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Date s ,' �0 M El
�1
AL
Final Drainage Report
for
Stetson Creek 4"' Fling
Fort Collins, Colorado
June 25, 1999
4
NORTHERN
Final Drainage Report
for
Stetson Creek 4' Filing
Fort Collins, Colorado
June 25, 1999
Prepared For:
Hartford Homes Inc
344 East Foothills Pkwy.
Suite 12
Fort Collins, Colorado 80525
Prepared By:
Northern Engineering Services, Inc.
420 South Howes, Suite 202
Fort Collins, Colorado 80521
(970)221-4158
Fax (970)221-4159
Project Number: 9842.00
3`d Submittal
1
E N G I N E E R I N G
June 28. 1999
Mr. Glen Schlueter
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80522
RE: Stetson Creek 4tn Filing
Fort Collins, Colorado
Project Number: 9902.00
Dear Glen:
Northern Engineering is pumped to submit this revised Final Drainage Report for
Stetson Creek 4" Filing for your review. It represents a study of existing and proposed
stormwater characteristics of the project site.
This report was prepared in compliance with technical criteria set forth in the,
City of Fort Collins, Storm Drainage Design Criteria and Construction Standards
manual.
If you should have any questions or comments as you review this report, please
feel free to contact me at your convenience.
Sincerely,
NSJRTHERN ENGINEERING SERVICES, INC.
Tic
Roger A. Curtiss, P.E. = "�� '�•
2'I362 '
cc: Gary Hoover =
i i
1 420 SOUTH HOWES, SUITE 202, FORT COLLINS, COLORADO 80521, (970) 221-4158, FAX (970) 221 -4 159
Final Drainage Report
for Stetson Creek Fourth Filing
I. GENERAL LOCATION AND SITE DESCRIPTION
Stetson Creek 4`h Filing is located north of Stetson Creek Drive, within the Stetson Creek
PUD. The site is also bounded on the north by Timber Creek, on the west by future Stetson
Creek 5` 1 Filing, on the south by Stetson Creek 1-4' Filing, and on the east by Stetson Creek 3"
Filing.. The site can also be described as a portion of the southwest quarter of Section 5,
Township 6 North, Range 68 West of the 6th PM, City of Fort Collins, Larimer County,
Colorado. A vicinity map of the site is included in the appendix of this report. This site is also
located within the McClellands/Mail Creek Major Drainage Basin, as defined by the City of Fort
Collins Stoimwater Utility.
This site includes approximately 10.61 acres, including the adjacent roadways. The site is
presently undeveloped, and consist mainly of native grasses. Residential units are being
constructed in 3`' Filing, and the 5`h Filing is in the final stages of plan review, and is expected to
be under construction in the Spring of 1999. The site generally slopes from the west to the east
at slopes less than 2%. There is also an existing regional detention pond located southeast of the
site which was constructed with the Stetson Creek 13' Filing project. This pond is referred to as
existing Pond 373.
Plans for this site include 35 single family lots with the associated residential streets to
provide access.
II. HISTORIC DRAINAGE
As mentioned above, the site is presently undeveloped, and consists mainly of native
grasses and vegetation. Currently runoff is directed towards the east to channel section 167,
which was constructed as a part of the Timber Creek project, and southeasterly to existing
detention pond 373, located within the 3"' Filing.
This site was also included as a part of the overall drainage plans for Stetson Creek and
Timber Creek, as well as the S WMM model that was developed for this area. Detention for this
site has been accounted for, and provided within pond 373. Conveyance for the site has been
provided for either in channel section 167, built with Timber Creek, or from Stetson Creek
Drive, which was constructed as a part of Stetson Creek I" Filing.
III. DEVELOPED DRAINAGE
Design Criteria and References
Drainage criteria outlined in both the City of Fort Collins Storm Drainage Design
Criteria Manual, and Storm Drainage Criteria Manual by the Urban Drainage and Flood Control
District have been used for this Drainage Study.
Hydrologic Criteria
The Rational Method was used to estimate peak stormwater runoff from the proposed
site. The 2 year storm event and the 100 year storm event was used to evaluate the proposed
drainage system. Rainfall intensity data for the Rational method was taken from the City of Fort
Collins Stotmwater Utility Intensity curves (Figure 3-1).
Hydraulic Criteria
City of Fort Collins Storm Drainage Criteria has been used for all hydraulic calculations.
Drainage Concepts
The site has been broken into 7 smaller subbasins to isolate developed runoff quantities
at various design points. We have attempted to show all adjacent drainage basins and what
project they are associated with. These are designated on the drainage plan as 1 for those
improvements identified as a part of Stetson Creek 13' Filing, 3 with 3" Filing, 5 with 5t' Filing,
and T for those associated with Timber Creek.
In general, this site conforms with the approved concepts presented in the Overall and
Final Drainage study by RBD for Stetson Creek 1g` Filing. The only true difference that has
occurred from the Overall plan was that 51h filing was designed with a higher density than the
master plan, and therefore, additional onsite detention was located within the 5' Filing project
boundaries. For the purposes of this study, it will be assumed that Stetson Creek 5" Filing
is existing.
As mentioned, Stetson Creek Drive and associated storm sewer were installed with
Stetson Creek 1" Filing. When Stetson 51h added a detention component to their site, they routed
the flows in the existing storm sewer through their detention pond, and re-released these
detained flows to catch basin 523. The combined flows at design point 523 are 3.3 cfs in the
street for the 2 year storm and 18.08 cfs in the street for the 100 year storm. 19.96 cfs is in the
existing storm sewer. An additional 1.5 cfs and 3.5 cfs (2 yr and 100 yr flows, respectively), will
be intercepted by the existing 5' type R curb inlet located at design point 523.
Subbasim SF-1, SF-2, SF-3 and SF-4 will convey flows to the existing curb and gutter
located along the northerly side of Stetson Creek Drive, and ultimately to the sump in Stetson
Creek Drive located at design point 705 (at an existing 15' Type R curb inlet). An additional 10'
curb inlet was installed at design point 525, and intercepts an additional 3.1 cfs and 8.00 cfs (2
yr and 100 yr flows, respectively).
Subbasin SF-5, located along the northerly portion of the project, will direct backyard
flows towards the North, and combined with backyard flows from basin 221 of Timber Creek
will be conveyed to the east via channel section A -A, to channel 167, designed and built with
Timber Creek.
Subbasin SF-6 (Madison Creek Drive) will be conveyed to a proposed 5' type R curb
inlet located at the back of the Cul-de-Sac, and will be piped to channel section 167. The area
shown for subbasin SF-6, also contains the area described as basin B-1 in the 5`' Filing study.
Similarly, Subbasin SF-7 will be conveyed to curb and gutter, and to a low point on Coal Creek
Court. A 5' type R curb inlet will intercept these flows, and storm sewer will convey these flows
to Channel 167.
All developed flows from Stetson Creek 4`h Filing ultimately are conveyed to existing
detention pond 373. Detention volume has been provided in this pond for 4t' Filing. The original
SWMM model that was developed for Stetson Creek showed that this site is located within basin
314, and that detention was to be provided in detention pond 373. The area of basin 314 was
91.15 acres, and the % impervious value for this basin was assumed to be approximately 34%.
This resulted in the SWMM showing that required detention for pond 373 was to be
approximately 11.5 acre feet. The pond was constructed, and the volume was certified to contain
11.5 acre.feet at a WSEL of 4926.50. When Rocky Mountain Consultants modified the SWMM
model to reflect 5`h filing, basin 314 was reduced in size from 91.15 acres to approximately
78.89 acres, with an % impervious value of 34%. This resulted in a required pond volume for
Pond 373 to be approximately 1 1.2 acre feet. The values were checked for 41h Filing, and we
assumed an impervious % of 42.3 %. We modified the SWMM model with a composite
imperviousness value (7.51 acres at 42.3%, 71.38 acres at 34%) of 35%. This also resulted in a
required pond volume of 11.2 acre.feet. Again, this pond was field verified to contain
approximately 11.5 ac.ft. of detention storage volume.
IV, EROSION CONTROL
General Concept
Stetson Creek 4th Filing lies within the Moderate Rainfall Erodibility Zone, and the
Moderate Wind Erodibility Zone, per the City of Fort Collins zone maps. The desired
effectiveness goal for this site was estimated to be approximately 80%
The intent of the erosion control plan for the site include the following guidelines. As
these measures can vary depending on the time of year construction activities take place, as well
as the construction window involved, we would look to the contractor to work closely with the
City to insure the intent of the plan is generally complied with.
It is the intent of the owner to move quickly ahead with development once overlot
grading takes place. It is anticipated that overlot grading would start sometime around July 1999,
or sooner if possible. Therefore, once overlot grading and utilities have been completed, the
owner would like to restabilize all disturbed areas, not in a roadway or within 60' of the
proposed Right -of -Way, either with vegetative means, or by hard surfaces. In no cases shall
restabilization occur more than 30 days after disturbance.
In addition, silt fence will be provided around most of the exterior of the disturbed areas
adjacent to channel 167, gravel inlet filters will be installed at all curb inlets, curb openings, and
pipe entrances. Straw bale check dams will be placed in all open channels, at a minimum of 250'
intervals.
All construction activities must also comply with the State of Colorado permitting
process for Stormwater Discharges associated with construction activities. A Colorado
Department of Health NPDES discharge permit will be required before any construction grading
can begin.
V. CONCLUSIONS
Compliance with Standards
All computations within this
report have been
completed
in
compliance with the City of
Fort Collins Storm Drainage Design
Criteria, with the
exception
of
the following request.
The lot configuration is such between the 3`' and 4' Filings, there are areas where the
side slopes would need to be 3:1. Therefore, we would like to request a variance from the City
criteria of 4:1 max slopes to 3:1 in these areas only. These areas have been shown as section A -A
and B-B on the utility plans. As the horizontal distance increases between the 3`d and 4' Filings,
these side slopes will be increased to 4:1, per city criteria.
Drainage Concept
The proposed drainage concepts presented in this study and shown on the grading and
drainage plans adequately provide for the conveyance and detention of developed runoff from
the proposed development.
If groundwater is encountered during construction, and dewatering is used to install
utilities, a State of Colorado Construction Dewatering Wastewater Discharge Permit will be
required.
Stormwater Quality
Because water quality is important to this developer, water quality mechanism will be
incorporated into all aspects of final design of drainage systems.
Erosion Control Concepts
The proposed erosion control concepts adequately provide for the control of wind and
rainfall erosion from Stetson Creek 4"' Filing. Through the construction of the proposed erosion
control concepts, the City of Fort Collins performance standards 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.
REFERENCES
1. Storm Drainage Design Criteria and Construction Standards,
City of Fort Collins, Colorado, May, 1984.
2. Drainage Criteria Manual, Urban Drainage and Flood
Control District, Wright -McLaughlin Engineers, Denver,
Colorado, March, 1969.
