' All computations within this report have been completed in compliance.with the City of Fort Collins
Storm Drainage Design Criteria.
' We appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
' Respectfully,
The Sear -Brown Group
Prepared by: Reviewed by: ����```���@p�0"REGjs!�•,
Serena L. Gentry, P.E. Kevin W. Gingery, P.E. %0—*
Design Engineer Engineering Manager
cc: File 183-047A
Vaught -Frye
NEW YORK•PENNSYLVANIA
COLORADO • UTAH • WYOMING
STANDARDS IN EXCELLENCE
EQUAL OPPORTUNITY EMPLOYER
TABLE OF CONTENTS
DESCRIPTION . PAGE
'
I.
GENERAL LOCATION AND IMPROVEMENTS DESCRIPTION ........................
1
A. Location...........................................................................................
1
B. Description of Property Improvements.......................................................
1
II.
DRAINAGE BASINS...............................................................................
2
'
A. Major Basin Description........................................................................
2
B. Sub -basin Description...........................................................................
2
III.
DRAINAGE DESIGN CRITERIA ...................................... :.........................
2
A. Regulations.......................................................................................
2
B. Development Criteria Reference and Constraints ...........................................
5
'
C. Hydrologic Criteria......................:.......................................................
5
D. Hydraulic Criteria................................................................................
5
E. Variances from Criteria.........................................................................
5
IV.
DRAINAGE FACILITY DESIGN................................................................
5
'
A. General Concept.................................................................................
5
B. Specific Details...................................................................................
5
'
V.
STORMWATER QUALITY.......................................................................
6
A. General Concept.................................................................................
6
'
B. Specific Details...................................................................................
6
VI.
EROSION CONTROL..............................................................................
7
A. General Concept.................................................................................
7
'
B. Specific Details...................................................................................
7
' VII. CONCLUSIONS..................................................................................... 8
A. Compliance with Standards.................................................................... 8
B. Drainage Concept................................................................................ 8
' C. Stormwater Quality Concept................................................................... 8
D. Erosion Control Concept........................................................................ 8
' VIII. REFERENCES....................................................................................... 9
APPENDIX
VICINITY MAP 10
HYDROLOGY 12
WATER QUALITY AND STORMWATER DETENTION 24
' INLET DESIGN, CURB CUT DESIGN, AND STORM DRAIN SYSTEM DESIGN 34
EROSION CONTROL 78
EROSION CONTROL FABRIC DESIGN 84
CHARTS, TABLES, & FIGURES 86
iii
FINAL DRAINAGE AND
' EROSION CONTROL STUDY
FOR EAST VINE STREETS FACILITY P.U.D.
PHASE TWO FINAL
FORT COLLINS, COLORADO
I. GENERAL LOCATION AND IMPROVEMENTS DESCRIPTION
' This amendment addresses the changes made in relation to the Final Drainage, Erosion and
Storm Water Quality Study for the East Vine Streets Facility P.U.D., Phase One Final
Report. This amended final consists of Phase Two improvements in Lots 1, 2, and 4B. Lot
4 was divided into two lots in a revised plat submitted by Muller Engineering for the
Colorado Department of Transportation (CDOT). CDOT will own Lot 4A and have access
' to the City of Fort Collins' Lot 4B streets facilities.
A. Location
' The East Vine Streets Facility P.U.D. is located on the old Great Western Sugar
Factory site and is bounded on the north by the Burlington Northern Railroad and
' Vine Street, bounded on the east by Lemay Avenue, bounded on the west by Linden
Street and on the south by undeveloped land.
The site location can also be described as situated in the North 1/2 of Section 12,
Township 7 North, Range 69 West of the 6th Principle Meridian, City of Fort
Collins, Larimer County, Colorado. The site location can be seen on the second page
of the Appendix.
B. Description of PropOrty Improvements
Lot 2 improvements include a new parking lot and renovated building. Lot 1
improvements will incorporated a large vehicle covered parking building, a small
' building for paint storage and mixing, a vehicle wash bay and various utility changes.
Lot 4B will have a sand/salt storage dome and an ice slicer. The City of Fort Collins
' Storm Drainage Design Criteria is being used for the site.
The first phase construction included water quality ponds and a detention basin sized
' for the complete development of the site. This second phase will complete the
construction of Water Quality Pond B, the extension of an existing storm sewer west
to drain Lot 4B, and other surface drainage features such as cross pans. The design
calculations for runoff and the storm sewer line extension are attached in the
' Appendix.
II. DRAINAGE BASINS
A. Major Basin Description
' No major drainageway exists on the site. The property being improved lies within
the Dry Creek Basin. The site is not impacted by the 100-year flood plain. Historic
drainage patterns on the site are generally west to east. The first phase of planning
' included preliminary sub -basin delineation for the entire 32.8 acres. Sub -basin H has
more lawn area than was considered in the Phase One Final Drainage Report. Lot
' 4B will be paved which is a change from the Preliminary Drainage Study, and Lot
1 remains mostly impervious.
B. Sub -basin Description
Historic drainage patterns for 28.9 acres of the site are easterly across the site towards
Lemay Avenue. The Phase Two improvements have increased this area to 29.47
acres as a result of proposed improvements by both the City of Fort Collins and
Colorado Department of Transportation. Please see next two pages for the historic
basin delineation and the new sub -basin delineation and contribution.
The Phase Two improvements for the East Vine Streets Facility P.U.D. has been
' divided into 27 sub -basins. Seven of these sub -basins are defined in the 1991
Preliminary Drainage Study. The other 20 sub -basins were created by further
dividing sub -basins A, B, H, and 0-2 which were also defined in the 1991
Preliminary Drainage Study. These sub -basins were created due to changes in runoff
direction because of proposed development, and are shown on the Drainage and
Erosion Control Plan in the back pocket of this report.
' Ten of the sub -basins will drain to water quality pond A while thirteen of the sub -
basins, which includes the area of pond B, will drain to water quality pond B. The
' rest will follow currently existing drainage to off -site drainage locations including
the Cache La Poudre River. and/or an existing irrigation lateral.
DRAINAGE DESIGN CRITERIA
A. Regulations
The City of Fort Collins Storm Drainage Design Criteria is being used for the subject
site.
2
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EXISTING owt-olNGS
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DASIN DESIGNATION
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DASIN A[EA
AERIAL. DWOTOORADKS OY AKI:
OATEO 19"14 AND TRIS W15--
SITE E7C1STtNL ELEVATIONS.
STANDARD PROJECT FLOOD
The Ilend that .ay be e„paetee Iran rM .oft spnera
coseiMTlen Of .ptoorplagiul ono hyarologiCal awWit:ons rn T arc
consiocroo red•. fy C"Cacteristie Of the geographical araa in Which
tM drainage aas:n is iOCaToa, enClWing m,Tranaly rare c maine,te14.
Peak I4r >eesa floras are generally aa0.t 40 percchr To so
7eteanr 41 Pw pr:aat 1. ,Wie-a Flc�erg ina ..._. 4a::r.:. ..Ch Hams.
Carps 4! Enginc.rs, Ora ir,�Uca as praCT:cAIC
of no e.... a W pra,ccTion the, snoala be wagnT In tM design of fle.A
control corks, the /ailara of •hICh night be divatreas.
INTERMEDIATE REGIONAL FLOOD
A l ime v. ing ., eq ACrcCrt prc,,a i I i fv C1 =c.r*c4e
�n any 14ac w 41 JvQ,,]C fraeaandv of CCcarrcn:c in No o aer :f w..cr.
in 1:: year:. T>w 'I= esy odcur in any Year. It is cased en :Ta-is:i-
Ca: a,alycis of sTrC_'a flw records and a u ires of rainfall and runoff
Cura4rcrisTics in me general reslah of the .aTcr:h a.
STANDARD "QJEf.T
FLOW AKtA
NOTE: SECTIONi 0 I h9 WFJCE TAKEN
FROM TWE •FL007 PLAIN INFORMATION
CAA WE LA MUMS KNS', CiDLOKAOO
VOLUME L FOtT CxuQS LAR:NER
wwryI REPORT DATED OCT. I!TS
DY TWE CARPS OF eAj&QEERS.
100 w a led sm 7a0
CWNC SCALE 1'.ICO'
nn \\
FLOOD FRINGE LINE
Fm--rv�
1991
-14V • 4
CAITTO
Kl$T IS''
-L NV.4�
PRELIMIN/
00 NOT use
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'JUL 1 0
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AFPRptTg DATE
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r• f.n-.wr nt i.+..aw
EAST VINE STREETS FACILITY P.U.D.
CITY OF FORT COLLINS, COLORADO
DRAINAGE PLAN
& EXISTING SITE CONDITIONS
8
SEAR -BROWN
AREA = 7.77 AC
SHADED AREA INCLUDES BASINS CONTRIBUTING TO THE OVERALL DETENTION POND.
BASINS
(1993)
AREA
(AC)
BASINS
(0 SET)
AREA
(AC)
BASINS
(A SET)
AREA
(AC)
BASINS
(48 SET)
AREA
(AC)
BASINS
(H SET)
AREA
(AC)
BASINS
(PONDS)
AREA
(AC)
BASINS AREA
(TOTALS) (AC)
C
2.27
0-2
0.21
A-1
1.85
4B-1
1.23
H-1
0.93
POND B
0.85
1993 8.30
D
1.23
0-3
0.54
A-2
0.79
48-2
1.24
H-2
0.66
PONDS
7.77
0 SET 1.10
E
2.49
0-4
0.13
A-3
0.13
4B-3
0.69
H-3
0.48
A SET 4.08
IF
1.48
0-5
0.11
A-5
1.31
H-4
0.27
4B SET 3.16
G
0.83
0-6
0.11
H-5
1.87
H SET i 4.21
PONDS I 8.62
TOTAL
8.30
TOTAL
1.10
TOTAL
4.08
TOTAL
3.16
TOTAL
4.21
TOTAL
8.62
AREA GRAND TOTAL 29.47
FORT COLLINS
STREETS FACILITY
BASINS CONTRIBUTING TO DETENTION POND
SCALE: 1" = 200'
B. Development Criteria Reference and Constraints
' The subject site is in the Dry Creek Basin. Although the Dry Creek Master Plan does
not require on -site detention, Phase One provided detention in the form of Detention
Pond No. 1. As a result, no downstream improvements were necessary. The final
' contours -for Detention Pond No. 1 were as -built surveyed as greater than what was
planned in Phase One.
' For Phase Two, the release rate for the detention pond was still set at the Phase One
calculated 2-year historic event. Use of a higher release rate would have necessitated
' consideration of downstream limitations as runoff flows toward the Cache La Poudre
River.
' C. Hydrologic Criteria
The Rational Method for determining surface runoff was used for the project site.
' The 2-year and 100-year storm event intensities, provided by the City of Fort
Collins, were used in calculating runoff values. These calculations and criteria are
included in the Appendix of this report.
' D. Hydraulic Criteria
t 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.
' E. Variances from Criteria
No variances are being sought for the proposed project site.
' IV. DRAINAGE FACILITY DESIGN
' A. General Concept
The majority of on -site runoff produced by the proposed development of the East
' Vine Streets Facility P.U.D. will flow easterly through an improved drainageway to
Detention Pond No. 1. Detention Pond No. 1 drains into a roadside ditch that drains
south along the west side of Lemay Avenue. The proposed drainage and erosion
' control plan is included in the back pocket of this report.
B. Specific Details
' The East Vine Streets Facility P.U.D. has been broken down into 27 sub -basins. The
sub -basin designations correspond to the basin designations of the Preliminary
Drainage Study for the East Vine Streets Facility P.U.D. development with changes
taken into account for proposed development.
' 5
Runoff from sub -basins 0-2, 0-3, 0-4, 0-5, 0-6, A-3, H-1, H-2, H-3, H-4, H-5, and
4B-1 will be conveyed north easterly towards water quality pond B by a combination
of gutter flows and pan flows. A two -foot trickle channel will drain the grass lawn
area from the building to the proposed parking lot. Surface runoff will flow along
cross pans and curb and gutter in the parking lot. A six-foot cross pan carves runoff
' across the paved access area east of the parking lot to the northeast corner of the
pavement. Rain falling in the access road north of the building and lawn of Lot 2
flows northeast into the proposed curb and gutter, then east to concentration point H-
' 5. A curb break opens to a new four -foot trickle pan in the water quality pond. The
pan will end at an existing outlet pipe to the detention basin. Water quality pond B
then drains into Detention Pond No. 1.
' Runoff from sub -basins A-1, A-2, A-5, 413-2, 413-3, C, D, E, F, and G will be
' conveyed north easterly towards water quality pond A by a combination of gutter
flows, pan flows, and storm sewer system. The existing 24-inch storm sewer that
was stubbed out from the area inlet in Lot 1 will be extended west to convey 2-year
' storm flows from new area inlets at the south comers of Lot 4B. Six-foot cross pans
run along the east and west lot lines to the area inlets. Another cross pan drains the
area between the inlets along the north side of the access road. The storm sewer
' system daylights at water quality pond A. Water quality pond A then drains into
Detention Pond No. 1.
' Runoff from sub -basin A-4 flows south towards an open field, which is the current
historic drainage path.
IV. STORMWATER QUALITY
' A. General Concept
The general concept for stormwater quality for this site has not changed from the
original plan.
B., Specific Details
■ The original plan included having two water quality ponds to catch the first flush of
a storm. Generally, the first flush will contain debris, oil, and other possible
' pollutants. The water quality ponds would have a 40-hour release period into the
detention pond so that the earthen soil of the water quality ponds could be used as a
filter for these pollutants. These release rates and outlet structure designs are
unchanged from the 1993 Phase One Final Report.
1 6
VI. EROSION CONTROL
'
A. General Concept
This development lies within the Moderate Rainfall Erodibility Zone and the
'
Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. The
potential exists for minor erosion problems during and after completion of the East
Vine Streets Facility P.U.D. improvements, due to some existing and proposed site
slopes of between 1 and 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 or before the lots are developed.
The Erosion Control Performance Standard (PS) and the Effectiveness (EFF) during
'
construction for this project were computed to be 75.6 and 81.06 respectively per the
criteria in the City of Fort Collins Erosion Control Reference Manual for
Construction Sites. After construction, the PS and the EFF of the proposed erosion
'
control plan were calculated to be 88.9 and 97.68 respectively. Therefore, the
erosion control plan below meets the City of Fort Collins requirements. A copy of
the calculations has been included in the Appendix. An erosion control escrow cost
'
estimate of $12,944 is also included in the Erosion Control section of the Appendix.
B. Specific Details
'
After the overlot grading has been completed, all disturbed areas not in a roadway,
paved, or greenbelt area shall have temporary vegetation seed applied. After seeding,
a hay or straw mulch shall be applied over the seed at a rate of 2 tons/acre minimum,
'
and the mulch shall be adequately anchored, tacked, or crimped into the soil.
' Those areas that are to be paved as part of the East Vine Streets Facility P.U.D. must
have a 1-inch layer of gravel mulch (3-12" gravel) applied at a rate of at least 135
tons/acre immediately after overlot grading is completed. The pavement structure
' shall be applied as soon as possible after the utilities have been installed.
If the disturbed areas will not be built on within one growing season, a permanent
' seed shall be applied. After seeding, a hay or straw mulch shall be applied over the
seed at a minimum rate of 2 tons/acre, and the mulch shall be adequately anchored,
tacked or crimped into the soil. In the event a portion of the roadway pavement
surface and utilities will not be constructed for an extended period of time after
overlot grading, a temporary vegetation seed and mulch shall also be applied to the
roadway areas as discussed above.
tAll construction activities must also comply with the State of Colorado permitting
' process for Stormwater Discharges Associated with Construction Activity. If, at the
time of construction for some unforeseen reason, groundwater is encountered, a
Colorado Department of Health NPDES permit would be required.
7
VII. CONCLUSIONS
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. In addition, all computations are
in compliance with the Phase One Final Drainage Study for East Vine Streets Facility
P.U.D. prepared by RBD in March 1993.
B. Drainage Concept
The proposed drainage concepts presented in this report and on the construction plans
' adequately provide for the transmission of developed on -site runoff to the existing
and proposed drainage facilities at the eastern property line of the subject site. The
combination of onsite street capacities in the curb and gutter and the onsite storm
drain system will provide for the 2-year and the 100-year developed flows to reach
the future detention pond at the east edge of this site. The 100-year runoff generated
by development of this site will be carved to the existing on -site Detention Pond
No.1 by a series of existing culverts, open channels and streets in accordance with
the Preliminary Drainage Study for East Vine Streets Facility P.U.D.
If, at the time of construction for some unforeseen reason groundwater is
encountered, a Colorado Department of Health Construction Dewatering Permit
would be required.
C. Stormwater Quality Concept
' The proposed design has addressed the water quality aspect of stormwater runoff.
Water quality ponds will provide an opportunity for stormwater pollutants to filter
out of the stormwater runoff before the runoff enters the Detention Pond No. 1.
D. Erosion Control Concept
The proposed erosion control concepts adequately provide for the control of wind
and rainfall erosion from the East Vine Streets Facility P.U.D. Through the
construction of the proposed erosion control concepts, the City of Fort Collins
performance standard will be met. 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.
1.1
VIII. REFERENCES
1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins,
Colorado, May 1984, interim revision January 1997.
2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins,
Colorado, January 1991.
3. Preliminary Drainage Study for East Vine Streets Facility P.U.D., by RBD Consulting
Engineers, June 3, 1991.
4. Final Drainage and Erosion Control Study for the East Vine Streets Facility P.U.D., Phase
One Final, by RBD, March 1, 1993.
G]
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VICINITY MAP
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J
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Fort Collins Streets Facility 183-041
Composite Rational Method Runoff Coefficient for Detention Pond (Fort Collins)
Designer: SLG
Basin Area ac
C
Area * C
Notes
From 1993 Report:
C 2.27
0.95
2.16
'
D 1.23
0.95
1.17
E 2.49
0.95
2.37
'
F 1.48
0.79
1.17
'
G 0.83
0.48
0.40
From Current Report:
0-2 0.21
0.25
0.05
"
0-3 0.54
0.25
0.14
"
0-4 0.13
0.25
0.03
**
0-5 0.11
0.25
0.03
"
0-6 0.11
0.25
0.03
'*
A-1 1.85
0.96
1.67
From Muller Engineering Report,
A-2 0.79
: 0.45
0.36
From Muller Engineering Report
A-3 0.13
0.35
0.05
From Muller Engineering Report,
A-5 1.31
__.0.20
0.26
From Muller Engineering -.Report
4B-1 1.23
0.95
1.17
'*
4B-2 1.24
0.95
1.18
*`
4B-3 0.69
0.95
0.66
"
H-1 0.93
0.41
0.38
**
H-2 0.66
0.75
0.49
**
H-3 0.48
0.95
0.46
**
H-4 0.27
0.54
0.14
**
H-5 1.87
0.95
1.78
*'
Ponds 8.62
0.25
2.16
This includes 0.18 ac from original 1993 H Basin
Total: 29.471
1
18.27
Composite C for Basin: 0.62
Composite C for Basin (100-vr): 0.77
'From 1993 Preliminary Drainage, Erosion, and Storm Water Quality
Study for the East Vine Streets Facility P.U.D. Report.
"Basins A, B, 0-2, and H from the 1993 Preliminary Drainage, Erosion, and
Storm Water Quality Study were divided further for development design.
0
11
DETENTION POND SIZING BY FAA METHOD
Developed by
- Civil Eng. Dept., U. of Colorado .
Supported by Denver Metro Cities/Counties Pool Fund Study
Denver Urban Drainage and Flood Control District, Colorado
-----------------
USER=Kevin Ginger' .......................................
.....................
EXECUTED ON 06-28-1999 AT TIME 13:51:09
PROJECT TITLE: Fort Collins Streets Facility Overall Site Detention Pond
**** DRAINAGE BASIN DESCRIPTION
BASIN ID NUMBER = 1.00 ;
BASIN AREA (acre)= 29.47 Comprised of the 1`677owing contributing basins (exhibit on page 4):
Basins from 1993 Report: C, D. E. F, G
Basins from Current Report: 0-2, 0-3, 0-4, 0-5. 0-6, A-1, A-2, A-3,
A-5, 4B-1, 4B-2. 4B-3, H-1, H-2, H-3,
H`4. H-5, Ponds
RUNOFF COEE = 0.77 - From previous page
***** DESIGN RAINFALL STATISTICS
DESIGN RETURN PERIOD (YEARS) = 100.00
INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN
DURATION 5 10 20 30 40 .50 60 80 100 120 150 180
INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0
***** POND OUTFLOW CHARACTERISTICS:
MAXIMUM ALLOWABLE RELEASE RATE = 10.5 CFS - Historic Q2 for Basin E1 (See page 3 for exhibit and
OUTFLOW ADJUSTMENT FACTOR = 1 page 27 for ca7cu7ation.
AVERAGE RELEASE RATE = 10.5 CFS
AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR.
***** COMPUTATION OF POND SIZE
-----------------------------------------------------
RAINFALL RAINFALL i INFLOW OUTFLOW REQUIRED
DURATION INTENSITY VOLUME VOLUME STORAGE
MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT
-----------------------------------------------------
0.00 0.00 0.00 0.00 0.00'
5.00 9.00 1.42 0.07 1.35
10.00 7.30 2.30 0.14 2.16
15.00 6.25 2.95 0.22 2.74
20.00 5.20 3.28 0.29 2.99
25.00 4.70 3.70 0.36 3.34
30.00 4.20 3.97 0.43 3.54
35.00 3.85 4.25 0.51 3.74
40.00 3.50 4.41 0.58 3.83
45.00 3.25 4.61 0.65 3.96
50.00 3.00 4.73 0.72 4.00 „
55.00 2.80 4.85 0.80 4.06
60.00 2.60 4.92 0.87 4.05
65.00 2.47 5.07 0.94 4.13
70.00 2.35 5.18 1.01 4.17
75.00 2.22 5.26 1.08 4.17
80.00 2.10 5.29 1.16 4.14
85.00 2.00 5.36 1.23 4.13
90.00 1.90 5.39 1.30 4.09
95.00 1.80 5.39 1.37 4.02
100.00 1.70 5.36 1.45 3.91
105.00 1.65 5.46 1.52 3.94
-----------------------------------------------------
THE REQUIRED POND SIZE = 4.17461 ACRE -FT
THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 75 MINUTES
I
CLIENT VAL)(A H -r E� JOBNO. las-01-0
INC PROJECT 15ft-Ce-5 F&CUlly CALCULATIONSFOR 11y,0'Wez6r
Engineering Consultants MADE BY KW((DATE 6--13-9t CHECKED BY DATE —SHEET 3 OF -k3—
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Fort Collins Streets Facility
Composite Rational Method Runoff Coefficient for Water Quality Pond A
Designer: SLG
Basin I Area ac C
Area * C
Notes
From 1993 Report:
C 2.27
0.95
2.16
D 1.23
0.95
1.17
'
E 2.49
0.95
2.37
'
F 1.48
0.79
1.17
G 0.83
0.48
0.40
'
From Current Report_ :
A-1 1.85
0.90
1.67
From Muller Engineering Report
A-2 0.79
0.45
0.36
From Muller Engineering Report
A-5 . 1.31
0.20
0.26
From Muller Engineering Report
46-2 1.81
0.95
1.72
'*
46-3 0.79
0.95
0.75
**
Total: 14.851
1 12.01
Composite C for Basin: 0.81
*From 1993 Preliminary Drainage, Erosion, and Storm Water Quality
Study for the East Vine Streets Facility P.U.D. Report.
"Basins A, B, 0-2, and H from the 1993 Preliminary Drainage, Erosion, and
Storm Water Quality Study were divided further for development design.
183-047
(Fort Collins)
DETENTION POND SIZING BY FAA METHOD
Developed by
' Civil Eng. Dept., U. of Colorado
Supported by Denver Metro Cities/Counties Pool Fund Study
Denver Urban Drainage and Flood ControL District, Colorado
--- --------------------------------------------------------------------------
USER=Kevin Gingery...........................................................
EXECUTED ON 06-28-1999 AT TIME 13:54:07
PROJECT TITLE: Fart Collins Streets Facility - Water Quality Pond A
DRAINAGE BASIN DESCRIPTION
BASIN ID NUMBER = 1.00
BASIN AREA (acre)= 14.85 - Changed from 1993 report due to new delineation of sub -basin
RUNOFF COEF 0.81 drainage in Basins A and B. Runoff coefficient calculation on
previous page.
***** DESIGN RAINFALL STATISTICS
DESIGN RETURN PERIOD (YEARS) = 2.00
INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN
I
n
DURATION 5 10 20 30 40 50 60 80 100 120 150 180
INTENSITY 3.2 2.5 1.8 1.5 1.2 1'.0 0.9 0.8 0.6 0.5 0.4 0.4
***** POND OUTFLOW CHARACTERISTICS:
MAXIMUM ALLOWABLE RELEASE RATE = .1 CFS - Considered small enough to provide for approximately
OUTFLOW ADJUSTMENT FACTOR = 1 40-hour detention time and conservative pond size.
AVERAGE RELEASE RATE = .1 CFS
AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR.