3. Final Drainage and Erosion Control Study for Timber Creek 1st Filing, by
RBD dated December 31, 1993
4. Final Drainage and Erosion Control Study for Stetson Creek 1" Filing, by
RBD, dated April 29, 1994
5. Final Drainage and Erosion Control Study for Stetson Creek 3d Filing, by
Northern Engineering Services, dated April 29, 1996
6. Final Drainage and Erosion Control Study for Stetson Creek 5" Filing, by
Rocky Mountain Consultants, dated December 1998
�I
I
F1
IJune 28, 1999
Mr. Basil Hamdan
Water/Wastewater - Stocmwater Division
700 Wood Street
Fort Collins, CO 80522-0580
RE: Stetson Creek 4" Filing
Response to City Comments
Basil,
The following letter, included in the Final Drainage Study, is in response to your project comments, dated
June 16, to Steve Olt.
1. The contours on the drainage plan have been modified to match the contours on the proposed
grading plan.
1 2. Done
3. Done
4. A note was added to the plans below the Sequence schedule regarding reseeding, and seeding and
mulch was modified in the sequence schedule also.
Please call if you have any additional questions regarding this resubmittal. I am available to meet with you
to discuss any of the revisions, or the study.
' Sincere y,
KC1071 t
' Roger A C.E.
Project Engineer
1
cc: Gary Hoover - Hartford Homes
1 420 SOUTH HOWES, SUITE 202, FORT COLLINS, (OLORADO 80521, (970) 221 4158, FAX (970) 221-4159
REVISION
COMMENT SHEET
DATE: May 24, 1999 DEPT: Stormwater
PROJECT: #16-89M Stetson Creek, 4th Filing, P.U.D. —
Final (LDGS)
All comments must be received by Steve Olt no later than the staff
review meeting:
Wednesday, June 16, 1999
1. The grading on the drainage plan does not appear to match that of the grading plan.
Please clarify and make any necessary changes to the basin delineations, etc.
RESPONSE:
2. Please call -out the size(s) of the trickle pans throughout the site and provide spot
elevations for them on the grading plan.
RESPONSE:
3. Please provide cross -sections for the overflow swales on the plans and show the 100-
year WSEL. Also, please show at least the 1.33*Q100 depth in the cross -sections for
swales A -A and B-B.
RESPONSE:
Continued on back......
Date: / A / ?
Signature:,LDr^ 41711/i/oe- L1,1.s/, An
CC: Steve olt
CHECK HERE IF YOU WISH TO RECEIVE COPIES OF REVISIONS A/o rO 1or^ E
X Plat X_ Site x Drainage Report _Other. ,N��or��}hen E�.q•
o,SUtility ,� Redline Utility � Landscape
rTlz.�d l�-o7tj
City of Fort Collins
4. The erosion /sediment control plan can be approved as soon as the note regarding
seeding/mulching is on the plan, per your response to #3 from the comments of
3/22/99. #3 from those comments is repeated below.
The calculations and the report call for stabilization of disturbance areas by seeding
and mulching. This is not reflected in the project schedule. In addition, there should
be a note on the plan indicating that reseeding and mulching is required.
i
RESPONSE:
Please refer to redline plans and report for additional review comments.
r
rI
Stetson4th-2.doc
IMay 1, 1999
Mr. Basil Harridan
Water/Wastewater - Stormwater Division
700 Wood Street
Fort Collins, CO 80522-0580
RE: Stetson Creek 4" Filing
1 Response to City Comments
Basil,
' The following letter, included in the Final Drainage Study, is in response to your project comments, dated
April 16 1999, to Steve Olt.
r1. This project is located within SWMM basin 314. The original model used a 34% impervious area
and a basin area of 91.15 acres. The result was a required detention volume in pond 373 of 11.5
ac.ft., which is the volume the pond was certified to. Rocky Mountain Consultants revised the
model to show the effects of the 5"' filing. Basin 314 was revised from 91.15 acres to 78.89 acres,
at 34% impervious. This resulted in a required pond volume for pond 373 of 11.2 ac.ft, with a
' peak inflow of 109.6 cfs. I also revised basin 314 to reflect 7.51 acres (Stetson 4"') at 42.3%)
impervious, and 71.38 acres at 341/o impervious, which resulted in a composite % imperviousness
of 35%. The revised model showed a required volume for Pond 373 of 11.2 ac.ft., with a peak
inflow of 110.3 ac.ft.
2. 3:1 slopes were only used in the areas adjacent to the channel which are constricted. We need a
variance in a couple of those areas. All other areas have been modified to reflect 4:1 slopes.
' 3. OK
4. OK
5. Basins A-19 and SF-1 have been revised to reflect this.
6. Starting numbers used have been taken from Rocky Mountain Consultants study for the 5`h filing,
and also have been included in the appendix of this report. These have been noted as design point
523. The rational calculations used are consistent with that calculations for the original study.
7. We discussed this with Basil. The areas contributing to this joint side yard swale has been
' minimized (by approximately 0.33 acres).
Erosion/ Sediment Control Comments
1. I assume your reference is to the report section under conclusions. This has been modified.
2. The silt fence has been revised to be located at the limits of any grading that will occur.
3. We will revise the project schedule., and a note regarding seeding will be placed on the plans.
4. It is now included.
Please call if you have any additional questions regarding this resubmittal. I am available to meet with you
to discuss any of the revisions, or the study.
Sincerely,
Roger A Curtiss, P.E.
Project Engineer
cc: Gary Hoover - Hartford Homes
PROJECT
COMMENT SHEET
City of Fart Collins
Current Planning
DATE: March 17, 1999 TO: Stormwater
PROJECT: #16-89M Stetson Creek, 41h Filing, P.U.D. —
Final (LDGS)
All comments must be received by Steve Olt no later than the staff
review meeting:
Wednesday, April 14, 1999
' 1. The report mentions that detention volume has been provided in the 1" Filing Pond
373. The 1" Filing report indicates the SWMM basin for this pond (basin 341) has an
overall imperviousness of 34%, yet the 41h Filing is 42.3% impervious. Please justify
' and document the relatively high imperviousness of the site by showing that the
overall imperviousness of SWMM basin 341 will not be exceeded with this
development. if the overall imperviousness is exceeded, then steps will need to be
taken to mitigate the additional flow to Pond 373.
RESPONSE:
2. There are some areas of grading that exceed 4:1 slopes (see redline grading plan).
Please provide grading that does not exceed the 4:1 slope criteria at the site.
RESPONSE:
' Date• IL I ` I Signature.
CHECK HERE N YOU WISH TO RECEIVE COPIES OF REVISIONS
PIS Site Dr nkac Report
�U6 Y R& Utility Lads*
Dlt-
Ok
_ 5
11
City of Fort Collins
' 3. Please provide a cross-section
p ss section for the potential channel constriction to the northern
' section of the site (see redline drainage plan). Also, please show this section and
swale section 1-1 on the plans for construction purposes.
IRESPONSE:
4. Please provide overflow swales at both inlets that will pass the 100-year flows to
each. Also, please show cross -sections of these swales on the plans.
IRESPONSE:
1 5. A portion of the runoff from basin SF-1 will flow to inlet 523 based on the
topography. Please be sure the basin delineations match topography and make any
necessary changes to the hydrologic calculations.
RESPONSE:
6. The hydrology and hydraulics at DP 523 and DP 1 are confusing (see redline report).
Please clarify the method used to obtain the flows to these design points.
RESPONSE:
' 7. Please extend the Tract easement between lots 10 and 29 to include up to the junction
of the two backlot swales. Also, please note that fencing restrictions will be required
for the two backlot swales.
RESPONSE:
Erosion/Sediment Control Comments
1. The statement under "Erosion Control Comments", in your drainage report is
outdated. The design and calculations have been completed.
RESPONSE:
2. Silt fencing is shown along the eastern perimeter of the project, yet some grading is
' indicated in the drainageway to the east of the fence. How is this area going to be
protected from sediment transport? Is this drainageway going to be stripped of its
IStetson4th-1.doc
I
L
temporary vegetation and put in turf grass/landscaping?
protect the downstream areas while this work is ongoing?
RESPONSE:
If so, what will be done to
3. The calculations and the report call for stabilization of disturbance areas by seeding
and mulching. This is not reflected in the project schedule. In addition, there should
be a note on the plan indicating that reseeding and mulching is required.
RESPONSE:
4. Where/what is the erosion control escrow?
RESPONSE:
Please refer to the redline plans and report for additional t
Stetson4th-l.doc
r
I I
APPENDIX
J
1
u
VICINITY MAP
1 "=2000'
i�
SWMM MODEL
I�
C�
fl
1
a
SWMM MODELING
WILL NOT REQUIRE MODIFICATION AS A PART
OF THE STETSON CREEK 4T" FILING PUD
FOR INPUT AND OUTPUT OF SWMM MODEL, SEE
THE REPORT ENTITLED FINAL DRAINAGE AND EROSION
CONTROL STUDY FOR STETSON CREEK
PUD FIRST FILING, BY RBD, INC.
I
EUIUI[ O[YELOPI(Nr W BK BASW "c ILA1405 BABW ORAWAO[WAY
YV57 PCIIEOIW 5WY YODpW( TO
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DOWFISWM ORAWAU TAMIES, lO
YPEN PRO\EIE A pyt NIM M[
5WW YODEL FOR INC AREA.
IMDEWLOP[D PROPENtY IINOELELOP[O PROPERTY
]09
JI.Sp
a�
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5 WWL llT
JOT S SYBBAS IOENRIGLTYW
9e SO S NTE)ASW MCA W K S
JOI SMR, CONLEYMCE EL[Yp1T MIYBCR
54"NAY NIENrgN PpEI YIMBER
We EILANDS BASW WN,A2YAY
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rrE+^v PsY..,nJ S
e19
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091 _
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EM No WAfl% Y ACT TO
OwRASIREALI DBAWALF EACl11E5.
PROM A WN
L FM TFIC AREA
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WOCHIM(D PREPEPIY
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OB
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KK— R3Di.. MAPN SLED ttaiD Enpi,waTwp GolleuNBM9
STETSON CREEK P.U.D.
TIMBER GREEK P.U.D.