***** COMPUTATION OF POND SIZE
-------------
---------------------------------------
RAINFALL
RAINFALL
INFLOW
OUTFLOW
REQUIRED
DURATION
INTENSITY
VOLUME
VOLUME
STORAGE
MINUTE
INCH/HR
ACRE -FT
ACRE -FT
ACRE -FT
-----------------------------------------------------
0.00
0.00
0.00
0.00
0.00
5.00
3.20
0.27
0.00
0.27
10.00
2.50
0.42
0.00
0.42
15.00
2.15
0.54
0.00
0.54
20.00
1.80
0.60
0.00
0.60
25.00
1.65
0.69
0.00
0.69
30.00
1.50
0.75
0.00
0.75
35.00
1.35
0.79
0.00
0.78
40.00
1.20
0.80
0.01
0.80
45.00
1.10
0.83'
0.01
0.82
50.00
1.00
0.84
0.01
0.83
55.00
0.95
0.87
0.01
0.87
60.00
0.9d
0.90
0.01
0.89
65.00
0.88
0.95
0.01
0.94
70.00
0.85
0.99
0.01
0.98
75.00
0.82
1.03
0.01
1.02
80.00
0.80
1.07 ,
0.01
1.06
85.00
0.75
1.07
0.01
1.05
90.00
0.70
1.05
0.01
1.04
95.00
0.65
1.03
0.01
1.02
100.00
0.60
1.00
0.01
0.99
105.00
0.58
1.01
0.01,
0.99
110.00
0.55
1.01
0.02
1.00
-----------------------------------------------------
THE REQUIRED POND SIZE = 1.058181 ACRE -FT
THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 80 MINUTES
3J
Fort Collins Streets Facility 183-047
Composite Rational Method Runoff Coefficient for Water Quality Pond B (Fort Collins)
Designer: SLG
From Current
Report:
0-2
0.21
0.25
0.05
*'
0-3
0.54
0.25
0.14
"
0-4
0.13
0.25
0.03
**
0-5
0.11
0.25
0.03
"
0-6
0.11
0.25
0.03
**
A-3
0.13
0.35
0.05
From Muller Engineering Report
413-1
1.23
0.95
1.17
*'
H-1
0.93
0.41
0.38
"
H-2
0.66
0.75
0.49
'*
H-3
0.48
0.95
0.46
'*
H-4
0.27
0.54
0.14
*'
H-5
1.87
0.95
1.78
"
Pond B
0.85
0.25
0.21
This includes 0.18 ac from original 1993 H Basin
Total:
7.521
1 4.95
Composite C for Basin: 0.66
"Basins A, B, 0-2, and H from the 1993 Preliminary Drainage, Erosion, and
Stone Water Quality Study were divided further for development design.
DETENTION POND SIZING BY FAA METHOD
Developed by
Civil Eng. Dept., U. of Colorado
Supported by Denver Metro Cities/Counties Pool Fund Study
Denver Urban Drainage and Flood Control District, Colorado .
------------------------------------------------------------------------------
------------------------------------------------------------------------------
' USER=Kevin Gingery...........................................................
EXECUTED ON 06-23-1999 AT TIME 15:43:53
PROJECT TITLE: Fort Collins Streets Facility - Water Quality Pond B
**** DRAINAGE BASIN DESCRIPTION
BASIN ID NUMBER = 1.00
BASIN AREA (acre)= 7.52 - Changed from 1993 report due to'.inclusion of railroad swale and
RUNOFF COEF 0.66 sub -basins 48-3 and A-3. Runoff coefficient calculation on
previous page.
J
***** DESIGN RAINFALL STATISTICS '
DESIGN RETURN PERIOD (YEARS) = 100.00
INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN
' DURATION 5 10 20 30 40 50 60 80 100 120 150 180
INTENSITY 3.2 2.5 1.8 1.5 1.2 1.0 0.9 0.8 0.6 0.5 0.4 0.4
POND OUTFLOW CHARACTERISTICS:
MAXIMUM ALLOWABLE RELEASE RATE = .1 CFS - Considered small enough to provide for approximately
OUTFLOW ADJUSTMENT FACTOR = 1 40-hour detention time and conservative pond size.
AVERAGE RELEASE RATE = .1 CFS
' AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR.
***** COMPUTATION OF POND SIZE
RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED
DURATION INTENSITY VOLUME VOLUME STORAGE
MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT
0.00 0.00 0.00 0.00 0.00
5.00 3.20 0.11 0.00 0.11
10.00 2.50 0.17 0.00 0.17
15.00 2.15 0.22 0.00 0.22
20.00 1.80 0.25 0.00 0.25
25.00 1.65 0.28 0.00 0.28
30.00 1.50 0.31 0.00 0.31
35.00 1.35 0.33 0.00 0.32
40.00 1.20 0.33 0.01 0.33
45.00 1.10 0.34 0.01 0.34
50.00 1.00 0.34 0.01 0.34
55.00 0.95 0.36 0.01 0.35
t 60.00 0.90 0.37 0.01 0.36
65.00 0.88 0.39 0.01 0.38
70.00 0.85 0.41 0.01 0.40
75.00 0.82 0.43 0.01 0.42
' 80.00 0.80 0.44 0.01 0.43
85.00 0.75 0.44 0.01 0.43
90.00 0.70 0.43 0.01 0.42
95.00 0.65 0.43 0.01 0.41
100.00 0.60 0.41 0.01 0.40
105.00 0.58 0.42 0.01 0.40
110.00 0.55 0.42 0.02 0.40
-----------------------------------------------------
TIE REQUIRED POND SIZE = .4301541 ACRE -FT
THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 80 MINUTES
Fort Collins Streets Facility 183-047
Water Quality Ponds A & B Volume Calculations (Fort Collins)
Designer: S. Gentry
I. Water Quality Pond A
Contour Area (ft^2) Volume (ft"3) Volume (ac-ft)
46 350.00
18993.49
47 52350.00
27070.01
47.5 55950.00
Total: 46063.51 = 1.06
Needed Volume: = 1.06
Surplus = 0.00
Water Quality Pond A volume is adequate for the situation.
II. Water Quality Pond B
Contour
Area (f A2) Volume (ft^3)
Volume (ac-ft)
47
1.00
9184.95
48
27388.36
14201.45
48.5
29429.68
Total: 23386.40
= 0.54
Needed Volume:
= 0.43
Surplus
= 0.11
Water Quality Pond B volume is adequate for the situation.
Fort Collins Streets Facility 183-047,
Detention Pond Volume Calculations (Fort Collins)
Designer: SLG
The survey certification after completion of 1993 construction shows an increase
in contour size from what was planned. Therefore, the volume for the detention pond
was recalculated.
Contour Area (ft^2) Volume (f A3) Volume (ac-ft)
44 9585.12
28575.40
45 53496.61
85167.48 _
46 121413.10
Total: 113742.88 = 2.61
Top of pond is 4947 feet. The emergency overflow weir is set at 4946 feet.
Setting the maximum water surface elevation for the 100-year storm
at 4946 feet allows for one (1) foot of freeboard.
Volume Available for Detention:
Pond Volume (ac-ft)
Water Quality Pond A 1.06
Water Quality Pond B 0.54
Detention Pond '2.61
Total: 4.21
Volume needed for detention is: 4.18 ac-ft
Volume available for detention is: 4.21 ac-ft
Surplus of 0.03 ac-ft
Current detention pond volume is adequate for the situation.
� s1
I
I INLET DESIGN, CURB CUT DESIGN, GUTTER DESIGN,
1 STORM DRAIN SYSTEM DESIGN
THE
SEAR -BROWN
GROUP
3S
CLIENT: Vcu}9 t _ f'fe Project No:
ProjectJ. �" rGe i� 6-- Checked By:
By: � . Date:.5/alai Sheet: Of: I
-11gjs-3
OD Lao 4�:L
n c
c).
55.�s� CIbO SS?�l
ri
9
0.8
0.7
0.6
IJ
z 0.5
M
w
> 0.4
0
a 0.3
w
0
0
? 0.2
0
z
0
a 0.1
EXAMPLE
0.01 111 1111111111 111illi 11��IIII�II�IIII III IIillll��ln
0 1 2 3 4 5
FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2)
Figure 5-3
CAPACITY OF GRATED INLET IN SUMP
(From: Wright -McLaughlin Engineers, 1969)
MAY 1984
5-11 DESIGN CRITERIA
I
i
.R-3425-A Single -Flange Gutter Inlet
Frame and Double Grate
Heavy Duty
Total Weight 545 Pounds
Also available with Type "V" grate.
94425 B Double Flange Gutter Inlet
�=
Frame cnd Deuble Grate,
�Heavy Duty + Total Weight 590 Pounds
Also available with Type "V" grate.
I
IGB-
If grates installed with slots in some direction as traffic— not
recommended for bicycle traffic. For safety standards see
pages 88 to 93.
,37-
1 y_
II tea' III I5' If rates installed with slots in some direction as traffic —not
�--— i 37} I—t7�-I recommended for bicycle traffic. For safety standards see
404L—t26f—pages 88 to 93.
R-3429-38 Series Square Gutter Inlet
Frames and Grates
Heavy Duty Furnished standard with square base except as noted.
Specify:
1. Catalog number.
2. Alternate round base flange available as shown in table below.
Illustrating R-3430
standard with square base
Catalog
Dimensions
in inches
yet
No.
A
B
C
D
E
E-E
F
G
H
Lbs.
R-3429-A
18x18
1!2
I6,%x16V.
18t/2X18n
30" Dia.
30x30
6
2Y4x4Y4
1
260
R-3430.
20x20
1�i
8x18
22Y2x22Y2
36" Dia.
31x31
5
1�bx3Y2
lY4
320
R-3433
24x24
2
.22x22 '
26z26
38" Dia.
35x35
b
11Y4x6
IYe
400
R•3438-A
5Ox50
1
48x48
52x52
59x59
8
1 II x6V4
_
'•1690
rl --Grote furnished in two pieces.
Illustrating R-3429-A
with round base
--lid
k1a
I
C VA
i
10�
E 01A. OF ROUND BASE FLANO
EE SQUARE BASE FLANGE
t58 NEENAH n
THE
SEAR -BROWN
GROUP
('CLIENT: -Project No-.-L
Project: F Checked By:
S. -7!V �,py:. Date: 5L, Sheet: Of:
3
zu
R
I
uo k- 3qob - C2 = 0, L" �-Z_
ss-. m I ,
crbwvk. 0
,5q�T i
54.00 1
A � - -0 LxD� 0-- .roQA
,6 L�l C-0 �- 0�1- CWA
U. IS
0.7
f-
w 0.6
Z 0.5
Cr
w
> 0.4
O
a 0.3
w
0
0
Z 0.2
O
Z
O
a 0.1
0.011Jill
0 I 2 3 4 5
FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2)
Figure 5-3
CAPACITY OF GRATED INLET IN SUMP
(From: Wright -McLaughlin Engineers, 1969)
I
MAY 1984
5-11
DESIGN CRITERIA
R 3406 Single. Gutter Inlet Frame and Grate
Heavy Duty — Level Top Single Unit Total Weight 380 Pounds
_ 36! 22,
2i • n_ r
I al IZJI 9j I I � M M LA LIT
L
411-__2��i
R 3406-A Single Gutter.lnle't Frame and Grate::
Heavy Duty — Sloping Top Single Unit Total Weight 420 Pounds
2
21
i II
R-3408 L Single'Gutter Inlet Frame and Grate.
Heavy Duty
Total Weight 315 Pounds
R-3408-AL Double Gutter Inlet Frames and Grates
1 Heavy Duty
Total Weight 575 Pounds
R-3408-BL -Double Gutter Inlet Frames anc
Heavy Duty T
Total Weight 600 Pounds
Also available with type
ILLUSTRATING
4'type "D" or sinusoidal a-34ATIN
grate type "5" See top
of page 95 for details. si 141
Specify: �a�
1. Complete catalog
number. 1
Illustrating R-3406
Single Unit
OPTIONAL: Double Unit either R-3406-2
or R-3406-A2 shown below
psi
PLAN
NOTE:
Order R-3406 (level top) double unit as R-3406-2
Order R-3406-A (sloping top) double unit as R-3406-A2
Illustrating
R-3408-L
Type "D" slotted grate not recommended for bicycle traffic.
For safety standards see pages 88 to 93.