DRAINAGE PLAN FOR DETENTION
S MM MODEL EXHIBIT
1 1 1
EXCERPTS FROM TIMBER CREEK - POND 373
RINC
Engineering Consultants
CLIENT E�-�/er% �On+� S JOB NO. /F 4'
PROJECT CALCULATIONS FOR De-- Pond 3 73
MADE Br K4X* DATE I IL -- CHECKED By. DATE SHEET "4-gc=� OF
DE7rA)770A1 o0A40 373 .5rOoO96E
EC.E✓• Rk£A r9REA STp�AGE cumr►r. sTAe�GE
(Pr) (SF C /9cRES)
�/920 0 O
0.061 0.06( `f9Zl
Y92/ 799Z 0,103
O . y0y o . y(ds 4{9 zz
'f9Z2 29Y94 0a677
l,D98 /45763 gIZ3
y923 6e87a /45-61
Ir890 3rY53 `�9ZY
y92y 965'e(S Z.Zllo
24y29 Sm,88Z 49Z5
y9z5 11537y 2a6Y9
z.-771 g•b53 Y9u
'l9zL 1 Z�On7 2. a9Y
3. e3 l !!, 68Y Y9Z7
y9z7 13S l!s 3 r 17/
V= 3 d (AtBf 77i 6') *or un;Fpr+► SiQes
W : t,LJcAc r Q va l ifY colcf u,c
' 5aC,,jno4/ ' vSG. F''� S / "LUiaier QuAf,t� CAfetv.e_ V*hH C
Frr.... FJs-lj, 400c✓ " 1o3C� ,qC—F7T,
Fro..., 4b0ve- 5+vro9t Cvrve- , the Clevafior �vA;ch w-ll ote• N-07
1,3(o At-lc-� 4 wR+r -I is '99ZZ.8Z
Sc+ 1p Yeer• Orifice- orw",,�..a, ba+fAro• c/eva-4ion ai- y4zZ.95 (rou..dY1 off Cleve)
/AI5)ae. •441e. 10 gear orifice oDeniny f-or •tl,c o1Cle-+on tAb„d
504AMOAJ )Z4. r f0rc+ Overall / Fmli.. nary DrstiMar eL and 6'rVVa" Con-frc/ Si&al 4r- 5A!6;0n C.eek xw, It
by k8D1 Dec. 15lj 1173 (sce /0 yr• Cals on rre , COF1 of room. Ar'"plexy
sheet" l.+clvdd hertiin ),
Qle = /0019 c•FS [inflow ,r/o efFsife) See ne,t -Few ffTs I
/9re& = 90atoS Hors ( nrf ionCAW(; on�o Of -5;14c ;
Rc.F mf°"t ~ FIn.I Drxi 0o?C *.rd E/1agDn CorrTrrD/ 5fw% fye- Creel< Pu0
J=irs+ FINPT" by 9617) Dec (ol lt93 (sea po /r43 4-/4Y inclde ;
�erc n for r4erv.ce) - -
rror+ Pal a 14 3 1 PO4 373 fmf7o$c L r -AceaS it r0.4ga /= 7, ZD cfs 4r^ a /O �r sliiirn, aei
Zt a,1oti�On/ OfFS;fc. BinL Q a: 3//p m 30c6r 4rrd Pcnine Re/oast 4mrn Awa 37V w3CA
uwhicA u.il/ be aN.wrd -+0 d'lrr417 /Mss ;r+fo anit o✓tof Pv.d 379. (Ste. naxf
+-W P&Ies)
DRAINAGE CRITERIA MANUAL (V. 3)
0.5
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0
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9-1-1992
UDFCD
STORMWATER QUALITY MANAGEMENT
¢ /
Extenic
0-Ho
ed De
r Dral
entior
i time
Basl
(Dry)
1
D
1
tentic
-Hour
n Pon
Draln
Js (1N
rime
t)
I
0 10 20 30 40 50 60 70 80 90 100
Percent Impervious Area in Tributary Watershed
Source: Urbanos, Guo, Tucker (1989)
Note: Watershed inches of runoff shall apply to the
entire watershed tributary to the BMP Facility.
FIGURE 5ml WATER QUALITY CAPTURE VOLUME (WQCV)
IdJQC V = L R��� Agra
UIQCV wa-kr Qvall� C0.p'fvrt
` 17
Velvmc Ponj 373
1�
R
DRAINAGE CRITERIA MANUAL
5(
CL
rn
O
cc 20
w
a
10
I
RUNOFF
ate/
D"1 A c
3,2
d. 1 4 5
HOUSING DENSITY — UNITS PER ACRE
FIGURE 2-1, RESIDENTIAL HOUSING DENSITY
VS.
IMPERVIOUS AREA
5 1 84
URBAN DRAINAGE S FLOOD CONTROL DISTRICT
Engineering Consultants
CUEMT o�enevot- 40P" �
LL roe Nc. 345-00 3
►ROJECT 51tfS Or+ Clef %' PUS CALCULATIONS FOR SWMAI r17DdCp(
MADE $YEU DATE CHECKED BY DATE $MEETMLOF
i 10 Year 5tprrn 6oent I
I �ota 373 E..lptt 1L Prr/j..,»eN Sr�:.,� '•
I t
i fio.►• fir. /i9�C/e/%M./e �,3jn /17e3tFi Dra;..a�� `1'e.�� die a%/ouArL/e
S�hvrY*I i nr ax In,v,.r d) sclw r� c r dL igro i s o o z. efs R c re t A ry
r-�--
t t�rrua- �Euer >�si Coa+ i4 i�:s--13-y t c irs
T7iG 4 /1ewa6/e Q,o re%<se m4c. -fir- m tR a Cxnwa /E�g f f coon 6�rie.�.
I Snit.. is Oo2: (/3y) = 2Co8 �S
'i
c.i cmSa" icon I
D1
d• 373 'f•here-f..e. �ui,l( accer.►'f ,fvr' ar.� Ovtr ��etin 4r 6es)rs
-_307130?,1312�wnrC 3/3. wh(cv rt_leaAsc.. d)rvdntir--urfo_ _ ra../'�%,C/e//irr13 _BiS)n------•---� RRSitl FLOW n� i�,Q�s� �[1eu/ABCE f
307 7 ; VO...iwullcS royZ301
do 33.
:1
m10vf _ _21009_
TOiAt /3 cFs ! 7d77ftc Z c f'3 i f
Dti er+++�.+t Tod„ I allewab k r¢I�se r rir. -firm Pend. 373
rzdlt-= 30 cf0> I
De �a;ricd ne ka3e fro.., Pond 37Y = 3 ef5
I : Basi ►? 3fy /�rTi� = TO (o S Acres
Basin 3 /'l y//ew.bk rt le.� a nx{c- 90. es(e,z);- /B•
_ ._-_.Ba�Ar�l_3l`i /hNawalat Ia le.s4L r`n�t
O�6,t4c. Basin 31(o Q,o flow ra{{
iW S Dt_'ra)iltd- Re I eese-%rv,,, p,,I 37y
.37, z cf s
I
1.0s aa; s 307) 9011 3121 313 (13-7) = lr clods*
fs
490 oFS
- -.. ^-- --
_ �u,n,+iary �f Prv�osrl Qclelrse. r2.tie5
Ba�slr 307 7 j
Basin 5061 z j
Basin 313 j 1
I
Pon dl 371 . 0.58 ` I
t I
372 /o75;
Pond 373 7.2o ()8.Z-t() _..
i
re"I: 37Y 3 r—
cf's C e K )
No+e I
9
10 .
. ..
Fir Pono0s • 370 rt 371
Stc ��Qt{t++-�fe//+ %�n.0 SMrnvnt►'i
370*-37/ desn 5e on.
CLIENT FVEKt7 - /It?rn!S JOB NO
INC PROJECT Tooniier Gee k CALCULATIONS FOR Der!' -
I Ponj 3-73
Engineering Consultants MADE By KUK7 DATE 12-1.-13 CHECKED Br DATE gHEET Gp i OF
10 yr'• Cr;flce cAlf tA*�,
51 "G /D7t04r Orrice are"',,,.J 'fo eass Q= 7.Z.o cf3
(offsrfr. flows -6:) Po.s5 4rec+it ih4v -+Ike, Pond ovt(ef- Lav,c thrt2rk •bP of*"` "�
Use ffie Orvc-Ice_ =CN use Cs 0.6/ OF, moctior+ Q 5 ,mpc Edge O� r. O c.PO"y
l/ /�K;mZoc Rn6cier P
/nver� of ornf•ce_ ope.�'svn = y92:Z,6S to year co•,$rc/
r t at 1 �r Pond ev+ief Sob Gn.+c. elev. o; 5192y,?D
Use oren;ni heint'*f of 0.(e7-R
µ,.;(,itIC heal= ZH,Z — ZZBS—.3y=/,0/ ff
Def. nfProxirr.lf-C ar;flcc Wnctfi+
q = C)q 17F
7,20= 6,(ol (A) a5(/,ol )
/9 = /, y b .SF
µf' 0n
ay- = 2019 t = Z t- Z
Try O r i4 LC &MAL df $ "X 2(e0 Wl � ELev = " 3. / B
ELEV
cvmM
Lpr)
5TVRO;6E
4920
0
Y121
,041
Y9ZZ
, H(o5
ggZ3
b 54 3
H424!
3•Y53
492Y, If
3, S9L
v92y.2
3,939
'112y3
y,18Z
"Zv,v,
'I,YZs
Amv,s- A/, "IB
POA)D 373 10 YCVZ pOoovD RAnNG CURVE (SA;rrf e.
�qv41L* cE ORIFICE t Fi►,eI Raga, Co{We. 44*Cr in
EAC)_F1Dw •thest ca l& 00,15
O gc^w)molcr oI outlet sf'7:ofco►G
0 O de$) I
A fo be done /10(f ' %n
O O /,,cse cAlculaflonS,
o ° q=cqV hh
0,92 6.76 Wt1er•c C. O.(oi
A9 /, wY sF
Hoff. Trash Rack des; n fv 6e Anne
1, /Z 7,yG 9
/ 2Z 779 �a+er',n �-hese. cala,(aftanS
/.3z g,tp �o ensure o�e.+In� or-if+ce arr.�
15 no't red ucel
N&ie % 5WAIM Model 0$f6ii-e
Convewomce. E7er++en•t A/0.30
' was fro. Abooa 373
for /o reed' or; fi ce oPen)nj
L.
C OAK L.6 I OAS
' Fro.•- /o yQo s wmm lW oale / o cJtPLPj4- i rn C /uo(e.( o rn /LAX 7c jt e�)
use. B"X 2(,, Orifice. openin4 u// j FLev, = y9Z3,/9
and 5e-f fhe too rear'/ ovarlQ/oc., cleLovt.fon of 4i-,e Pore(
' e✓f/ef- bo,c •c-f E/eu , y9Z 5�• ZO
GENEVA/EVERITT DRAINAGE MODEL FOR A 10 YEAR STORM EVENT
( TOTAL DEVELOPED BUILDOUT:MODEL 39500310.DAT)
PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS •••
CONVEYANCE
PEAK
STAGE
STORAGE
TIME
ELEMENT
(CFS)
(FT)
(AC -FT)
(MR/MIN)
300
130.
(DIRECT
FLOW)
0
30,
36
19,
.4
0
40,
290
3.
(DIRECT
FLOW)
0
15.
24
15,
4
0
40.
30
130,
(DIRECT
FLOW)
0
30,
15
3.
.3
0
45.
5
3.
.3
1
0,
21
35.
.7
0
40,
29
3.
1.0
.0
1
0.
23
37.
.7
0
40,
35
12.
.3
0
40,
7
58.
.7
0
40,
4
119.