2. Type "5" Grate if re- !°3
quired. �ai� I ��la� ILLUSTRATING R-340e AL
ILLUSTRATING R-3409.6L
156 NEENAH MV FOUNDRY COMPANY
Z4(
Curb Cut - Design Point H-1
Rating Table for Rectangular Channel
Project Description
Project File c:\program files\haestad\fmw\fcstree.fm2
Worksheet Curb Cut - Design Point H-1
Flow Element Rectangular Channel
Method Manning's Formula
Solve For Channel Depth
Constant Data
Mannings Coefficient
0.013
Channel Slope
0.005000 ft/ft
Bottom Width
2.00 ft
Input Data
Minimum
Maximum Increment
Discharge 0.51
3.51 0.20 cfs
Rating Table
_ Discharge
Depth
Velocity
(cfs)
(ft)
(ft/s)
0.51
0.13
1.93
_
9-� - 0.71
0.16
2.18
0.91
0.19
2.38
1.11
0.22
2.56
1.31
0.24
2.71
1.51
0.26
2.85
1.71
0.29
2.97
1.91
0.31
3.09
_ 2.11
0.33
3.19
2.31
0.35
3.29
2.51
0.37
3.38
IOp = 2.71
0.39
3.47
2.91
0.41
3.55
3.11
0.43
3.62
3.31
0.45
3.70
3.51
0.47
3.76
05/08/99 FlowMaster v5.13
05:32:13 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
4 z-
Curb Cut - Design Point H-1
Cross Section for Rectangular Channel
Project Description
Project File cAprogram files\haestad\fmw\fcstree.fm2
Worksheet Curb Cut - Design Point H-1
Flow Element Rectangular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient
0.013
Channel Slope
0.005000 ft/ft
Depth
0.16 ft
Bottom Width
Discharge
2.00 ft
0.71 cfs Z..
:::[ 0.16 ft
VD
2.00 ft H 1
NTS
LS 0
5/08/99 FlowMaster v5.13
5:31:34 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Curb Cut - Design Point H-1
Cross Section for Rectangular Channel
Project Description
Project File
cAprogram files\haestad\fmw\fcstree.fm2
Worksheet
Curb Cut - Design Point H-1
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient 0.013
Channel Slope
0.005000 ft/ft
Depth
0.39 ft
Bottom Width
Discharge
2.00 ft
2.71 cfs
2.00 ft
{ ct : k-e i L o�
0.39 ft
IL
1
VN
H 1
NTS
L/3
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1656 Page 1 of 1
y�
Curb Cut - Design Point H-2
Rating Table for Rectangular Channel
Project Description
Project File
cAprogram files\haestad\fmw\fcstree.fm2
Worksheet
Curb Cut - Design Point H-2
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Constant Data
Mannings Coefficient 0.013
Channel Slope
0.005000 ft/ft
Bottom Width
2.00 ft
Input Data
Minimum Maximum Increment
�.
Discharge
1.30 6.00 0.30 cfs
11
Rating Table
Discharge Depth Velocity
(cfs) (ft) (ft/s)
�.5 1.30
1 1.60
1.90
2.20
2.50
2.80
3.10
3.40
3.70
4.00
4.30
4.60
4.90
5.20
_ C 5.50
t00 5.80
" 6.10
0.24
2.71
0.28
2.91
0.31
3.08
0.34
3.24
0.37
3.38
0.40
3.50
0.43
3.62
0.46
3.73
0.48
3.83
0.51
3.92
0.54
4.01
0.56
4.09
0.59
4.17
0.61
4.24.
0.64
4.31
0.66
4.38
0.69
4.44
05/08/99
05:37:22 PM
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1.
Curb Cut - Design Point H-2
Cross Section for Rectangular Channel
Project Description
Project File
cAprogram files\haestad\fmw\fcstree.fm2
Worksheet
Curb Cut - Design Point H-2
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient 0.013
'
Channel Slope
0.005000 ft/ft
Depth
0.27 ft
Bottom Width
2.00 ft
Discharge
1.54 cfs
2.00 ft
0.27 ft
1
VN
H 1
NTS
4S
_ FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 (203) 755-1666 Page 1 of 1
Curb Cut - Design. Point H-2
Cross Section for Rectangular Channel.
' Project Description
I
Project File
c:\program files\haestad\fmw\fcstree.fm2
Worksheet
Curb Cut - Design Point H-2
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient 0.013
Channel Slope 0.005000 ft/ft
Depth 0.66 ft
Bottom Width 2.00 ft
Discharge 5.82 cfs
0.66 ft
1
VL
I, 2.00 ft H 1
NTS
Dwn-
� u..,a bb - w1 0��
-� "�.�
05/08/99 - - s FlowMaster v5.13
05:35:56 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
�-1 r
Curb Cut - Basin H-4
Rating Table for Rectangular Channel
Project Description
Project File
cAprogram files\haestad\fmw\fcstree.fm2
Worksheet
Curb Cut - Basin H-4
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Constant Data
Mannings Coefficient 0.013
Channel Slope 0.020000 ft/ft
Bottom Width 1.50 ft
Input Data
Minimum Maximum Increment
Discharge 1.25 5.50 0.25 cfs
Rating Table
Discharge
Depth
Velocity
(cfs)
(ft)
(ft/s)
1.441 1.25
0.18
4.52
1.50
0.21
4.82
1.75
0.23
5.08
2.00
0.25
5.31
2.25
0.27
5.52
2.50
0.29
5.71
2.75
0.31
5.89
3.00
0.33
6.06
3.25
0.35
6.21
3.50
0.37
6.35
3.75
0.39
6.49
4.00
0.40
6.62
4.25
0.42
6.74
4.50
0.44
6.86
I 4.75
0.45
6.97
5.00
0.47
7.07
C
5.32 5.25
0.49
7.17
5.50
0.50
7.27
06/28/99 FlowMaster v5.13
09:11:27 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
4—1
Curb Cut - Basin H-4 (Q = 2 yr)
Cross Section for Rectangular Channel -
Project Description
Project File
cAprogram files\haestad\fmw\fcstree.fm2
Worksheet
Curb Cut - Basin H-4
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient 0.013
Channel Slope
0.020000 ft/ft
Depth
0.20 ft
Bottom Width
Discharge
1.50 ft
1.41 cfs
1.50 ft
C�L,r b CL�
O.s
cS
:1 0.20 ft
1
vN
H 1
NTS
06/28/99
09:09:31
09:09:31 AM
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
Curb Cut - Basin H-4 (Q = 100 yr)
Cross Section for Rectangular Channel
Project Description
Project File
cAprogram files\haestad\fmw\fcstree.fm2
Worksheet
Curb Cut - Basin H-4
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient 0.013
Channel Slope
0.020000 ft/ft
Depth
0.49 ft
Bottom Width
1.50 ft
Discharge
5.32 cfs
1 OCR
S -
06/28/99
09:09:15 AM
C
1.50 ft
b
C,L,+
17
0.49 ft
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT,06708 (203) 755-1666
1 N
V
H 1
NTS
FlowMaster v5.13
Page 1 of 1
1 5U
Curb Cut - Design Point H-5
' Rating Table for Rectangular Channel
Project Description
Project File
c:\program files\haestad\fmw\fcstree.fm2
Worksheet
Curb Cut - Design Point H-5
'
Flow Element
Rectangular Channel,
Method
Manning's Formula
Solve For
Channel Depth
Constant Data
Mannings Coefficient 0.013
Channel Slope
0.005000 ft/ft
Bottom Width
2.50 ft
Input Data
Minimum Maximum Increment
Discharge
5.50 20.50 0.50 cfs
Rating Table
Discharge
Depth Velocity
(cfs)
(ft) (ft/s)
5.50
0.53 4.17
6.00
0.56 4.29
6.50
0.59 4.40
7.00
0.62 4.50
1 7.50
0.65 4.60
8.00
0.68 4.69
8.50
0.71 4.77
9.00
0.74 4.85
9.50
0.77 4.93
10.00
0.80 5.01
1 10.50
0.83 5.08
11.00
0.86 5.14
11.50
0.88 5.21
12.00
0.91 5.27
12.50
0.94 5.33
13.00
0.96 5.39
13.50
0.99 5.45
I 14.00
1.02 5.50
14.50
1.04 5.55
15.00
1.07 5.60
15.50
1.10 5.65
16.00
1.12 5.70
16.50
1.15 5.74
17.00
1.18 5.79
17.50
1.20 5.83
06/24/99
FlowMaster v5.13
10:16:53 AM
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 2
1
Curb Cut - Design Point H-5
Rating Table for Rectangular Channel
Rating Table
Discharge
Depth
Velocity
(cfs)
(ft)
(ft/s)
18.00
1.23
5.87
18.50
1.25
5.91
19,00
1,28
5,95
q 19.50
!�•�! 20.00
1.30
1.33
5.99
6.03
20.50
1.35
6.06
06/24/99 FlowMaster v5.13
10:16:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 2 of 2
Curb Cut - Design Point H-5
Cross Section for Rectangular Channel
Project Description
Project File
cAprogram files\haestad\fmw\fcstree.fm2
Worksheet
Curb Cut - Design Point H-5
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
1
Channel Depth
Section Data
Mannings Coefficient 0.013
Channel Slope
0.005000 ft/ft
Depth
0.56 ft
Bottom Width
2.50 ft
r Discharge
5.94 cfs Z
Jr
0.56 ft
IF
V
1N
2.50 ft
(1� H 1
V.J� � elf � CJ•1"� i � �.S TT' NTS
tea
P is
'06/24/99 FlowMaster y5.13
10:16:16 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Curb Cut - Design Point H-5
Cross Section for Rectangular Channel
Project Description
Project File
cAprogram files\haestad\fmw\fcstree.fm2
Worksheet
Curb Cut - Design Point H-5
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient 0.013
Channel Slope
0.005000 ft/ft
Depth
1.33 ft
Bottom Width
2.50 ft
Discharge
20.09 cfs
1.33 ft
1
2.50 yr �`^' S V •� �'C H 1
C
I vOIJ�• ,� r f NTS
r �� Wad u�► << C��� 'j.'1/�tz �ot,�.�.. �
(t.� t • S & i ('e GT `� CLO c S�"'`- �
06/24/99 V �� "� J - Flow Master v5.13
10:15:10 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Pan to Design Point H-1 (Q = 2 yr)
Worksheet for Irregular Channel
Project Description
Project File c:\program files\haestad\fmw\fcstree.fm2
Worksheet Pan to Design Point H-1 (Q = 2 yr)
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope
0.005000 ft/ft
Elevation range:
1.38 ft to 4.00 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
4.00
0.00
4.00
3.00
10.00
8.00
2.00
12.00
10.00
1.50
11.00
1.38
12.00
1.50
14.00
2.00
18.00
3.00
22.00
4.00
Discharge
0.71 cfs
`
7L
Results
Wtd. Mannings Coefficient
0.020
Water Surface Elevation
1.64
ft
Flow Area
0.48
ft2
Wetted Perimeter
3.15
ft
Top Width
3.10
ft
Height
0.26
ft
Critical Depth
1.59
ft
Critical Slope
0.010131 ft/ft
Velocity
1.49
ft/s
Velocity Head
0.03
ft
Specific Energy
1.67
ft
Froude Number
0.67
Flow is subcritical.
End Station
10.00
12.00
22.00
Roughness
0.030
0.013
0.030
06/25/99 FlowMaster v5.13
03:29:00 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Pan to Design Point H-1 (Q = 100 yr)
Worksheet for Irregular Channel
Project Description
Project File
c:\program files\haestad\fmw\fcstree.fm2
Worksheet
Pan to Design Point H-1 (Q = 2 yr)
'
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.005000 ft/ft
Elevation range: 1.38 ft to 4.00 ft.
Station (ft)
Elevation (ft) Start Station End Station
0.00
4.00 0.00 10.00
'
4.00
3.00 10.00 12.00
8.00
2.00 12.00 22.00,
10.00
1.50
11.00
1.38
12.00
1.50
14.00
18.00
2.00
3.00
22.00
Discharge
4.00
2.71 cfs
Results
Wtd. Mannings Coefficient 0.013
Water Surface Elevation 1.76 ft
Flow Area
0.92 ft'
'
Wetted Perimeter
4.18 ft
Top Width
4.10 ft
Height
0.39 ft
Critical Depth
1.78 ft
Critical Slope
0.004234 ft/ft
Velocity
2.93 ft/s
'
Velocity Head
0.13 ft
Specific Energy
1.90 ft
Froude Number
1.09
Flow is supercritical.
u
Roughness
0.030
0.013
0.030
0i:)
'06/25/99
03:31:58 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
Pan to Design Point H-2 (Q = 2 yr)
Worksheet for Irregular Channel
Project Description
Project File
c:\program files\haestad\fmw\fcstree.fm2
Worksheet
Pan to Design Point
H-2
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.005000
ft/ft
Elevation range: 1.93 ft to 4.00 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
4.00
0.00
4.00
3.00
8.00
2.00
11.00
14.00
1.93
2.00
18.00
3.00
'
22.00
Discharge
4.00
1.54
cfs r
Z
Results
Wtd. Mannings Coefficient 0.013
Water Surface Elevation 2,09
ft
Flow Area
0.79
ft2
Wetted Perimeter
6.76
ft
Top Width
6.73
ft
1
Height
0.16
ft
Critical Depth
2.09
ft
Critical Slope
0.005050 ft/ft
Velocity
1.94
ft/s
Velocity Head
0:06
ft
Specific Energy
2.15
ft
'
Froude Number
1.00
Flow is subcritical.