2.9
0
35.
u
30.
1.0
0
45.
20
48.
2.0
0
45,
19
5.
.2
0
18
35.
.6
D
45
45.,
9
4.
.3
0
40.
10
18.
.5
0
40.
11
7.
4
1
25,
13
19,
5
0
45,
8
71,
2.5
0
40,
6
179,
3.6
0
45,
17
398.
2.5
0
45,
95
ilia
(DIRECT
FLOW)
0
35,
91
11.
1.1
0
40,
2
83,
.1
28.5
3
5,
93
10.
.1
3.1
1
50.
1
83.
.1
3
5,
92
14,
1.1
.2
0
40.
94
10.
1.4
1
55,
3
86.
.9
3
20,
357
99,
1.6
3
20.
35
99,
2.0
3
2
359
99.
1.6
3
25.5,
310
58.
(DIRECT
FLOW)
0
40.
370
1.
.1
.5
1
25,
360
99.
2.0
3
25,
31
58,
(DIRECT
FLOW)
0
40,
28
4.
.8
1
20,
33
36.
1.3
0
40,
371
1.
.1
.1
1
0,
361
9.
1.6
3
5,
27
89.
.9
0
4
45.
372
2.
1.0
.2
1
10,
362
99.
1.6
3
25,
41
89.
1.0
.0
0
45,
34
71.
.9
0
4
374
3.
1.0
.80
1
45.5,
39
27.
1.6
1
5.
363
100,
1.6
3
25, S E7-
26
138,
5.0
0
45,
38
30,
.1
1.7
1
10, O F
365
19.
1.5
0
40,
364
106.
1.7
3
25,
42
147.
3.4
0
45.
25
5.
1.3 .0
0
40,
14
56.
.8
0
40,
16
6.
3
0
40,
12
53.
.8
0
40,
366
136.
1.9
1
35.
22
229.
3.4
0
45.
367
136.
(DIRECT FLOW)
1
35,
43
232.
1 1
0
50,
/D YEAie 5 wm n-►
moves ovTAvr
(aver USED FO'e
crfECK/A/6 ORIFICE
OPEN/A16 5 t:27E AND
4OCs47?0N
A/ o4a s 0+- S ire a l ow5
ro vm�oj aroolid
Pomk 573 a yr
+kiS onQIy515
10 YE/¢,Q
A1A)C, WSEG = '�92Si Zo � 7HE2EFOQE
100 YQ o DER Fw c/ EGE dAT70N
io,vo w7z E"T gax #4 r EZ y9Z 7. ZD
F11v41!:a / o YR .
su)mm ou rPvT---
&9irQ lr4l APPENDIX
I :F
' INC
Engineering Consultants
CLIENT EYer;+j- Iiorn�PS 035-13V
JOB N0.
PROJECT 71 Mber CrtCk CALCULATIONS FOR Qc+, FOr.d 373 F
MADE BY KtUi� DATE !z-I��CHECREDBv DATE
SHEET OF
' /N 5/se +hc /00 rear out/c-t P,Pe for the de-{c4hv� Pon.>( a '/ef- 'vex
fVQ77an1 Rep, reljor+ "6Ucrall /PrrJ,...rn,r7' Lrviw/IEroSia' v�r /'5rv./y Ar S>et.5e.7 CreeK Pco
by RBP/Dac. 15-I(Ma
Qroo = Z ZB. y Cfi (i•rfao., w/o offsiie )
Ara& = 170,161 *Crc,5 (rot inclu4 m eff5 iie�
Ref . re0004 FnI / Q/yrna,e ar.d EnSlan CaeyfTy/ 5 � %fr siktlsdh CreeK PrJG
' First FV;rry by RAP) Qre. 411"3 (Oajes /4137L/4Vf i•?clar)
herti.'rn )
From Pale, lyy� Pond 373 Pe7x5r1 rt.le. se ra+e a 20,3 ma`s '>ror a /G+olvear
' S+vr•m eve rF . rn Odd?+Om i offstit 60,4n 311, Q100= 7Z cFS and de.'fa;ne4 mlease
,7vn, Pond 371'` 7.5 crs a/h;cJ, ew; l/ be a//ourea. tv d;recf1 Oaws imro arras
evi of Pond 373 .
' S1&,L /00Fear ovfle+- box of eniny esS Q= Z0.3ef5 . (ofF5r{e /rYows fo
p�.5 liirCG+IY le v 'At fVni /4n� /d�- 114krvT,4 ?�7e lJ/7arpG»Gy ON°r� OW CLXir.)
' Ava;l/ble k" l Zm&00 zy.ZO = /, 8o
Look 4f• a. '! rX Sr open%nq Area= 20•oo-O.Oy- 3o(,oiZS x7.y�9z� _ lS.3l SF Ofe�in�
De'4crr.r,ne �-{+� IenJ1-� of u.r��l' o�nln�. A55ume u�e,r flow fro•+, Z Sides of box.
L=8.00-3D(.0625) �(o,f3f-f
' ChecK weir w- oriFrce eq&,.,+fO#,%S 40 C•Svrc {-;,cr Pasn+)n /.go�(
(tlwl,r v C.L H 7h use. C C3.0 (Ref.
its
cps (OK) cx4r„ carpt6+r covers tr,5h faGior
Q,ri�lct = CA ya29h vse C=0.(61 Sywee. Edge er';Frct Ooe.* 7 (leF, K)T -6r ckr)
r0.1tI(15.31) 2J(1.9)
Qori{ice 100.(p % y4f,ycf5 l(welr Flaw Co.n4o15
GOMGIVS70n USC Q y rX3Pons! Ovtkt- BOX ovewir7)
' 6u)+1+ Tro c k RacV- inerier 4v flood cc+
-the oUtief Box Ant corloio('004 release-
' ra{cc +l,rv=k 4+e. oc4iGt pipe. —
' 5-04-c. it -he. /Qo reor ovt/Vf e;pc. Gpv. r -61 de4e r*0r, pord, b�r Ave%)o;n�q
OL eon� /-a+-Iriy Cv r vt. 0,04 1 n S49r +t )n{p tfre Swfv*1 /YIiLGI • I
' /9ua'rl4ble ovfle.f- )p1loe Clewramae vnder ext3fl.,, 27"San•Sit/r• 1 $ 1.35 iwuer4
fp 7nvcj&+. The 27" aaPfrm-w� wail th>cknes5 0.80`_-.0% r4 . Auri/A/r1e. cleeroac=
=1135-407=1.2844• R /Z" PvC lo;Pc we// wA*ickness= .36",=.03ff • rfac /Z"'
' PvC PPe. Is used/ alcamrrce 4brn %o oP 1Z"" b/� ar Z7rl= 4Z•8-1*010-.03v0,7S4
ui tch e�WIN 3 "r.
/ GoNu.i/slon : usC a cw+rbinirtfYin Of 2""PNG /des
4r Fvn) acrHc #�iptS. fi//aneat Mtn
' Z7 /2"/pes a1r� 3"aid L+sr/s�Ivn.
W
Engineering Consultants
CLIENT Geneve. hIOf"es ,omkc. 311S—oo604_
PROJECT2hLfson (-Pee K POD CAICULAMNsFM Swnro+ A7o/c/
MADE ev K wG DATE LLZ13 CHECKED lY DATE
iNEET� Of
I j
: —P?ND 373 Eualumiflon 4-PrtllnTn4rx Sl,tln� ; ,
Frets +4 ci! AkOr4rj1&m /s Basin 01ev*.rm ApewpW't Alive?. � tilt a (l oc� a b l t /00 �etr
5'lDre.• ie*vr► dlach.Mc ►1Lie. is 06S caAlere.at thr
ThL a( owai�t . Qra' �tleas� vie_ fro..• tl.e. 6arrew� �Ere�I�ff cen,b/we•L�
De. flan Poe+e( 373. tkw'"Aw•e Willi oacnewrf 'For• ar+e( ovtr defy;n.
307� 30t / 312r d'mJ . f+►r: las)ws
- -- 313 whisk release, d �rcc�l Jn .7�D fie; !�(aCleUenals �
AMAI
307 /6 'cfy 2.71. I 1
- 3091 S c4 yo r»we„ d /. s . o • BZ.
312� 6 cfs y0 era►s. 2.01 1.oS : I
_ ............ ......
3T3 0.97 .
� ( :7dQ►L..:..ScPs .
IDsie...:trK, Tei�.l Al/,Sw.ble/eRsG l;c�e AO.n PAI:373
O+h* 31i0 I Q Ioa 44NM PO� = 7ZcA
��._._�D�e 1 _IZaleltst C�►r Po�e�._�Y.._ ..- 7.SoPs; ..__ ..._`. . . . .
BRSin 3/y ' /17.ra = �D.(aS
8sin 31 y A//euryoFs
....__B�►e�;r31y—.R�lorlle_i,ele.ea.a_nite_..=. S/s.3cf
plus,Qmo flew ra = 7zCA
plui ' Pcia'014 Qelepse mf"i" P1r4 3 'Y j a 74SeFs
/zy.e cf's
Liss; dksti• je'7�3o7132�3r3 (+s0-S) ! z z c s
`...-__._.Pat12 *73 . /"&Ao •11imia61e release mie
:_:Basih. .307
�- ---• 7 -- �----3�-- -- b - _
e 313.:
: :teed 370.. ' 3.37
37/ 1. YS
Job»/ 37Z Me 37
20o3 OS.3-zs)
/Irn� 37 Y 7 S
7aT7tL. = 47. o cf� (oKi
I
1
IL I
A*M Fnr Pens 370 * 37/)
i •� "�•'��ehe., /rir�l Swww�lrj►
i -shame, s* e4 of /«N(s '
370 4L37i'AS3'M sft4i Or
o
INC
Engineering Consultants
R
V
r
rn
z
am
CLIENT - i� V «�'j'f 140� 4.05
JOB NO
PROJECT T ^'I btr t K CALCULATIONS FOR OP.+• Few 3� 7
MADE Er KW V DATE ! "i7_ NECKED 8r DATE
3NEE7 "a OF
Q
Q
7 m
Oz In J J .! N r N N N N N N G
Q
W
Q
J o T m O N
N N T O —
O
m M tYj m f �1 tti
,.� aw"
zr
.-
won ( }0O
IA4&40.> }>114n0
r007./ -kolv Sy
x08 +-4/ &rr wo,Png a/tv
Won )-^o rpocr7zl ;ary sS
rota Tal uI 3SAV759 /v
C
c
�
W
h
J
?; O N to S V1 S r` c o- e- O eJ en
en
T
✓
`9
}
,
I
o
O :
k
i
N T T In .9
Q` Q- r P W-
H
. V
N iY1 T V1 J f'.' � 4 � N m .� � J � W•
,s .► JI .D c Jd� .D i� r r r� r= r
WI
oI _
N
Ln
o= O O O O O O $ rs rR
N
IML co
e O O Q K? 9 m Oa0_
O
f� �v �e �N! N
m - VNf .� % O �
V fV �^.� N h+ S
fN N N tv ti N N N M m rri rn
f c s ,Ma ri m m Ull
N .ma o� m o 4) �n f��' .9 Ln o- N m
V h T m m 7 ? ? ? Ui to L; 4i .9 .p .s .9 rz f� I� m m tz Q: o q
VO1I� — ,yv� M S v+ .v9� j/^ y�
ALL W N N N N ZIP? ? J� P .T A. ~Qa
I
11
11
k
CLIENT _EVCr't4 fi6r ePS JOB NO 47' f- y
PROJECT Tl m jxr C rrey CALCULATIONS FORDir• 100^j :) l 3
Engineering Consultants MADE Br "J'A DATE I2 _Z0.?3 CHECKED By DATE
L
Oot lc+ conf-rol Por PonJ, Curve by f%Ke +629nzG�/RA33� V�,
n=0013
gULv9 POnd E/ev = Pe JAl✓ 4 NL 60
whert j,, Tw or / ZD i W h i ci, BveT is grey Ter
For IZ"Pi pc
/AI v IN le 479
/A/✓ ouf /7,43
L e n5+it //Z ;T
510toc 0077 70
fkdr piE OyHe' COnfTVI CCICAAA-tiDn %
EL Y925.0 25.0= 17.Y9tN�ty,9Z N�= 2,15
Qz ✓q= 5,Z8(lrrt)'S.2B(ttX•`)t= Y. cf3
51z-o,� EMERGEnrcY1oFFsIre" OyFRF,ow SPi41.w4Y
04:Ss Ac., flow = 72oF,:� + 7. 5 cfs = 79,Scf 5 us a BO of'$ 100 rr,
Xm-p0,.1 loo Yr. Inio fo.,k = Z 26 cfs
ro+aI Flow � eo+ 2.2.0 = 30B Cfs
QWt,r= C-LH 3/1 use c.=3.0 (Rcf, fC1"�jBragfc+%
3o8 = 3.o4. (1)��
L= )63 F+
Lhec..K nor..�al operoc{-Imo dep+{, w4t +4 ,� �51ft Z(owS
0.� j0dSSi n9-f{.,ryv�j l•+ t111 C. ouer'flow Spillway :
C. L H
�/t v
t+= O,YZ 4+ O,S0 ff (OK)
COoVCLvS10N i
SHEET = OF
v5'—' 0. too' W;de E.Iyey�o '
over%fl ow we,lr bpi//Wpass Ctt377�
Rows 'fhnnoh -lc�L,•�( �,e/ SS S ;
ri0W5 �{,�q vJ((, tic �'�owooT }� evt
the oter worKs �5 pri►Sge�, !
5e-e. ncr/e,Cfs4e, Owerflow
curve on C(/nc�F few c eS. SnSee+ rw-t'1n� curve.
5wmiri del btfween eieLtIjion 412(040 and y92b.S
anal recohnec* offside 4-'?*w5 ir,-fo Pa•,d and run
+`irwl SWMM Modcj anal. lnclvJe-t~inal model
output Wbo, *-hest des;9n ca 1crLr+iens 10o rr, s-For►+, .
REVISED /00 Y.P. PDAiO 373 Qgn.VC CuRbA
E/evaiion TOT C� Lavr/ !
Lnzl..o
26.0t o =
Zo,o
492611
Zo.4t 9.5
29,9
4M.z.
ZO.B+ Voo a
47,B
41tb13
zl.2ty9,Br
7/.0
4Tt(o,Y
44zb 5
2i,Gt/6Z7=
f24.3
' GENEVA/EVERITT DRAINAGE MODEL FOR A 100 YEAR STORM EVENT
( TOTAL DEVELOPED BUILDOUT:MODEL 39503100.DAT)
'•• PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS •••
CONVEYANCE PEAK STAGE STORAGE TIME
ELEMENT (CFS) (FT) (AC -FT) (MR/MIN)
300 130. (DIRECT FLOW) 0 30.
33 33, .6 0 40.
290 3, (DIRECT FLOW) 0 15.
230 8. (DIRECT FLOW) 0 20.
24 270 .6 0 40.
30 130. (DIRECT FLOW) 0 30.
15 6. 4 0 45.
5 7. .4 0 55.
21 68. •9 0 40,
29 3. 1.0 .0 1 0,
23 7. ,4 0 45.
340 2. (DIRECT FLOW) 0 15.
7 111. .9 0 4.
4 125, 3.0 0 455.
44 59, 1.4 0 45.
20 99, 2,6 0 45.
19 10. 2 0 35.
18 9. .4 0 55,
9 9. ,5 0 45.
10 36, .7 0 40.
11 10, 4 1 30.
13 39, .7 0 45.
8 143. 3.3 0 40.
6 243. 4,0 0 45,
17 635, 3.1 0 45,
95 207. (DIRECT FLOW) 0 35.
91 19. 1.4 1 0.
2 203. .1 31.2 1 45.
93 40, 1 5.7 1 20.
1 203, 1 4 1 50.
92 38, 1.7 0 55.
94 38, 2,3 1 25.
3 229. 1.3 2 0,
357 278, 2.8 1 55,
358 279, 3.4 1 55.
359 278. 2.8 2 0,
310 58, (DIRECT FLOW) 0 40,
370 91 .1 .6 0 55.
360 278, 3.4 2 0.
31 58, (DIRECT FLOW) 0 40.
28 10, 4 1 5.
270 6. (DIRECT FLOW) 0 15.
371 4. ,1 .2 0 55.
361 282, 2.8 2 0.
27 70, 09 1 1,
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362 283. 2.8 2' 0.
41 70, 2.8 1 10.
260 12. (DIRECT FLOW) 0 15,
1 374 7, 1.5 1.4 1 25. `00 V60VR
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Developed Runoff Coefficients for Stetson Creek 4th Filing
Prepared by Bud Curtiss - Northern Engineering Date: Revised May 4, 1999
File: StetsonCompC.wb2
Basin Area Imperv. Pervious C Imper C Pery Comp C
No (ac) Area (ac) Area (ac)
SF4 0.43 0.18 0.25 0.95 0.35 0.60
SF-2 1.57 0.65 0.92 0.95 0.35 0.60
SF-3 1.86 0.77 1.09 0.95 0.35 0.60
SF4 0.53 0.27 0.26 0.95 0.35 0.66
SF-5 0.47 0.09 0.38 0.95 0.35 0.46
SF-6 1.79 0.88 0.91 0.95 0.35 0.64
SF-7 0.96 0.43 0.53 0.95 0.35 0.62
SF 1-7 7.61 3.27 4.34 0.95 0.35 0.61
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DESIGN OF INLETS, PIPES, SWALES
i�
I
1
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
-
--------------------------------------------------------------------------
SER:Northern Engineering Services -Ft Collins Colorado ......................
ON DATE 05-04-1999 AT TIME 14:57:03
1** PROJECT TITLE: STETSON CREEK 4TH
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 523 ? ?
INLET HYDRAULICS: ON A GRADE.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 5.00
REQUIRED CURB OPENING LENGTH (ft)= 14.20
IDEAL CURB OPENNING EFFICIENCY = 0.54
ACTURAL CURB OPENNING EFFICIENCY = 0.45
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (o) = 0.40
1 STREET CROSS SLOPE (o) = 2.00
STREET MANNING N 0.016
GUTTER DEPRESSION (inch)= 1.50
GUTTER WIDTH (ft) = 2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 12.91
GUTTER FLOW DEPTH (ft) = 0.38
FLOW VELOCITY ON STREET (fps)= 1.96
FLOW CROSS SECTION AREA (sq ft)= 1.79
GRATE CLOGGING FACTOR (°s)= 50.00
CURB OPENNING CLOGGING FACTOR M = 20.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 1.90
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 3.50
FLOW INTERCEPTED (cfs)= 1.57
CARRY-OVER FLOW (cfs)= 1.93
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 3.50
FLOW INTERCEPTED (cfs)= 1.52
CARRY-OVER FLOW (cfs)= 1.98
lij
-------------------------------------------------------
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
----------------------------------------------
USER:Northern Engineering Services -Ft Collins Colorado. ......................
�N DATE 05-04-1999 AT TIME 15:50:13
*** PROJECT TITLE: STETSON CREEK 4TH
I*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 523
INLET HYDRAULICS: ON A GRADE.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 5.00
REQUIRED CURB OPENING LENGTH (ft)= 35.41
IDEAL CURB OPENNING EFFICIENCY = 0.24
ACTURAL CURB OPENNING EFFICIENCY = 0.19
SSTREET GEOMETRIES:
1 STREET LONGITUDINAL SLOPE (o) = 0.40
STREET CROSS SLOPE (o) = 2.00
STREET MANNING N = 0.016
GUTTER DEPRESSION (inch)= 1.50
GUTTER WIDTH (ft) = 2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 25.38
GUTTER FLOW DEPTH (ft) = 0.63
FLOW VELOCITY ON STREET (fps)= 2.88
FLOW CROSS SECTION AREA (sq ft)= 6.56
GRATE CLOGGING FACTOR (o)= 50.00
CURB OPENNING CLOGGING FACTOR(o)= 20.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 4.51
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 18.80
FLOW INTERCEPTED (cfs)= 3.65
CARRY-OVER FLOW (cfs)= 15.15
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 18.80
FLOW INTERCEPTED (cfs)= 3.61
CARRY-OVER FLOW (cfs)= 15.19
----------
----------------------------------------------- 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
----------------------------------------------------------
USER:Northern Engineering Services -Ft Collins Colorado .......................
�N DATE 05-04-1999 AT TIME 15:12:14
*** PROJECT TITLE: STETSON CREEK 4TH
I*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 525
INLET HYDRAULICS: ON A GRADE.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 10.00
REQUIRED CURB OPENING LENGTH (ft)= 16.15
IDEAL CURB OPENNING EFFICIENCY = 0.82
ACTURAL CURB OPENNING EFFICIENCY = 0.74
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE
(o) =
0.40
STREET CROSS SLOPE
STREET MANNING N
GUTTER DEPRESSION (inch)=
GUTTER WIDTH
(o) =
=
(ft) =
2.00
0.016
1.50
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET
GUTTER FLOW DEPTH
FLOW VELOCITY ON STREET
FLOW CROSS SECTION AREA
GRATE CLOGGING FACTOR
(ft) =
(ft) =
(fps)=
(sq ft)=
(a)=
14.22
0.41
2.06
2.15
50.00
CURB OPENNING CLOGGING FACTOR(o)=
15.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 3.63
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)=
FLOW INTERCEPTED (cfs)=
CARRY-OVER FLOW (cfs)=
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)=
FLOW INTERCEPTED (cfs)=
CARRY-OVER FLOW (cfs)=
4.40
3.25
1.15
4.40
3.08
1.32
11
-------------------------------------------------------
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 -
----------------------------------------------
USER:Northern Engineering Services -Ft Collins Colorado ......................