End Station
22.00
Roughness
0.013
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
I > r-
Pan to Design Point H-2 (Q = 100 yr)
Worksheet for Irregular Channel
'
Project Description
Project File
c:\program files\haestad\fmw\fcstree.fm2
Worksheet
Pan to Design Point H-2
'
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.005000 ft/ft
'
Elevation range: 1.93 ft to 4.00 ft.
Station (ft)
Elevation (ft) Start Station End Station Roughness
0.00
4.00 0.00 22.00 0.013
'
4.00
3.00
8.00
2.00
11.00
1.93
14.00
2.00
18.00
3.00
'
22.00
Discharge
4.00
5.82 cfs
' Results
Wtd. Mannings Coefficient
0.013
Water Surface Elevation
2.24
ft
Flow Area
1.89
ft2
Wetted Perimeter
7.99
ft
Top Width
7.92
ft
' Height
0.31
ft
Critical Depth
2.26
ft
Critical Slope
0.003938 ft/ft
Velocity
3.09
ft/s
Velocity Head
0.15
ft
Specific Energy
2.39
ft
Froude Number
1.12
' Flow is supercritical.
06/25/99 FlowMaster v5.13
05:23:42 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 (203) 755-1666 Page 1 of 1
::) U
Pan to Design Point H-3 (Q = 2 yr)
Worksheet for Irregular Channel
Project Description
Project File
c:\program files\haestad\fmw\fcstree.fm2 .
Worksheet
Pan to Design Point H-3
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.005000 ft/ft
'
Elevation range:
1.93 ft to 4.00 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
4.00
0.00
'
4.00
3.00
8.00
2.00
11.00
1.93
'
14.00
2.00
18.00
3.00
22.00
Discharge
4.00
2.19 cfs
4 Z
' Results
Wtd. Mannings Coefficient
0.013
Water Surface Elevation
2,12
ft
Flow Area
0.99
ft'
Wetted Perimeter
7.00
ft
Top Width
6.97
ft
' Height
0.19
ft
Critical Depth
2.12
ft
Critical Slope
0.004715 ft/ft
Velocity
2.20
ft/s
Velocity Head
0.08
ft
Specific Energy
2.20
ft
' Froude Number
1.03
Flow is supercritical.
End Station Roughness
22.00 0.013
06/25/99 _ FlowMaster v5.13
05:24:45 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Pan to Design Point H-3 (Q = 100 yr)
Worksheet for Irregular Channel
Project Description
Project File
c:\program files\haestad\fmw\fcstree.fm2
Worksheet
Pan to Design Point H-3
Flow Element.
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.005000 ft/ft
Elevation range:
1.93 ft to 4.00 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
4.00
0.00
4.00
3.00
8.00
2.00
11.00
1.93
14.00
2.00
18.00
3.00
22.00
Discharge
4.00
7.78 cfs
= I
Results
Wtd. Mannings Coefficient
0.013
Water Surface Elevation
2.29
ft
Flow Area
2.29
ft2
Wetted Perimeter
8.40
ft
Top Width
8.32
ft
Height
0.36
ft
Critical Depth
2.32
%
Critical Slope
0.003744
ft/ft
Velocity
3.40
ft/s
Velocity Head
0.18
ft
Specific Energy
2.47
ft
Froude Number
1.14
Flow is supercritical.
End Station Roughness
22.00 0.013
06/25/99 FlowMaster v5.13
05:24:31 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
1
LCIO
Pan to Design Point 46-2 (Q = 2 yr)
Worksheet for Irregular Channel
' Project Description
Project File
c:\program files\haestad\fmw\fcstree.fm2
Worksheet
Pan to Design Point 4B-2
Flow Element
Irregular Channel
'
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.005200 ft/ft
'
Elevation range: 1.93 ft to 4.00 ft.
Station (ft)
Elevation (ft) Start Station End Station Roughness
0.00
4.00 0.00 22.00 0.013
4.00
3.00
8.00
2.00
11.00
1.93
14.00
2.00
18.00
3.00
' 22.00
Discharge
4.00
f
3.83 cfs -'
' Results
Wtd. Mannings Coefficient
0.013
Water Surface Elevation
2.18
ft
Flow Area
1.41
ftz
Wetted Perimeter
7.48
ft
Top Width
7.43
ft
' Height
0.25
ft
Critical Depth
2.19
ft
Critical Slope
0.004246 ft/ft
Velocity
2.71
ft/s
Velocity Head
0.11
ft
Specific Energy
2.29
ft
Froude Number
1.10
Flow is supercritical.
07/19/99 FlowMaster v5.13
04:43:42 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
'
Project Description
Pan to Design Point 46-2 (Q = 100 yr)
Worksheet for Irregular Channel
Project File
c:\program files\haestad\fmw\fcstree.fm2
Worksheet
Pan to Design Point 46-2
'
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
1
Input Data
Channel Slope
0.005200 ft/ft
'
Elevation range: 1.93 ft to 4.00 ft.
Station (ft)
Elevation (ft) Start Station End Station
0.00
4.00 0.00 22.00
4.00
3.00
8.00
2.00
11.00
1.93
'
14.00
2.00
18.00
3.00
22.00
Discharge
4.00
11.16 cfs -
`CO
Results
Wtd. Mannings Coefficient
0.013
Water Surface Elevation
2.36
ft
Flow Area
2.88
ft'
Wetted Perimeter
8.97
ft
Top Width
8.88
ft
Height
0.43
ft
Critical Depth
2.40
ft
Critical.Slope
0.003524 ft/ft
Velocity
3.87
ft/s
Velocity Head
0.23
ft
Specific Energy
2.59
ft
Froude Number
1.20
_
Flow is supercritical.
ra
Roughness
0.013
07/19/99 FlowMaster v5.13
04:43:07 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Pan to Design Point 4B-3 (Q = 2 yr)
Worksheet for Irregular Channel
' Project Description
Project File
c:\program files\haestad\fmw\fcstree.fm2
Worksheet
Pan to Design Point 413-3
' Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.010000
ft/ft
'
Elevation range: 1.93
ft to 4.00 ft.
Station (ft)
- Elevation (ft)
Start Station
0.00
4.00
0.00
4.00
3.00 ,
8.00
2.00
11.00
1.93
'
14.00
2.00
18.00
3.00
22.00
4.00
Discharge
6.71
cfs zr
Z
' Results
Wtd. Mannings Coefficient 0.013
Water Surface Elevation 2,21
ft
Flow Area
1.65
ft2
Wetted Perimeter
7.73
ft
Top Width
7.68
ft
' Height
0.28
ft
Critical Depth
2.29
ft
Critical Slope
0.003841 ft/ft
Velocity
4.08
ft/s
Velocity Head
0.26
ft
Specific Energy
2.47
ft
' Froude Number
1.55
Flow is supercritical.
End Station
22.00
6
Roughness
0.013
06/25199
05:13:51
05:13:51 PM
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
i9-:5
Pan to Design Point 46-3 (Q = 100 yr)
Worksheet for Irregular Channel
Project Description
Project File c:\program files\haestad\fmw\fcstree.fm2
Worksheet Pan to Design Point 46-3
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope
0.010000 ft/ft
Elevation range:
1.93 ft to 4.00 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
4.00
0.00
4.00
3.00
8.00
2.00
11.00
1.93
14.00
2.00
18.00
3.00
22.00
4.00
Discharge
21.11 cfs
! 00
Results
Wtd. Mannings Coefficient
0.013
Water Surface Elevation
2.43
ft
Flow Area
3.57
ft2
Wetted Perimeter
9.58
ft
Top Width
9.47
ft
Height
0.50
ft
Critical Depth
2.61
ft
Critical Slope
0.003182 ft/ft
Velocity
5.92
ft/s
Velocity Head
0.54
ft
Specific Energy
2.98
ft
Froude Number
1.70
Flow is supercritical.
End Station Roughness
22.00 0.013
06/25/99 FlowMaster v5.13
05:13:36 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
L-a --7
Pan Between 413-2 and 46-3 (Q = 2 yr)
Worksheet for Irregular Channel
' Project Description
Project File
c:\program files\haestad\fmw\fcstree.fm2
Worksheet
Pan Between Design Points
413-2 and 413-3
' Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.006600 ft/ft
'
Elevation range: 1.93 ft to 4.00 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
4.00
0.00
4.00
3.00
8.00
2.00
11.00
1.93
'
14.00
2.00
18.00
3.00
22.00
4.00
Discharge
3.83 cfs
= Q�
Results
Wtd. Mannings Coefficient
0.013
Water Surface Elevation
2.16
ft
Flow Area
1.31
ft2
Wetted Perimeter
7.36
ft
Top Width
7.32
ft
'
Height
0.23
ft
Critical Depth
2.19
ft
Critical Slope
0.004246 ft/ft
' Velocity
2.93
ft/s
Velocity Head
0.13
ft
Specific Energy
2.30
ft
' Froude Number
1.22
Flow is supercritical.
End Station Roughness
22.00 0.013
,06/25/99 FlowMaster v5.13
04:58:44 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Pan Between 413-2 and 46-3 (Q = 100 yr)
Worksheet for Irregular Channel
Project Description
Project File
c:\program files\haestad\fmw\fcstree.fm2
Worksheet
Pan Between Design Points 46-2 and 46-3
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.006600 ft/ft
'
Elevation range:
1.93 ft to 4.00 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
4.00
0.00
'
4.00
3.00
8.00
2.00
11.00
1.93
'
14.00
2.00
18.00
3.00
22.00
Discharge
4.00
11.16 cfs
Results
Wtd. Mannings Coefficient
0.013
Water Surface Elevation
2.33
ft
Flow Area
2.66
ft2
Wetted Perimeter
8.76
ft
Top Width
8.67
ft
Height
0.40
ft
Critical Depth
2.40
ft
Critical Slope
0.003523 ft/ft
Velocity
4.20
ft/s
Velocity Head
0.27
ft
Specific Energy
2.61
ft
Froude Number
1.34
Flow is supercritical.
End Station Roughness
22.00 0.013
'06/25/99 FlowMaster v5.13
04:58:14 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Pan to Pond B (Q = 2 yr)
' Worksheet for Triangular Channel
Project Description
Project File
c:\program files\haestad\fmw\fcstree.fm2
Worksheet
Pan to Pond B
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.013
'
Channel Slope
0.005000 ft/ft
Left Side Slope
8.000000 H : V
Right Side Slope
Discharge
8.000000 H : V
5.94 cfs
_
a
' Results
Depth
0.49
ft
Flow Area
Wetted Perimeter
1.90
7.85
ft'
ft
Top Width
7.79
ft
Critical Depth
Critical Slope
0.51
0.003926
ft
ft/ft
Velocity
3.13
ft/s
Velocity Head
0,15
ft
'
Specific Energy
0.64
ft
Froude Number
1.12
Flow is supercritical.
'06/24/99
10:13:22 AM
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755, 1666
FlowMaster v5.13
Page 1 of 1
Cv t
Pan to Pond B (Q = 100 yr)
Worksheet for Triangular Channel
Project Description
Project File
c:\program files\haestad\fmw\fcstree.fm2
Worksheet
Pan to Pond B
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope 0.005000 ft/ft
Left Side Slope 8.000000 H : V
Right Side Slope 8.000000 H : V
Discharge 20.09 cfs = lob
Results
Depth
0.77
ft
Flow Area
4.73
ftz
Wetted Perimeter
12.39
ft
Top Width
12.30
ft
Critical Depth
0.83
ft
Critical Slope
0.003337 ft/ft
Velocity
4.25
ft/s
Velocity Head
0.28
ft
Specific Energy
1.05
ft
Froude Number
1.21
Flow is supercritical.
'06/24/99
10:12:51 AM
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755=1666 Page 1 of 1
THE
SEAR -BROWN
GROUP __l)
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CLIENT: —Project No: r Z -,3q
Project: F U;"_ SVrtsjFo_cJA-!Checked By:
By. Date: Sheet: (090f:
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FmyvL- po_�,A
klJ
Ca,= I. CCI-S
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k-Yv� v"sb
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l4c_16r
Existing Railroad Swale (Depth = 1 FT) _ 0,9-,X, L `' ,
Worksheet for Irregular Channel 1� L U �r(L
No
Project Description
Project File
c:\program files\haestad\fmw\fcstree.fm2
Worksheet
RailRoad Swale
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Channel Slope
0.005000 ft/ft
Water Surface Elevation
1.00 • ft
Elevation range: 0.00 ft to 1.00
ft.
Station (ft) Elevation
(ft)
Start Station End Station
0.00
1.00
0.00 20.00
6.00
0.00
20.00
1.00
Results
Wtd. Mannings Coefficient
0.030
Discharge
21.98
cfs
Flow Area
10.00
ftz
Wetted Perimeter
20.12
ft
Top Width
20.00
ft
Height
1.00
ft
Critical Depth
0.79
ft
Critical Slope
0.018046 ft/ft
Velocity
2.20
fvs
Velocity Head
0.08
ft
Specific Energy
1.08
ft
Froude Number
0.55
Flow is subcritical.
Roughness
0.030
'07/19/99 FlowMaster v5.13
05:00:12 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755.1666 Page 1 of 1
1-
�-O
1
Existing Railroad Swale (Q = 100yr X SF)
Worksheet for Irregular Channel
Project Description
Project File
c:\program files\haestad\fmw\fcstree.fm2
Worksheet
RailRoad Swale
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.005000 ft/ft
Elevation range:
0.00 ft to 1.00 ft.
Station (ft)
Elevation (ft) Start Station
0.00
1.00 0.00
6.00
0.00
20.00
1.00
Discharge
14.72 cfs
'
Results
Wtd. Mannings Coefficient
0.030
Water Surface Elevation
0.86
ft
'
Flow Area
Wetted Perimeter
7.40
17.31
ft'
ft
Top Width
17.21
ft
Height
0.86
ft
Critical Depth
0.67
ft
Critical Slope
0.019036 ft/ft
Velocity
1.99
ft/s
Velocity Head
0.06,
ft
Specific Energy
0.92
ft
Froude Number
0.53
Flow is subcritical.
End Station
20.00
Roughness
0.030
'07/19/99 FlowMaster v5.13
05:00:41 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
i
Existing Railroad Swale (Q = 100 yr)
Worksheet for Irregular Channel
Project Description
Project File
c:\program files\haestad\fmw\fcstree.fm2
Worksheet
RailRoad Swale
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.005000 ft/ft
Elevation range:
0.00 ft to 1.00 ft.
Station (ft)
Elevation (ft) Start Station
0.00
1.00 0.00
6.00
0.00
20.00
1.00
Discharge
11.07 cfs
Results
Wtd. Mannings Coefficient
0.030
Water Surface Elevation
0.77
ft
'
Flow Area
Wetted Perimeter
5.98
15.56
ft2
ft
Top Width
15.46
ft
Height
0.77
ft
Critical Depth
0.60
ft
Critical Slope
0.019774 ft/ft
Velocity
1.85
ft/s
Velocity Head
0.05
ft
Specific Energy
0.83
ft
Froude Number
0.52
Flow is subcritical.
End Station
20.00
Roughness
0.030
'07/19/99 FlowMaster v5.13
05:01:03 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Fort Collins Streets Facility
Composite Rational Method Runoff Coefficients (Fort Collins)
Designer:. S. Gentry
Location: Curb and Gutter in Basin H-2
Use maximum run-off for both 2-yr and 100-yr for conservative calculation of
curb and gutter capacity. Manning's equation is used.
183-047
2-yr Storm 100-yr Storm (�
Q=1.54cis - �Yor� pa- �,Z IS Q=5.82cis
n
0.013
Height of Curb in
2.3
Height of Curb ft
0.19
Slope of Road
0.0200
Slope of Curb
0.0050
Width of Water ft
9.58
Wetted Perimeter ft
9.78
Area ft^2
0.92
Hydraulic Radius ft
0. 99
Discharge
1.54
LVk- a�-
n
0.013
Height of Curb in
3.79
Height of Curb ft
0.32
Slope of Road
0.0200
Slope of Curb
0.0050
Width of Water ft
15.79
Wetted Perimeter ft
16.11
Area ft^2
2.49
Hydraulic Radius ft
0.15
Discharge
5.83
M
Fort Collins Streets Facility
Composite Rational Method Runoff Coefficients (Fort Collins)
Designer: S. Gentry
Location: Curb and Gutter in Basin H-3
Use maximum run-off for both 2-yr and 100-yr for conservative calculation of
curb and gutter capacity. Manning's equation is used.
t
��2
183-047
2-yr Storm 100-yr Storm
Q=1.47cfs_ Yrower -qt Z Q=4.47cfs - rbv� PG.� 7
n
0.013
Height
n
0.013
Height of Curb (iny
3.43
Height of Curb ft
0.29
_Slope of Road
0.0200
Slope of Curb
0.0050
Width of Water ft
14.29
Wetted Perimeter, ft
14.58
Area ft^2
2.04
Hydraulic Radius ft
0.14
Discharge
4.47
of Curb in
2.26
Height of Curb ft
0.19
Slope of Road
0.0200
Slope of Curb
0.0050
Width of Water ft
9.42
;Wetted Perimeter
ft
9.61
Area ft^2
0.89
Hydraulic Radius
ft
0.09
Discharge
1.47
CUHNT _ VHld�dhh 1 5Q r ILY el Jae NO. �O�L
ISOH`: VNOJECT CALCULATIONSFCN-
Engineering Consultants wAOHe DATfil�e�yaNHCKHDH'I OATH eNHfiT Z'L OF Lpi
rb
CS IAN
sit:
.:_
CS
�.IG ji > > > .v. p c -s roAl
jJj
\ -_moo -----�=�
T
IT
z�Y L o
H
u�
7'5
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 06-28-1999 AT TIME 15:15:37 VERSION=01-17-1997
' *** PROJECT TITLE :Fort Collins Streets Facility - Storm Sewer
*** RETURN PERIOD OF FLOOD IS 2 YEARS - The 1993 phase of design used the 2-year event to size the storm
sewer. The same methodology is continued in this analysis of the
entire storm sewer system.
(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
----- --- --------------- ---------------- -----
10.00 19.40 50.00 47.00 OK
20.00 19.00 50.50 48.08 OK
30.00 19.00 51.50 48.47 OK
40.00 17.90 52.15 49.50 OK
�- 50.00 14.40 52.53 50.22 OK
60.00 12.90 52.50 50.55 OK
70.00 12.90 52.50 50.57 OK
80.00 8.46 54.00 50.84 OK Q2 is less than 1993 report.
90.00 6.39 55.15 51.43 OK
95.00 1.45 50.54 51.44 NO
55.00 3.50 51.50 50.78 OK
56.00 3.50 51.50 50.94 OK
45.00 3.50 51.70 49.91 OK
46.00 3.50 51.70 50.08 OK
35.00 1.30 48.32 48.94 NO
36.00 1.30 48.32 48.95 NO
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(R1SE)
D1A(RISE)
WIDTH
ID NO.
ID NO.
(IN) (FT)
(IN) (FT)
(IN) (FT)
(FT)
1.00
-----------------------------
20.00
10.00
ROUND
-----------------------------------
29.38
30.00
30.00
0.00
2.00
30.00
20.00
ROUND
29.38
30.00
30.00
0.00
3.00
35.00
30.00
ROUND
11.12
15.00
12.00
0.00
4.00
40.00
30.00
ROUND
28.73
30.00
30.00
0.00
5.00
45.00
40.00
ROUND
14.16
15.00
15.00
0.00
6.00
50.00
40.00
ROUND
26.48
27.00
30.00
0.00
7.00
55.00
50.00
ROUND
14.16
15.00
15.00
0.00
8.00
60.00
50.00
ROUND
25.41
27.00
30.00
0.00
9.00
70.00
60.00
ROUND
25.41
27.00
30.00
0.00
10.00
80.00
70.00
ROUND
21.69
24.00
24.00
0.00
11.00
90.00
80.00
ROUND
19.53
21.00
24.00
0.00
12.00
95.00
90.00
ROUND
11.20
15.00
15.00
0.00
13.00
36.00
35.00
ROUND
11.12
15.00
12.00
0.00
'
14.00
46.00
45.00
ROUND
14.16
15.00
15.00
0.00
15.00
56.00
55.00
ROUND
14.16
15.00
15.00
0.00
DIMENSION UNITS
FOR ROUND AND ARCH
SEWER
ARE IN INCHES
DIMENSION UNITS
I
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
FL^-
------------------------------------------------------------------------- -
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL' FROUDE COMMENT
ID FLOW 0 FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CFS CFS FEET FPS FEET FPS FPS
----------------------------------------------------------------------
1.0 19.0 20.1 1.93 4.67 1.47 6.31 3.87 0.59 V-OK
2.0 19.0 20.1 1.93 4.67 1.47 6.31 3.87 0.59 V-OK
3.0 1.3 1.6 0.69 2.27 0.50 3.34 1.66 0.51 V-LOW
4.0 17.9 20.1 1.83 4.64 1.43 6.16 3.65 0.62 V-OK
5.0 3.5 4.1 0.89 3.75 0.75 4.53 2.85 0.73 V-OK
6.0 14.4 20.1 1.56 4.46 1.30 5.59 2.93 0.68 V-OK
7.0 3.5 4.1 0.89 3,75 0.75 4.53 2.85 0,73 V-OK
8.0 12.9 20.1 1.45 4.36 1.24 5.29 2.63 0.70 V-OK
9.0 12.9 20.1 1.45 4.36 1.24 5.29 2.63 0.70 V-OK
10.0 8.5 11.1 1.31 3.89 1.05 5.07 2.69 0.64 V-OK
11.0 6.4 11.1 1.09 3.66 0.90 4.65 2.03 0.69 V-OK
12.0 1.5 3.2 0.59 2.53 0.50 3.19 1.18 0.66 V-LOW
13.0 1.3 1.6 0.69 2.27 0.50 3.34 1.66 0.51 V-LOW
14.0 3.5 4.1 0.89 3.75 0.75 4.53 2.85 0.73 V-OK
15.0 3.5 4.1 0.89 3.75 0.75 4.53 2.85 0.73 V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
----------------------------------------------------------------------
SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM
---- ---------- ---------- --------------------
1.00 0.24 46.27 46.00 1.73 1.50 OK
2.00 0,24 46,57 46.30 2,43 1.70 OK
3.00 0.20 46.72 46.60 0.60 3.90 NO
4.00 0.24 47.42 46.60 2.23 2.40 OK
5.00 0.40 47.51 47.45 2.94 3.45 OK
6.00 0.24 48.41 47.45 1.62 2.20 OK
7.00 0.40 48.73 48.45 1.52 2.83 OK
8.00 0.24 48.84 48.45 1.16 1.58 OK
9.00 0.24 48.90 48.88 1.10 1.12 OK
10.00 0.24 49.40 48.95 2.60 1.55 OK
11.00 0.24 50.34 49.55 2.81 2.45 OK
12.00 0.24 50.54 50.49 -1.25 3.41 NO
13.00 0.20- 46.72 46.72 0.60 0.60 NO
14.00 0.40 47.51 47.51 2.94 2.94 OK
15,00 0.40 48.73 48.73 1,52 1,52 OK
OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
SEWER SEWER SURCHARGED CROWN•ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET- FEET FEET FEET FEET FEET
1.00 112.00 0.00 48.77 48.50 48.08 47.00 SUBCR
2.00 114.00 0.00 49.07 48.80 48.47 48.08 SUBCR
3.00 60.00 60.00 47.72 47.60 48.94 48.47 PRSS'ED
4.00 340.00 0.00 49.92 49.10 49.50 48.47 SUBCR
5.00 15.00 15.00 48.76 48.70 49.91 49.50 PRSS'ED
6.00 400.00 0.00 50.91 49.95 50.22 49.50 SUBCR
7.00 71.00 71.00 49.98 49.70 50.78 50.22 PRSS'ED
8.00 161.00 0.00 51.34 50.95 50.55 50.22 SUBCR
9.00 8.00 0.00 51.40 51.38 50.57 50.55 SUBCR
10.00 187.00 0.00 51.40 50.95 50.84 50.57 SUBCR
11.00 329.21 0.00 52.34 51.55 51.43 50.84 SUBCR
12.00 20.00 0,00 51,79 51.74 51.44 51.43 SUBCR
13.00 0.10 0.10 47.72 47.72 48.95 48.94 PRSS'ED
14.00 0.10 0.10 48.76 48.76 50.08 49.91 PRSS'ED
15.00 0.10 0.10 49.98 49.98 50.94 50.78 PRSS'ED
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
f�
*** SUMMARY OF
ENERGY GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
UPST
MANHOLE
SEWER
JUNCTURE LOSSES
DOWNST
MANHOLE
1