�N DATE 05-04-1999 AT TIME 15:59:20
*** PROJECT TITLE: STETSON CREEK 4TH
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 525
' INLET HYDRAULICS: ON A GRADE. _
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 10.00
REQUIRED CURB OPENING LENGTH (ft)= 39.11
IDEAL CURB OPENNING EFFICIENCY = 0.41
ACTURAL CURB OPENNING EFFICIENCY = 0.36
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (o) = 0.40
STREET CROSS SLOPE (o) = 2.00
STREET MANNING N = 0.016
GUTTER DEPRESSION (inch)= 1.50
GUTTER WIDTH (ft) = 2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 27.25
GUTTER FLOW DEPTH (ft) = 0.67
FLOW VELOCITY ON STREET (fps)= 3.01
FLOW CROSS SECTION AREA (sq ft)= 7.55
GRATE CLOGGING FACTOR (o)= 50.00
CURB OPENNING CLOGGING FACTOR($)= 15.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 9.40
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 22.80
FLOW INTERCEPTED (cfs)= 8.13
CARRY-OVER FLOW (cfs)= 14.67
' BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 22.80
FLOW INTERCEPTED (cfs)= 7.99
CARRY-OVER FLOW (cfs)= 14.81
________________________________________________________________
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
-
----------DR.JAMESGUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
- -
--------------------------------------------------------
USER:Northern Engineering Services -Ft Collins Colorado .......................
�N DATE 06-28-1999 AT TIME 14:13:26
*** PROJECT TITLE: STETSON CREEK 4TH
1 *** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 6
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 5.00
HEIGHT OF CURB OPENING (in)= 6.00
INCLINED THROAT ANGLE (degree)= 0.00
LATERAL WIDTH OF DEPRESSION (ft)= 2.00
SUMP DEPTH (ft)= 0.00
Note: The sump depth is additional depth to flow depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) =
STREET CROSS SLOPE (%) =
STREET MANNING N =
GUTTER DEPRESSION (inch)=
GUTTER WIDTH (ft) =
0.61
2.00
0.016
1.34
1.17
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET
GUTTER FLOW DEPTH
FLOW VELOCITY ON STREET
FLOW CROSS SECTION AREA
GRATE CLOGGING FACTOR
(ft) =
(ft) =
(fps)=
(sq ft)=
(%)=
10.84
0.33
2.19
1.28
50.00
CURB OPENNING CLOGGING
FACTOR(%)=
20.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)=
3.72
BY FAA HEC-12 METHOD:
DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER
FLOW
(cfs)=
(cfs)=
(cfs)=
2.80
2.80
0.00
BY DENVER UDFCD METHOD:
DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER
FLOW
(cfs)=
(cfs)=
(cfs)=
2.80
2.80
0.00
-------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
t -- - -DR.JAMES -GUO, -CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
- -
--------------------------------------
-------------
USER:Northern Engineering Services -Ft Collins Colorado .......................
�N DATE 06-28-1999 AT TIME 14:11:40
*** PROJECT TITLE: STETSON CREEK 4TH
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 6 —
INLET HYDRAULICS: IN A SUMP.
01 GIVEN INLET DESIGN INFORMATION:
' GIVEN CURB OPENING LENGTH (ft)= 5.00
HEIGHT OF CURB OPENING (in)= 6.00
INCLINED THROAT ANGLE (degree)= 0.00
LATERAL WIDTH OF DEPRESSION (ft)= 2.00
SUMP DEPTH (ft)= 0.75
Note: The sump depth is additional depth to flow depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (a) = 0.61
' STREET CROSS SLOPE (o) 2.00
STREET MANNING N 0.016
GUTTER DEPRESSION (inch)= 1.34
GUTTER WIDTH (ft) = 1.17
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) 19.38 '
GUTTER FLOW DEPTH (ft) 0 . 5 0 , - J
FLOW VELOCITY ON STREET ( fps) = 3.00
�.c.�T'
FLOW CROSS SECTION AREA (sq ft) = 3,86
GRATE CLOGGING FACTOR (o)= 50,00
CURB OPENNING CLOGGING FACTOR(o)= 20.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 15.02
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 11.50
' FLOW INTERCEPTED (cfs)= 11.50
CARRY-OVER FLOW (cfs)= 0.00
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 11.50
FLOW INTERCEPTED (cfs)= 11.50
' CARRY-OVER FLOW (Cfs)= 0.00
-----------------------------
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
---------- -
---------------------------------------------------------
USER:Northern Engineering Services -Ft Collins Colorado ......................
�N DATE 06-28-1999 AT TIME 14:16:38
*** PROJECT TITLE: STETSON CREEK 4TH
I
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 7
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 5.00
HEIGHT OF CURB OPENING (in)= 6.00
INCLINED THROAT ANGLE (degree)= 0.00
LATERAL WIDTH OF DEPRESSION (ft)= 2.00
SUMP DEPTH (ft)= 0.00
Note: The sump depth is additional depth to flow depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE (%) = 0.61
STREET CROSS SLOPE (%) 2.00
STREET MANNING N 0.016
GUTTER DEPRESSION (inch)= 1.34
GUTTER WIDTH (ft) = 1.17
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET
(ft) =
8.19
GUTTER FLOW DEPTH
(ft) =
0.28
FLOW VELOCITY ON STREET
FLOW CROSS SECTION AREA
GRATE CLOGGING FACTOR
CURB OPENNING CLOGGING
(fps)=
(sq ft)=
(%)=
FACTOR(%)=
1.94
0.77
50.00
20.00
' INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY
BY FAA HEC-12 METHOD:
BY DENVER UDFCD METHOD:
(cfs)=
DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER
DESIGN FLOW
FLOW INTERCEPTED
CARRY-OVER
FLOW
FLOW
2.86
(cfs)=
(cfs)=
(cfs)=
(cfs)=
(cfs)=
(cfs)=
1.50
1.50
0.00
1.50
1.50
0.00
--------------------------------------------- -------
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
----------------------------------------------------
USER:Northern Engineering Services -Ft Collins Colorado ......................
�N DATE 06-28-1999 AT TIME 14:17:53
*** PROJECT TITLE: STETSON CREEK 4TH
CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 7
INLET HYDRAULICS: IN A SUMP
� JJ
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH
(ft)=
5.00
HEIGHT OF CURB OPENING
(in)=
6.00
INCLINED THROAT ANGLE (degree)=
0.00
LATERAL WIDTH OF DEPRESSION
SUMP DEPTH
(ft)=
(ft)=
2.00
0.50
Note: The sump depth is
additional
depth
STREET GEOMETRIES:
STREET
LONGITUDINAL
SLOPE M =
0.61
STREET
STREET
CROSS SLOPE
MANNING N
('s) =
=
2.00
0.016
GUTTER
GUTTER
DEPRESSION
WIDTH
(inch)=
(ft) =
1.34
1.17
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET
(ft) =
15.06
GUTTER FLOW DEPTH
(ft) =
0.41
FLOW VELOCITY ON STREET
(fps)=
2.59
FLOW CROSS SECTION AREA
(sq ft)=
2.37
GRATE CLOGGING FACTOR
(o)=
50.00
CURB OPENNING CLOGGING
FACTOR(o)=
20.00
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
to flow depth.
(cfs)=
6.10
(cfs) =
6.10
(cfs) =
0.00
(cfs)=
(cfs) =
6.10
6.10
(cfs) =
0,00
CHANNEL SECTION A -A - 100 YEAR
Worksheet for Irregular Channel
Project Descripbon
Project File c:\drainage\haestad\fmw\stetson4.fm2
Worksheet SECTION A -A
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.005000 ft/ft
Elevation range: 25.00 ft to 30.00 ft.
Station (ft) Elevation (ft) Start Station
0.00 29.30 0.00
4.50 29.00 17.00
17.00 25.10 19.00
' 18.00 25.00
19.00 25.10
31.00 29.00
45.00 30.00
Discharge 128.20 cfs
Results
Wtd. Mannings Coefficient
0.025
Water Surface Elevation
27.60
ft
Flow Area
24.68
ft'
Wetted Perimeter
18.47
ft
Top Width
17.69
ft
Height
2.60
ft
Critical Depth
27.33
ft
Critical Slope
0.008170
ft/ft
Velocity
5.19
ft/s
Velocity Head
0.42
ft
Specific Energy
28.02
ft
Froude Number
0.78
Flow is subcritical.
End Station
17.00
19.00
45.00
06/28/99
09:52:59 AM Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
Roughness
0.035
0.016
0.035
FlowMaster v5.13
Page 1 of 1
1I
CHANNEL SECTION A -A - 100 YEAR + 33%
Worksheet for Irregular Channel
Project Description
Project File c:\drainage\haestad\fmw\stetson4.fm2
Worksheet SECTION A -A
Flow Element Irregular Channel
Method Manning's Formula
' Solve For Water Elevation
' Input Data
Channel Slope 0.005000 ft/ft
Elevation range: 25.00 ft to 30.00 ft.
Station (ft) Elevation (ft) Start Station End Station
0.00 29,30 0.00 17.00
4.50 29.00 17.00 19.00
17.00 25.10 19.00 45.00
' 18.00 25.00
19.00 25.10
31.00 29.00
45.00 30.00
Discharge 170.50 cfs
' Results
Wtd. Mannings Coefficient 0.025
' Water Surface Elevation 27.95 ft
Flow Area 31.22 ft2
Wetted Perimeter 20.77 ft
Top Width 19.87 ft
Height 2.95 ft
Critical Depth 27.63 ft
Critical Slope 0.008336 ft/ft
Velocity 5.46 ft/s
Velocity Head 0.46 ft
Specific Energy 28.41 ft
Froude Number 0.77
Flow is subcritical.
06/28/99
09:52:26 AM
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
Roughness
0.035
0.016
0.035
FlowMaster v5.13
Page 1 of 1
SECTION B-B - 100 YEAR FLOW
Worksheet for Irregular Channel
Project Description
Project File c:\drainage\haestad\fmw\stetson4.fm2
Worksheet SECTION 13-13
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
' Input Data
Channel Slope 0.005000 ft/ft
Elevation range: 28.40 ft to 32.50 ft.
Station (ft) Elevation (ft) Start Station
0.00 32.50 0.00
6.00 32.40 21.00
21.00 28.50 23.00
22.00 28.40
23.00 28.50
26.00 29.00
34.00 30.00
41.00 31.00
53.00 32.00
' Discharge 128.20 cfs
Results
Wtd. Mannmgs Coefficient 0.027
Water Surface Elevation 30.66 ft
' Flow Area 29.95 ftz
Wetted Perimeter 26.38 ft
Top Width 25.94 ft
' Height 2.26 ft
Critical Depth 30.36 ft
Critical Slope 0.009954 ft/ft
Velocity 4.28 ft/s
Velocity Head 0.28 ft
Specific Energy 30.95 ft
Froude Number 0.70
Flow is subcritical.