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
20.00
48.45
1.45
1.00
0.00
0.00
--------------------
0.00
10.00
47.00
2.0
30.00
48.84
0.30
0.38
0.09
0.00
0.00
20.00
48.45
3.0
35.00
48.98
0.08
1.33
0.06
0.00
0.00
30.00
48.84
4.0
40.00
49.83
0.75
0.25
0.05
0.25
0.18
30.00
48.84
5.0
45.00
50.04
0.04
1.33
0.17
0.00
0.00
40.00
49.83
6.0
50.00
50.53
0.49
0.25
0.03
0.25
0.17
40.00
49.83
7.0
55.00
50.90
0.21
1.33
0.17
0.00
0.00
50.00
50.53
8.0
60.00
50.80
0.14
0.25
0.03
0.25
0.11
50.00
50.53
9.0
70.00
50.80
0.00
0.05
0.01
0.00
0.00
60.00
50.80
10.0
80.00
51.03
0.23
0.05
0.01
0.00
0.00
70.00
50.80
11.0
90.00
51.64
0.61
0.05
0.00
0.00
0.00
80.00
51.03
12.0
95.00
51.48
0.00
0.05
0.00
0.00
0.00
90.00
51.64
13.0
36.00
48.99
0.00
0.25
0.01
0.00
0.00
35.00
48.98
14.0
46.00
50.21
0.00
1.33
0.17
0.00
0.00
45.00
50.04
15.0
56.00
51.07
0.00
1.33
0.17
0.00
0.00
55.00
50.90
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
EROSION CONTROL
IThe Sear -Brown Group
'�_q
RAINFALL PERFORMANCE STANDARD EVALUATION
1 183-047
Project: Fort Collins Streets Facility STANDARD FORM A
Calculated B : SLG Date: 05/10
DEVELOPED
ERODIBILM
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBASIN
ZONE
(ac)
(ft
%
ft
46-1
Moderate
1.23
290
1.03
43.4
0.2
413-2
Moderate
1.24
380
0.77
57.3
0.1
46-3
Moderate
0.69
302
1.00
25.4
0.1
H-1
Moderate
0.93
360
0.63
40.7
0.1
H-2
Moderate
0.66
240
0.52
19.3
0.0
H-3
Moderate
0.48
270
0.50
15.8
0.0
H-4
Moderate
0.27
295
0.84
9.7
0.0
H-5
Moderate
1.87
1075
0.55
244.6
0.1
Pond B
Moderate
0.85
140
1.43
14.5
0.1
Total
8.22
470.6
0.8
75.6
LY%AMF'LL GALGULATIONS
Lb = sum(AiLi)/sum(Ai) _ (1.23 x 290 +... + 0.85 x 140)/ 8.22
' = 470.6 ft
Sb = sum(AiSi)/sum(Ai) (1.23 x 1.03 +... + 0.85 x 1.43)/ 8.22
= 08 %
LPS (during construction) = 75.6
PS (after construction) = 75.6/0.85 =
(from Table 8A)
88.9
go
The Sear -Brown Group
i
1
1
1
i
1
1
1
1
1
1
1
i
1
1
1
EFFECTIVENESS CALCULATIONS
183-047
Project: Fort Collins Streets Facility , STANDARD FORM B
Calculated By. SLG Date: 05/10
Erosion Control
C-Facto
P-Factoi
Comment
Number Method
Value
Value
4 Sediment/Basin Trap
1
0.5
5 Straw Bale Barrier
1
0.8
38 Gravel Mulch
0.05
1
SUB
PS
AREA
BASIN
%
ac
Site
75.6
8.22
SUB
SUB
AREA
Practice C * A P * A Remarks
BASIN
AREA
ac
DURING CONSTRUCTION
4B-1
1.23
38 0.06 1.23 Gravel Mulch
4B-2
1.24
38 0.06 1.24 Gravel Mulch
4B-3
0.69
38 0.03 0.69 Gravel Mulch
H-1
0.93
5 0.93 0.74 Straw Bale Barrier
H-2
0.66
38 0.03 0.66 Gravel Mulch
H-3
0.48
38 0.02 0.48 Gravel Mulch
H-4
0.27
38 0.01 0.27 Gravel Mulch
H-5
1.87
38 0.09 1.87 Gravel Mulch
Pond B
0.85
4 0.85 0.43 Sediment/Basin Trap
Cnet = [1.23x0.00+...+0.85x0.00]/1.23
= 0.26
Pnet = 0.8x[1.23x0.00+...+0.85x0.00]/1.23
= 0.74
EFF = (1-C*P)100 = (1-0.26*0.74)100
= 81.06
> 75.6 (PS)
IThe Sear -Brown Group 5
EFFECTIVENESS CALCULATIONS
183-047
Project: Fort Collins Streets Facility STANDARD FORM B
Calculated By: SLG Date: 05/10
Erosion Control
C-Factor
P-Factor
Comment
Number Method
Value
Value
9 Asphalt/Concrete Pavement
0.01
1
`
15 Established Grass Ground Cover - 60%
0.06
1
17 Established Grass Ground Cover - 80%
0.03
1
37 Erosion Control Mats/Blankets
0.1
1
SUB
PS
AREA
BASIN
%
ac
Site
88.9
8.22
SUB
SUB
AREA
Practice C * A P * A Remarks
BASIN
AREA
ac
AFTER CONSTRUCTION
4B-1
1.23
9 0.01 1.23 Asphalt/Concrete Pavement
4B-2
1.24
9 0.01 1.24 Asphalt/Concrete Pavement
4B-3
0.69
9 0.01 0.69 Asphalt/Concrete Pavement
H-1
0.93
17 0.03 0.93 Established Grass Ground Cover - 80°/a
H-2
0.66
9 0.01 0.66 Asphalt/Concrete Pavement
H-3
0.48
9 0.00 0.48 Asphalt/Concrete Pavement
H-4
0.27
15 0.02 0.27 Established Grass Ground Cover - 60%
H-5
1.87
9 0.02 1.87 Asphalt/Concrete Pavement
Pond B
0.85
37 0.09 0.85 Erosion Control Mats/Blankets
Cnet = [1.23x0.01+...+0.66x0.01]/1.23
= 0.02
Pnet = [1.23x1.00+...+0.66x1.00]/1.23
1.00
EFF = (1-C*P)l00 = (1-0.02*1.00)100
= 97.68
> 88.9 (PS)
' The Sear -Brown Group
183-047
1
1
1
STRUCTURES: INSTALLED BY _
VEGETATION/MULCHING CONTRACTOR.
DATE SUBMITTED
1
EROSION CONTROL CONSTRUCTION SEQUENCE
Project: Fort Collins Streets Facility STANDARD FORM C
Calculated Bv: SLG Date: 08/06
SEQUENCE FOR 1999 ONLY
Indicate by use of a bar line or symbols when erosion control measures will be installed.
Major modifications to an approved schedule may require submitting a new schedule for
approval by the City Engineer.
2000
A I S O N
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON
20011
The Sear -Brown Group
EROSION CONTROL COST ESTIMATE
Project:
Fort Collins Streets Facility
183-047
Pre ared By.
SLG
Date:
05/10
CITY RESEEDING COST
Unit
Total
Method
Quantity Unit
Cost
Cost
Notes
Reseed/mulch
1.59 ac
$636
$1,014
Subtotal
$1,014
Contingency
50%
$507
Total
$1,521
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
1 ea
$0
$0
No cost information available
5 Straw Bale Barrier
2 ea
$150
$300
9 Asphalt/Concrete Pavement
6.17 ac
$0
$0
No cost information available
15 Established Grass Ground Cover - 60%
0.16 ac
$0
$0
No cost information available
17 Established Grass Ground Cover - 80%
0.74 ac
$0
$0
No cost information available
37 Erosion Control Mats/Blankets
0.85 ac
$0
$0
No cost information available
38 Gravel Mulch
6.17 ac
$1,350
$8,330
Subtotal
$8,630
Contingency
50%
$4,315
Total
$12,944
Total Security
$12,944
84
EROSION CONTROL FABRIC DESIGN
I
North American Green - Erosion ControlMaterials Design Software Ver. 4.1 • Slope
5/14/99. 11:43 AM ICOMPUTED BY: S. Gentry
ROJECT NAME: Fort Collins Streets Facet PROJECT NUMBER: 183-047
SLOPE DESCRIPTION: Inlet to Water quality Pond B
Country
t:
State/Region
Colmado
City
Ft. COlfso i-
-
Annual R Factor
30
Slope Gradient = 20:1 0
Total Slope Length (fl)
45 -
Protection Type
Temporary
Protection Period (months)
10
S75BN
Beginning Month
April L
Adjusted R Value
29.9
45
Slope Gradient [HA]
20
Soil Type
Solt Loam
K Factor
0.33
- Not to Scale -
Soil Loss Tolerance (n)
0.25
Reach
Cum. Dist.
Material
Vegetation Type
Growth Habit
Density
LS
C
AS L
bare
(in)
ASL
mat
(in)
MSL
bare
ran)
MSL
mat
[in)
SILT
(in)
SF
Remarks.
Staple
Begin
(it)
En
[fp
1
0
45
S75BN
0.26
0.163
0.015
0.002
0.023
0.004
0.25
66.5
STABLE
A
2
3
0
45
Composite
0.015
Q002
-
Vegetation Densely -Percentage of sod coverage provided by vegetation
C-Cover material performance factor (Fraction of sod lossof unprotected)
ASLbaie=Avdage Sal Loss potential of urgcotected sod (und m'vwhes)
ASLmaMverage Soil Loss potential w/material (uniform Inches)
MSLbare=Macmnum Sod Loss potential on unprotected sod (uniform Inches)
MSLmat-Maximum Soil Loss potential w/material (uniform inches)
SLT-Sod Loss Tolerance for slope segment (uniform Inches)
SF -Safety Factor
ComposelecAverage, sod loss It= total slope length (unit= inches)
-
mvvt.. T4eTCwn
C�
�CbS�ctv�.
Gy"
Po C3 . =tom PM�,-E--
pe
1
1
[1
5b
1
L
1
CHARTS, TABLES, & FIGURES
DRAINAGE CRITERIA MANUAL
50
30
F 20
z
CC
U
w
a 10
z
w
a
O 5
to
w
Q 3
O
U 2
DC
W
F—
Q
1
5
.1
RUNOFF
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■
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N
M
FAN
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/■■■11000001
r
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i����■�■■�
�I
MII
M
MM
AMII/MMMOMEME1
�
.2 .3 .5 1` �4 2 3 5
VELOCITY/IN FEET PER SECOND
10 20
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING"UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. 55, USDA, SCS Jan. 1975.
5-1-84
URBAN DRAINAGE 3 FLOOD CONTROL DISTRICT
No Text
No Text
MAY 1984
MA
0.7
F
iL 0.6
r�
Z 0.5
w
> 0.4
O
x
a 0.3
w
0
z 0.2
0
z
O
a 0.1
EXAMPL
I
0 1 2 3 4
FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2)
Figure 5-3
CAPACITY OF GRATED INLET IN SUMP
(From: Wright -McLaughlin Engineers, 1969)
I ��fiCt-CT. c�- i�.l�• 1� �-1:. �: T�^i_ !rJLE T
270 inrZ ��•�C =T "`
5
'7
G,ufP�rE� L.orMt�CKcc ccry t./• Pirowr� Zg�1--IE,—'
!I J
5-11
DESIGN CRITERIA
_Co
No Text
DRAINAGE CRITERIA MANUAL
K4
n 4(
0
0
2(
RIPRAP
■
■
',PM
Y t / D 0.76
Use Do instead of D whenever flow is supercritical in the barrel.
**Use Type L for a distance of 3D downstream.
FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR
CONDUIT OUTLET.
s
11-15-82
URBAN DRAINAGES FLOOD CONTROL DISTRICT
a3
DRAINAGE CRITERIA MANUAL
e
9 = Expansion Angle
mmmmmmmm
0
CA
WA
VA A
VA A,
FA Ar
W-.
a
�
RIPRAP
.I .2 .3 .4 .5 b J .o
TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D
0
FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS
11-15-82
URBAN DRAINAGE 6 FLOOD CONTROL DISTRICT
1
1
1
1
1
1
1
i
1
1
i
1
1
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PACE 23
i O I CL CLOOO
1 1
I o I ct C'to .
1 Ln 1 co CO 00 qCO qq
1 0 1 O) m O) m C G O O O O
1 . .
1 G I C C C C Ln Ln Ln Ln Ln Ln
1 1
I C I . Q. ON C. Q. O. C. C. C. O) 0 0 .
1 O I C C C C C C C C CC C C Ln Ln Ln
I m I CO CO CO CO g q CO CO CO q q CO q M q
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1 .