End Station
21.00
23.00
53.00
06/28/99
10:00:16 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
Roughness
0.035
0.016
0.035
FlowMaster v5.13
Page 1 of 1
I
SECTION B-B - 100 YEAR+33%
Worksheet for Irregular Channel
Project Description
Project File c:\drainage\haestad\fmw\stetson4.fm2
Worksheet SECTION B-B
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope
0.005000 ft/ft
Elevation range:
28.40 ft to 32.50 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
32.50
0.00
6.00
32.40
21.00
21.00
28.50
23.00
22.00
28.40
23.00
28.50
26.00
29.00
34.00
30.00
41.00
31.00
53.00
32.00
Discharge
170.50 cfs
Results
Wtd. Mannings Coefficient
0.027
Water Surface Elevation
30.94
ft
Flow Area
37.73
fV
Wetted Perimeter
29.50
ft
Top Width
29.01
ft
Height
2.54
ft
Critical Depth
30.60
ft
Critical Slope
0.010111
ft/ft
Velocity
4.52
ft/s
Velocity Head
0.32
ft
Specific Energy
31.26
ft
Froude Number
0.70
Flow is subcritical.
End Station
21.00
23.00
53.00
06/28/99
10:00:41 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
Roughness
0.035
0.016
0.035
FlowMaster v5.13
Page 1 of 1
ut,
_7
STETSON CREEK 4TH FILING
SUBBASIN SF-6
1.5 , 15 , 20 , 2 2 1 A , 500 300 , .2 ,Y
2 , 5
4.9 , 398 , 2.7 , 2.2 , 1.8 , 1,4 , .89
3
1 32.75 0, 1, 12 , 0, 0, 0
11.5 , 0 2 .2 , 0 0 0 0, 0
2 , 33.35 12 , 1 , 23 , 0 , 0 , 0
11.5 , 0 , 2 , .2 , 0 , 0 , 0 , 0 , 0
3 , 33.35 23 , 0 , 0 , 0 , 0 , 0
11.5 , 0 , 2 , .2 , 0 , 0 , 0 , 0 , 0
2
12 73.08 , .68 , 32 , .013 , 1 , 0 , 1 , 18 , 0
23 .1 .75 32 , .013 , 1.25 , 0 , 1 , 18 , 0
0 , 0 , 0 ,
------------------------------------------------------------------------------
------------------------------------------------------------------------------
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool Fund Study
USER:NORTHERN ENG SERVICES INC-FT COLLINS COLORADO ..........................
ON DATA 05-04-1999 AT TIME 16:56:16 VERSION=03-26-1994
*** PROJECT TITLE :STETSON CREEK 4TH FILING
*** SUMMARY OF HYDRAULICS AT MANHOLES
-
------------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR CFS FEET FEET
------------------------------ --------------------------- ----------------------
1.00 0.00 0.00 0.00 11.50 32.75 31.57 OK
2.00 2.35 5.00 4,90 11,50 33.35 32.37 OK
3.00 2.35 5.00 4.90 11.50 33,35 33,20 OK
OK MEANS WATER. ELEVATION IS LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE:
OK MEANS WATER. ELEVATION IS LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE:
THE GIVEN
FLOW DEPTH -TO -SEWER SIZE RATIO= .8
----------------------------------------------------------
SEWER
MANHOLE
NUMBER
SEWER
REQUIRED
SUGGESTED
----------
EXISTING
ID NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(RISE)
DIA(R.ISE)
DIA(RISE)
WIDTH
ID NO.
ID NO.
(IN) (FT)
(IN) (FT)
(IN) (FT)
(FT)
-------------------------------------------------------------
12.00
23.00
2.00
3.00
1.00
2.00
ROUND
ROUND
20.02
19,66
21.00
21.00
18.00
18.00
------------
0.00
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,
EXISTING SIZE WAS USED
SEWER
DESIGN
------------------------------------------
FLOW
NORMAL
NORMAL
CRITIC
CRITIC
---------------
FULL
FROUDE COMMENT
ID
FLOW Q
FULL Q
DEPTH
VLCITY
DEPTH
VLCITY
VLCITY
NO.
NUMBER
CFS
CFS
FEET
FPS
FEET
FPS
FPS
12.0
23.0
11.5
11.5
8.7
9.1
1.50
1.50
6.51
6,51
1.28
1.28
7,15
7.15
6,51
6.51
0.00 V-OK
0.00 V-OK
FROUDE NUMBER=0 INDICATES THAT A PRESSURED FLOW OCCURS
-----------------------
SEWER.
SLOPE
-----------------
INVERT ELEVATION
------------------------------
BURIED
DEPTH COMMENTS
ID NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
(FT) (FT)
(FT)
(FT)
-----------------------------
12.00
23.00
0,68
0.75
--------------------------------------
30,50 30.00
30,50 30.50
1.35
1.35
1.25 NO
1,35 NO
OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1.5 FEET
J
*** 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
--------------------------------------------------------------
-----------------
' 12.00 73.08 73.08 32.00 31.50 32.37 31.57 PRSS'ED
23.00 0.10 0.10 32.00 32.00 33.20 32.37 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
--------------- -------------------- ------------- --------------------- --........
12.0 2.00 33.03 1.46 1.00 0.00 0.00 0.00 1.00 31.57
23.0 3.00 33.85 0.00 1.25 0.82 0.00 0.00 2.00 33.03
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 JUNCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
' FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
r I
u
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rl
CD
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gliam 1 P 1ZpP �L7TL�T p e1�T'�GT 1J
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CBI = �.4-9 -
i
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OESI6.N.r i02T� 11
S.7 . / 1
USE � .. � � OQ��
E�Pd►.tsiori �nGrot� p z.S
4-17
L.i�=wcmpT- ► or= nerrr-�cn o�.,
L = I�ZToN e) -�y��
L cAraNar- g� ass r�-wri 3 D
Max rj Peap z>Eyr44 Z�c
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lzI P2d,P -
(JEA1 CWV731
V / r DThI —
�J�D1�110
FedM FIG=u2jr= -9
= _. I :I
5
J
P
Emergency overflow channel - Basin 6
Worksheet for Irregular Channel
Project Description
Project File c:ldrainage\haestad\fmw\stetson4.fm2
Worksheet OVERFLOW BASIN 6
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.005000 ft/ft
Elevation range: 34.00 ft to 35.70 ft.
Station (ft) Elevation (ft) Start Station
0.00 35.70 0.00
20.00 34.90
30.50 34.00
41.00 34.90
45.00 35.70
Discharge 11.50 cfs
Resufts
Wtd. Mannings Coefficient
0.060
Water Surface Elevation
34.96
ft
Flow Area
10.84
ft2
Wetted Perimeter
22.98
ft
Top Width
22.90
ft
Height
0.96
ft
Critical Depth
34.57
ft
Critical Slope
0.080088
ft/ft
Velocity
1.06
ft/s
Velocity Head
0.02
ft
Specific Energy
34.98
ft
Froude Number
0.27
Flow is subcritical.
End Station Roughness
45.00 0.060
05/05/99
01 :46:15 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
11
m
J
I
i
l
/ a
LC
rr
WE
a
a
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver
Metro Denver Cities/Counties & UDFCD Pool Fund Study
USER:NORTHER,N ENG SERVICES INC-FT COLLINS COLOR.ADO..........................
ON DATA 03-12-1999 AT TIME 08:08:10 VERSION=03-26-1994
*** PROJECT TITLE :STETSON CREEK 4TH FILING
*** SUMMARY OF HYDRAULICS AT MANHOLES
-------------------------------------------------------------------------------
MANHOLE
CNTRBTING
RAINFALL
RAINFALL
DESIGN
GROUND
WATER
COMMENTS
ID NUMBER
AREA *
C
DURATION
INTENSITY
PEAK FLOW
ELEVATION
ELEVATION
MINUTES
INCH/HR
CFS
FEET
FEET
-.......
--------
.............
1.00
-.......................
0,00
0.00
-...............
0,00
5.90
----------
29.20
28,57
OK
2,00
1.20
5.00
4,90
5.90
33.75
31,48
OK
3,00
1.20
5.00
4.90
5.90
33,75
32.08
OK
OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
*** SUMMARY OF SEWER HYDRAULICS
NOTE:
THE GIVEN
FLOW DEPTH -TO -SEWER SIZE RATIO= .8
------------------------
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)
---------------------------
12.00
23,00
2,00
3,00
---------------
1.00
2.00
ROUND
ROUND
--------------
12,87
12.87
-----------------------
15,00
15,00
15.00
15.00
0.00
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,
EXISTING SIZE WAS USED
-------------------------------------------------------------------------------
SEWER
DESIGN
FLOW
NORMAL
NORMAL
CRITIC
CRITIC
FULL
FROUDE COMMENT
ID
FLOW Q
FULL Q
DEPTH
VLCITY
DEPTH
VLCITY
VLCITY
NO.
NUMBER
CFS
CFS
FEET
FPS
FEET
FPS
FPS
----------------
12.0
-----------------------
5.9
8.9
0.74
---------------
7,76
0,98
-------------------------
5,70
4.81
1.74 V-OK
23.0
5.9
8.9
0.74
7.76
0.98
5.70
4.81
1.74 V-OK
FROUDE NUMBER=0 INDICATES THAT A PRESSURED FLOW OCCURS
----------------------------------------------------------------------
SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH COMMENTS
ID NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
(FT) (FT)
(FT)
(FT)
--------------------------------------
12.00
1.89
--------------
30.50 28,50
2.00
------------------
-0.55 NO
23.00
1,89
30,50 30.50
2,00
2.00 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 DNSTREA
ID NUMBER LENGTH LENGTH UPSTREAM M UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
----------------- -----------------------------------
' 12.00 105.79 0.00 31.75 29.75 31.48 28.57 JUMP
23.00 0.10 0.00 31.75 31.75 32.08 31.48 JUMP
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
' UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT
----------------------- ------------ -...... -------------------------------------
' 12.0 2.00 31.99 3.92 0.25 0.00 0.00 0.00 1.00 28.57
23.0 3.00 32.44 0.00 1.25 0.45 0.00 0.00 2.00 31.99
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 JUNCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
I I
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Emergency Overflow channel - Basin 7
Worksheet for Irregular Channel
Project Description
Project File c:\drainage\haestad\fmw\stetson4.fm2
Worksheet Overflow channel basin 7
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.005000 ft/ft
Elevation range: 34.00 ft to 36.10 ft.
' Station (ft) Elevation (ft) Start Station
0.00 36.10 0.00
7.00 35.00
17.00 34.00
26.00 35.00
39.00 36.00
43.00 36.10
' Discharge 6.10 cfs
I
Results
Wtd. Mannings Coefficient
0.060
Water Surface Elevation
34.82
ft
Flow Area
6.35
ft'
Wetted Perimeter
15.62
ft
Top Width
15.53
ft
Height
0.82
ft
Critical Depth
34.48
ft
Critical Slope
0.085009
ft/ft
Velocity
0.96
ft/s
Velocity Head
0.01
ft
Specific Energy
34.83
ft
Froude Number
0.26
Flow is subcritical.
End Station Roughness
43.00 0,060
05/05/99
01 49:05 PM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
IA
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SWALE SECTION 100 YR
Worksheet for Triangular Channel
Project Description
Project File c:\drainagelhaestadlfmw\stetson4.fm2
Worksheet SWALE BASIN SF5/221
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
1 Input Data
Mannings Coefficient 0.060
Channel Slope 0.012700 ft/ft
Left Side Slope 8.000010 H : V
Right Side Slope 8.000000 H : V
Discharge 3.50 cfs
Results
u
Depth
0.59
ft
Flow Area
2.83
ft2
Wetted Perimeter
9.59
ft
Top Width
9.52
ft
Critical Depth
0.41
ft
Critical Slope
0.089732
ft/ft
Velocity
1.24
ft/s
Velocity Head
0.02
ft
Specific Energy
0.62
ft
Froude Number
0.40
Flow is subcritical.
03/10/99
04:29:42 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
0/ "I•S
Q 6:101� 1
M tit
FlowMaster v5.13
Page 1 of 1
4
1
SWALE SECTION 100 YR + FREEBOARD
Worksheet for Triangular Channel
Project Description
Project File c:\drainage\haestad\fmw\stetson4.fm2
Worksheet SWALE BASIN S175/221
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.060
Channel Slope 0.012700 ft/ft
Left Side Slope 1,001000 H : V
' Right Side Slope 8,000000 H : V
Discharge 4.66 cfs
' Results
1
L
F
Depth
0.66
ft
Flow Area
3.51
ft2
Wetted Perimeter
10.68
ft
Top Width
10.59
ft
Critical Depth
0.46
ft
Critical Slope
0.086368
ft/ft
Velocity
1.33
ft/s
Velocity Head
0.03
ft
Specific Energy
0.69
ft
Froude Number
0.41
Flow is subcritical.
03/10/99
04:29:25 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v513
Page 1 of 1
11
I
f
EROSION CONTROL
1
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: STANDARD FORM A
COMPLETED BY* DATE
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SUBBA§IN ZONE (ac) (ft) (feet) M M
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MARCH 1991 8-14 DESIGN CRITERIA
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11
' EFFECTIVENESS CALCULATIONS
PROJECT: STANDARD FORM B
COMPLETED BY: DATE
' Erosion Control C-Factor P-Factor
Method Value Value Comment
------------
MAJOR PS SUB AREA
BASIN BASIN (Ac) CALCULATIONS
--- I ► =�r- Is To PwU11z)F ?I
I
1 MARCH 1991
$01 S
DESIGN CRITERIA
Table 86 C-Factors and P-Factors for Evaluating EFF Values.
Treatment C-Factor P-Factor
BARE SOIL
' Packed and smoothago1.00 1.00
Freshly disked. ................................................................. 1.00 0.90
Rough irregular surface..,,,,,",,,,., 1.00 0.90
SEDIMENT BASINITRAP.............................................................. 1.00 0.500)
SILTFENCE BARRIER................................................................. 1.00 0.50
jASPHALT/CONCRETE PAVEMENT..,,,,,,,"",,. 0.01 1.00
ESTABLISHED DRY LAND (NATIVE) GRASS...... I ..................... See Fig. &A 1.00
SODGRASS................................................................................ 0,01 1.00
TEMPORARY VEGETATION/COVER CROPS ........................... 0.45(2) 1.00
HYDRAULIC MULCH @ 2 TONS/ACRE...................................... 0.10(3) 1.00
SOILSEALANT............................................................0.............. 0.10-0.60(4) 1.00
EROSION CONTROL MATS/BLANKETS........ ............................... 0.10 1.00
GRAVEL MULCH
Mulch shall consist of gravel having a diameter of
approximately 1/4" to 1 1/2" and applied at a rate of at least
' 135 tons/acre., 0.05 1.00
HAY OR STRAW DRY MULCH
After planting grass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor,
tack or crimp material into the soil.
Slope (%)
1 to 05..... ..................................................... ................... I............. 0.06 1.00
6 to 10........................................................................................... 0.06 1.00
11 to 15.. 11111111*1111118*0060 ................ ............. 0.07 1.00
16 to 20......................................................................o........0......... 0.11 1.00
1 21 to 25...................0...........
..........................................................0.11.00
25 to 33. 0.17 1.00
>33.................................................................................. 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 114, 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.
May 1984 Design Criteria
' Revised January 1997 8-7
CONSTRUCTION SEQUENCE
SEQUENCE FOR 1999/000 COMPLETED BY: BUD DATE: MAY, 1999
1999 2000
1999
MONTH AUG SEP OCT NOV DEC JAN FEB MAR APR
OVERLOT GRADING:
WIND EROSION CONTROL:
Soil Roughening
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION
CONTROL STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bagqs
Bare Soif Preparation
Contour Furrows
Terracin
AsPaving
RipRop Outlet Control
VEGETATIVE:
Permanent Seed Plantin
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Netting/Mats/Blankets
Other
NOTE: SEE SEEDING SPECIFICATIONS SHEET 12
NOTE: TEMPORARY SEED AND MULCH SHALL BE APPLIED TO ALL DISTURBED
AREAS NOT LOCATED WITHIN STREET RIGHT-OF-WAY, OR WITHIN 60' OF ROW
WITHIN 30 DAYS OF DISTURBANCE.
May 5, 1999
Mr. Jay Barber
City of Fort Collins
Utility Services Stormwater
235 Mathews
Fort Collins, Colorado 80522
' RE: Stetson Creek 4`h Filing PUD
Erosion Control Security Deposit Estimate
IDear Jay,
The following letter is intended to serve as a basis for the Erosion Control Security Deposit for Stetson
' Creek 4" Filing. This estimate is based on the Final Utility plans as they have been resubmitted to the City
for review on May 5, 1999
' An itemized listing of the erosion control measures incorporated into this design include the following:
Temporary Seed & Mulch
' Gravel filters (located around all curb and area inlets)
Silt fence (Located around the easterly perimeter of the site)
Temporary truck wash pad
' A breakdown of anticipated costs for these improvements include:
Temporary Seed & Mulch 4.34 ac @ $ I000.00/ac = $4340.00
Gravel filters 4 ea L $250.00/ea = $1000.00
Silt Fence 10001f @ $ 2.00/lf = $2000.00
Temporary truck wash pad 1 ea @ $750.00/ea = $ 750.00
Total $8090.00
150% $129135,00
An alternate look at this obligation:
Total disturbed area (total site area, although it is not intended to disturbed the entire site at within
the scope of this project) - 7.5 acres
7.5 acres (a) $1000.00 * 150% _ $11,250.00
Based on the above figures, and the
City policy to use
the higher estimate,
the Erosion Control Security
Deposit obligation of the developer
for Stetson Creek
4" Filing would be
$12,135.00
I
Please call if you have any questions regarding these figures
,
' Roger Curtiss P.E. - Northern Engineering Services, Inc.
cc: Gary Hoover - Hartford Homes
420 SOUTH HOWES, SUITE 202 FORT (OLLINS, (OLORADO 80521, (970) 221 4158, FAX (910) 221 4159
I
CHARTS, TABLES, GRAPHS
f]
7
u
CC
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F1
11
Tc Value CIU•/µim'.l
5.00
900
5010
900
5020
8.9
5.030
809
5040
809
5050
BOB
5060
B.tf
5.70
8*7
Soso
807
5090
8o7
6*00
8o6
6010
806
6020
8o6
6o30
B.5
6o40
805
6o50
SOS
6o60
8o4
6o70
Soo
6080
8.4
6090
803
7000
8.3
7010
802
7.20
8.2
7.30
8.2
7040
Sol
7.50
801
7060
801
7.70
8.0
7080
Boo
7090
Boo
8.00
7.9
8010
7.9
8020
708
P8.30
7*8
8040
7.8
8.50
7.7
8.60
7.7
8070
7.7
8*80
706
8090
7.6
9000
706
9010
7.5
9.20
705
9*30
7.5
9040
704
9050
704
9.60
7o3
9.70
7.3
9080
7o3
9090
702
10000
7.2
i
No Text
111
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OLD RESID 36' FL -FL W/ VERT CURB - 2 YR
Worksheet for Irregular Channel
Project Description
Project File c:\drainage\haestad\fmw\street c.fm2
Worksheet OLD RESIDENTIAL WITH VERTICAL CURB
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Channel Slope 0.004000 ft/ft
Water Surface Elevation 100.01 ft
' Elevation range: 99.51 ft to 100.50 ft.
Station (ft) Elevation (ft) Start Station
0.00 100.50 0.00
0.00 100.00 18.00
16.00 99.68 22.00
18.00 99.51 27.00
18.00 100.01
' 22.00 100.09
27.00 100.19
42.50 100.50
Results
Wtd. Mannings Coefficient
0.016
Discharge
6.93
cfs
Flow Area
3.55
ft2
Wetted Perimeter
18.52
ft
Top Width
18.00
ft
Height
0.50
ft
Critical Depth
99.97
ft
Critical Slope
0.006925
ft/ft
Velocity
1.95
ft/s
Velocity Head
0.06
ft
Specific Energy
100.07
ft
Froude Number
0.78
Flow is subcritical.
03/10/99
09:21 :31 AM
End Station
18.00
22.00
27.00
42.50
CIL
Roughness
0.016
0.035
0.016
0.035
= I ( ) • �&7
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
f�
OLD RESID 36' FL -FL W/ VERT CURB - 100YR
Worksheet for Irregular Channel
Project Description
Project File c:\drainage\haestad\fmw\street c.fm2
Worksheet OLD RESIDENTIAL WITH VERTICAL CURB
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Input Data
Channel Slope 0.004000 ft/ft
Water Surface Elevation 100.50 ft
' Elevation range: 99.51 ft to 100.50 ft.
Station (ft) Elevation (ft) Start Station
0.00 100.50 0.00
' 0.00 100.00 18.00
16.00 99.68 22.00
18.00 99.51 27.00
18.00 100.01
22.00 100.09
27.00 100.19
42.50 100.50
Results
Wtd. Mannings Coefficient
0.025
Discharge
38.24
cfs
Flow Area
18.37
W
Wetted Perimeter
43.52
ft
Top Width
42.50
ft
Height
0.99
ft
Critical Depth
100.32
ft
Critical Slope
0.01
1002
ft/ft
Velocity
2.08
ft/s
Velocity Head
0.07
ft
Specific Energy
100.57
ft
Froude Number
0.56
Flow is subcribcal.
End Station
18.00
22.00
27.00
42.50
Roughness
0.016
0.035
0.016
0.035
- C=�o4 .k=�3
03/10/99
09.21 :53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1