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I N I co cc C) co co co co co CO co co q CO 00 q q q q co co
I I
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O I C) I M C C C C C C C C C C C C C C C C C C C C C C C C C
C 1
C 1 I
O 1 O 1 to ON M C C Ln Ln Ln Ln tO t0 t0 LO t0 tD t0 t0 tD tC r\ f\ f\ f\ f\ r\
J I . I . . . . . . . . . . . . . . . . . . .
i q i CO CO co CO CC CO CO CO CO 00 CCO q CO CO CO CO 00 CO O0 q co Kr Kr Kr q q co co q
1 1
1 O 1 C C CO. . . .MCCCCln tt7 to to tl'1 Ln Ln U'1 L+'tO ' ... tD tO tD ...
Ln I
Z 1 r\ I c q C C' C C C C C C' C t cC' C C C C C C C C C C
1 g C
... I q q q q q q q q q q q q q q- g q q q q q q q q q
J 1 1
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co
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OW I a% L n 1 N M M en M M C C C C C C C C C C C C C C C C C C C C
1 1 w w c0 co co co co CC co c0 co cc co q co 07 q 00 co Co co co q q q q
I W 1
0 1 m- Ln 1 r4 qe MC Ln Ln LO 10 r\ rl rl CO q CO Cc q COCL O)O.CG000
LL I p • I . . . . . .
I .. J C I N N m c n m M M C" C 4 C 4 C 4 C') C.4 C.; M r; M C 4 C 7 r; C 7 C C C C C
Ln I N I c0 CO CO CO CO CO CO CO CO CC CO CO CO co co co co c0 c9 co q q q q q q
p I I
C 1 O I tC Ln co CD NMC CLn to Ln tO tO tD to tO l., l-, t., f., q q q 0) 0)
C I . I
O I KrI N N M M 00 M M M M M M M M M M M M co M M M M
Z I I COg CO CO CON COq COq q CO q CO CO CO q q q q q q q q q q q q q q
4^ 1 1
I— I to I .--I.-+tn t,gOONMMM CC' C C CLn Ln Ln tD tO 0.0 t-.1.
N 1 . I
I Cl) rN N N M M M r"') M Cl) Cl) f "f r 7 M M M M M M M M M M M M
W 1 I ggC.q ggqC:7 CO CJ CJgCOq gcOgqqqqqqqqq
U I 1
Z I O 1 MNLDq 0)O.-+N NrhMMCCCCC'C Ln Lt'f to Ln tO LO tD to
C I I .
C M I Q C cJ CJ cO COCJ CO CO CO COq q CO cc CO COQ CO CO CO q q co q q
I Ln I V)Ln C) N MC Ln tC r, r-_ r-_ co co q raN O)C) ON C)C)O OOOOO
C I . I . . . . . . . . . . . . . . .
Liz I N I C1 Q O . r N N N N N N
rl LU co q q co co q co c3 q q co co q co co co co q co co q q q q
1 1
I O I Cln OMLn t0 co co O)O OO.--I .r .-+.--iNNN Nf")MMMMM
. I . _
j N i �� co co co co co co co g q F) 00c0 00 c0 cc g q q q q q q q q
I 1
I U'f I qNq.-+CL17 r�r\q C)C)O O.--. .-. •". . . . . .: en .
1 14 t tO CJ 0�OIC 0; C)C) C)C)C) O O O O O O O O O O O O O OO
I I r\ r` r� r.- rl r` r� r, r` r�- r, g q q q q co g q q q q co q co co
I I
1 O 1 tOMOCr�0)O.--INCl) MCCIn I!')ln In tO LC LD t0 r�f�t0 tO tD
1 1
r, r g q q q q q q q q q q q q q qC� q q q q
I 1
I Ln 1 ON CD Ctp r� co co r� r�t0 tO u'f CCMMNNO)tO Crr C)tO
r O I O N N N N N N N N N N N N N N N N N N N.--I
I I r` rl r\r\ r` r, n r r\ n rl r\ n r` r, o f f nnnn
O C7 F— I O O O CD O O O CDO O CD O CD CDO O O CD O O O CDM O O
J L LLJ 1 .--INMCtn tO r�q C)O �1414 �41-4 NMMCC'Ln
LW v 1
J I
TABLE 5.1
I
u
I
1
Table 5.2
Treatment
BARE SOIL.
PAGE 24
C-Factors and P-Factors for Evaluating EFF Values.
C-Factor P-Factor
Packed and smooth . . . . . . . . . . . . I.00
Freshly disked. . . . . . . . . 1.00
Rough irregular surface . . . . . . . 1.00
SEDIMENT BASIN/TRAP. . . . . . . . . . . . . 1.00
STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG. .'1.00
1.00
0.90
0.90
0.500)
low -I
SILT FENCE BARRIER . . . . . . . . .
. . . . . 1.00
0.50
ASPHALT/CONCRETE PAVEMENT.
.. 0.01
1.00
ESTABLISHED DRY LAND (NATIVE) GRASS.
-See Figure
1.00
SOD GRASS. . . . . . . . . . . .
. . . . . 0.01
1.00
'
TEMPORARY VEGETATION/COVER CROPS .
. . . 0.45(2)
1.00
HYDRAULIC MULCH @ 2 TONS/ACRE. . . .
. . . . . 0.10(3)
1.00
SOIL SEALANT . . . . . . . . . .
. . . 0.01-0.60(4)
1.00
EROSION CONTROL MATS/BLANKETS. . . .
. . . . . 0.10
1.00
HAY OR STRAW DRY MULCH
After planting grass seed, apply mulch at
a rate ot Z tons acre minimum) and adequately
anchor, tack or crimp material into the soil.
Maximum
'
Slope Length
(A) (feet)
1 to 5 4UU . . . .
.. . . . 0.06
1.00
'
6 to 10 200 .• .
0.06
1.00
11 to 15 150 . . . . .
. . . . 0.07
1.00
16 to 20 100 . . . . .
. . . . 0.11
1.00
21 to 25 75 . . . . .
. . . .
1.00
25 to 33 50 . .
.0.14
6.17
1.00
> 33 35
0.20
1.00
'
NOTE: Use of other C-Factor or P-Factor
values reported
in this
table must be substantiated by
documentation.
'
(1) Must be constructed as the first
step in overlot grading.
(2) Assumes planting by dates identified
in Table 7.4
thus dry
or hydraulic mulches are not required.
(3) Hydraulic mulches shall be used
only between March
15 and
'
May 15 unless irrigated.
(4) Value used must be substantiated
by documentation.
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
0
ff
0
U
Q
L
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
PAGE 26
ESTABLISHED GRASS AND C-FACTORS
FORT COLLINS, COLORADO
I
�-
i
ESTABUSHED GRASS GROUND COVER (y)
FIGURE 5.1
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
PAGE 26
ESTABLISHED GRASS AND C-FACTORS
FORT COUBS, COLORADO
.. .. . . ....
..............
............
...
..................
.... . ......
.........
... . ........
...... ....
- - ---------
............
---- . ......
............
.............
...... .
. . ..........
......... ..
.... .....
...... . .....
...... . . .
........... .
.............
.............
10 20 30
40
50
60 70 80 90 100
ESTABLM
GRASS
GROUND
COVER (70)
FIGURE 5.1
E
EAST VINE DPoVE }- —•" °=° I —a- — -'- -
-- -
- o-♦ - —. PC
QS Atl.flOAD EEMMS
o-5 �. - --._
_. _ - .1. - - - __ - -
r r - s 71 _
No,
O
P
\ I I
--J t ( •LOT SA-
---- I LOT AATDRAINAGE
ERS
BY OTHERS
ipx UTLEY N FRONDED BY
N
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f- NEW BARN BOUNDARY
av FERN es]µ DEIFA e
UN AN SAWN
BP]HJAHr ERtu
� I1 oN�w E-1 BASH
-
I
r 1
I `
PT AND
uy �.. _.. �LOT
fW I _ ..5 ABS TAPE
F = — _
.
im
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ar
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NEW ROW BU0.5 -Pf, 5750 R w^ LI—¢�F iF iF yl `, 11
-
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1I a GROSS.WYMNI-
-
PLOWBIAOES MIDI ` •• - ��
M+�♦
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FOR PLAN AND ••a
B,-NrtTmI_ •--.BRMLEI ?S-_.NA_--
L
---•.�c�.� -- _ - ar- - -- oT
.J 3
I. NEW PANELS AREAS ARE TO BE
GRAVEL MULCHED AS PART CE ME
TEMPORARY ERO4M CONTROL RAN.
3. MI EROSION CONTROL NOTES ON
SLEET C-8.
a PRI MTO CWPIETNG CWI STRUCTp
ACTOR TO FLUSH OUT AND CLEAN
NEW AN EXISTING STORM SEKR SYSTEM
AND
AN OEXIISTINNGD SCO MENT TRAP IN WATER
UNITS Cf =0 1N
PL SENN MA - ZONE .
EENA NAP ]ZONE 4
A
FASTER THRUST BLOCK
N
W
OSUMI FIRE HYDRANT
0
FASTER WATER METER PT
WATER1 EXISTING
NO
ENSTNC RIEPHONE Pm,
EXISTING MANHOE
EXISTING STORM SCASR INLET
Ex15ENG REE
- s - -
EXISTING SANITARY
LSEWEIRTM1Ntt
ENISTINC FENCE
OH
EXIE xG 0YERHEAD LINE
EXIISTNG
_ -
EASEMENT ONE
------
EXISTING PROPERTY ONE
4 +
EXITING RAILROAD
-57
PROPOSES CONTINUE
"STAR STORM PAN
---nI
SOUTAR STgW DRAINAGE EYE [ MANHOLE
PIRCHOCESS, CARE NO SUTTER
-----EXISTING
FORM AND GTITTES
^USTI
STRAW RATE ONE
F-I AT FACH PONT
FAIR SOLAWARY
B
J
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U
a
Q
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U
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N
z
W
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GRADING DRAIN-
AGE A EROSION
*8D0-922-1987 CTRL.PLAN
5U-6700'111111 5/17/99
~—•-� CB3-047
0.5EN
aNmY
SCALE 1--50 m
City of Fort Collies, Colorado
OTRITY PLAN APPROVAL
APPHOMED. C-7
dm.1v'f BMITx11ry h6
CHECKED BY: N♦V a 1MaNN NI4t1 Wu
CHECKED BY:
manomaNr DWBE hb SSyyr
CHEERED BY
Pub A MrulAv h4 9b6NV OMY_
CHECKED BY.
-
CHECKED BY
—
r
G _
sysio
im
55 ___ __ _ _ - G �tI
___ -•� ,� .. rcuPOxAHr ERos ox ••�• ••�•. of Pml Collins
�u�.. u...•... ��. �. _ _ E _ _ _ _ _ e_• _ _ -. 1 _ _ _ _ _ _ SXE£r BRIG
MONSOON SAI
r - �fyµ\. P
�. qs Le wA R f N [ •WAYACIza r(A_. N C ' �- .r/^/••/`•/
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[ s�� — - 5 /^
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TICKLE PAN
•P V Rv`. �. ,gr DE SHEET OTT j
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F.F. WHIST
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53.]\ 9] y ••�`• N . J
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MY SIX ADS
—_ -- _
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PrvnsE . BUILDING AID"
_ -- -
NEW TO or AREAS
an,MULCHED
A PART LOT `N
_____._ —_ "---- wLaEo s u+r r-- AGE EROSION-
- _--. _ _ nK IEIAP�T051OIr_
"..__.. _ AGE S EROSION
PLAH._�..
CTRL. PLAN
LEEQ� DIX 0/17/99
1-800-922-1987 EXISTING THRUST BLOCK - - -,- - _ - - MISSING GAS umrY ScuE TING WE B$-pa
w 534-6700 = AN EgsnxG WARR RULE - _ y_ _ _ EgsnxG WATERLINE MAW c, OLSON
I'MMMUrg R EMISIING PRE IYDRANr _ _ _ - - _ s GwrRY
s��vG Ensnxc Ens[uENr ONE
EM15nHG WATER yEYR PIT BID' 616'
• EKSTNG WATER CURB STOP EpSTNL PROPERTY TIRE Im B'W 0.31' Or OMB
Cll$ OI For( Collins. Colorado Or EXISTING TELEPHONE RACE EpsTNL FIRE NHE �� Jr �� 10 P _fl IL 10 0 JI
UTIW'IT PLAN APPROVAL Egsnxc wnxxaE EgsT/NL RAIIROAO I.s' rm' Lar >/E' >,m' km TN' am' I tar
APPROVED: ■ PIsnxc STORM SEWER INEr aw-xT °$
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CHECKED BY: F'1 Rrs _ oT _ pT Ln RE_TION r Oa = 1.5A as BECTION
y /elv k 11••N••b BIpIV M• E1.y' CXISTHG THE - -- VESTING STORM PAN X Da = 219 CR
d E CHI BY: T EYISTNL rE1FPl1 - - -srv- - VESTING STORM DRAINAGE PIPE k wANNOE
2-Nwm••rer UtiRr pile CNE MEN U
- i -- EgSPNG SANITARY SEMEN OTUry DJ• PROPOSED AND
CHECKED BYk� m EXISTING CURB AND CUTTER NOTE
E—ELSTXG FIELT,� UTILITY,
E
PRIM TO LAND EXIS G STORM
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