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Kyle Marinoff Stack Brothers Mechanical Contractors
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W1613 Counry Rd.W 3119 Hill Avenue
°"°: 715-415-0297 °"°"`: 715398-2964
,. kyle.marinoff@wisconsin.gov E,,,,A, JWick@stackbr.com
I ESR�,ea,�.: Flambeau RiverState Forest o.ow.o,r�eb,: �une 16,2022
P�H. b' ;�-333- 33-Ilol ,�„�a: iNCn�e-�
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I owner ����' � � Bill Biesmann,KL Engineenng- I
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Real Estdte Sawyer County Property Property Status: Current
Listing
Today's Date: 7/19/2022 Created On: 2/6/2007 7:55:55 AM
Description Updated: 3/21/2011 Ownership Updated: 3/21/2011
Tax ID: 33034 FLAMBEAU RIVER MADISON WI
P�N: 57-032-2-38-03-33-1 O1- STATE FOREST-
000-000010 WISCONSIN DEPT
Legacy PIN: 032338331101 OF NATURAL
Map ID: .1.1 THRU .16.1 RESOURCES
Municipality: (032) TOWN OF WINTER
STR: 533 T38N R03W 8����ng Address: Mailing Address:
FLAMBEAU RIVER FLAMBEAU RIVER
Description: ALL OF SECTION 33 STATE FOREST- STATE FOREST-
Recorded 640.000 WISCONSIN DEPT WISCONSIN DEPT
Acres: OF NATURAL OF NATURAL
Lottery � RESOURCES RESOURCES
Claims: PO BOX 7921 PO BOX 7921
First Dollar: No MADISON WI 53707- MADISON WI 53707-
Waterbody: Connor Creek �9z1 7921
Little Connor Creek
Zoning: (F-1) Forestry One Site Address * indicates Private Road
ESN: 428 N/A
Tax Districts Updated: 2/6/2007 Property Updated: 2/6/2007
1 State of Wisconsin Assessment
57 Sawyer County z022 Assessment Detail
032 Town of Winter Code Acres Land Imp.
576615 Winter School District X2-EXEMPT 640.000 0 0
001700 Technical College STATE
Recorded 2-Year 2021 2022 Change
Documents Updated: 10/15/2019 Comparison
MINERAL CLAIM Land: 0 0 0.0%
Date Improved: 0 0 0.0%
Recorded: 10/10/2019 420395 Total: 0 0 0.0%
WARRANTY DEED
Date 095819 property History
Recorded: 10/22/1953
WARRANTY DEED N�A
Date 087091
Recorded: 3/10/1949
WARRANTY DEED
Date 073290 67/194
Recorded: 2/15/1943 72�2994 86/319
72/503
WARRANTY DEED
Checklist for Submitting a Floodplain Study
Wisconsin Department of Natural Resources
"M� .
� / . 1 .
This outline for department review of floodplain studies may not contain all of the requirements
of the administrative code. It is a general outline and detailed examination of the codes should
be done to be assured that a submittal may meet department approval. Appropriate areas should
be �lled in by the engineer submitting the study for WDNR review.
Community/Zoning Authority: Sawyer County
Official Stream Name: Connors Creek
County: Sawyer County
Study Author: KL Engineering
Submission Date: 01-14-2022
Submitted to: Wisconsin DNR
Legal Description:
Upstream Limit 1/4(QQ), 1/4(Q), Section(s) 33 , Township 38N , Range 3W
Downstream Limit l/4(QQ), 1/4(Q), Section(s) 33 , Township 38N , Range 3W
Study Type (circle) F3ridge/Culvert Channel Kealignment Enclosure Filling/Grading BFE determination
Other
1 OS/19/17
I) General Documentation
Contact(Telephone Conservation) Reports
Meeting Minutes/Reports
X General Correspondence
Submittal letter or e-mail Gom �oning authority requesting review
II) Narrative Report
X Purpose of the study
X Geographic location of the study
X Detailed descri tion of the methodolo used for h drolo r h draulics and an s ecial
P �Y Y �Y� Y Y P
applications used in the study
X Description of the project location related to model river stations
X Documentation of the changes made between each model run
X Floodway Data Table
Note: Include at least one table with the following output variables:
`River Sta' `Q Total' `W.S. Elev' `Top Wdth Act' `Flow Area' `Vel Total'
NA previous studies on the same watercourse—date/author/source of study
X Data collection methods
NA Past flooding
X Benchmark identification and location
Coordination with other agencies
X Other supporting documentation provided
(circle) Soils Maps Watershed Ma Photographs Stream Flow Records
Other:
2 OS/19/17
I11) En�ineerin�Analvses
1) Hydrologic Analysis (electronic inpuUoutput files)
NO Is there an existing model'?
Existing model input Iile name:
The tx�o techniques used to determine the regional flood flow discharges:
Log-Pearson Type III, described in Technical Bulletin#17B
Y Regional Regression Equations (i.e. Congers)
Synthetic hydrographs (i.e. HEC-HIv�S)
Was (loodplain storage explicitly taken into account to attenuate flood peak Ilow`?
If yes, have flood storage district maps been created for the community to adopt'?
Which rainfall distribution was used?
If a distribution other than NRCS's MSE3/MSE4 was used,
what duration was the critical duration when the critical duration analysis was performed
to identify the peak storm duration'?
Technical Release No. 55 (TR-55)
Y Comparison of similar drainage basins at gaged sites
Historic (lood data
Other methods with department approval(comment on what method)
Input file name:
New peak f7ows tie in with upstream and downstream published flows
3 OS/19/17
2) Hydraulic Analyses (electronic input/output files)
Note: The same model must be used for both existing and proposed conditions for
relative consistency
�O Is there an existing model'?
Existing model input file name:
Existing model was not truncated from its original study reach
New hydraulic model type(i.e. HEGRAS) HEC-RAS
New input�le name(project model name that has one or multiple runs):
Connors Creek
Model plan descriptions: p•01 = Existing p.02 = Proposed
(ex. p.01 =effective, p.02 =corrected effective, p.03 =pre-project, p.04=post-project...)
NAVD 88 (2012)
What is the vertical datum of the survey/geometric data(NAVD88, NGVD29...)
NO Is there a dam with operable gates in the study reach?
If yes, does the modeled operation represent the DNR approved Inspection,
Operations, and Maintenance Plan (IOM)? The dam operator then assumes liability that
the gates will be operated as outlined in the IOM.
If not, explain
NO Is there a detailed study upstream of the subinitted reach? (Y/N)
If yes, do the profiles match within 0.5' at the boundary'? (Y/N)
�O Is there a detailed study downstream of the submitted reach? (Y/N)
If yes, do the profiles match exactly at the boundary? (Y/N)
YeS Model shows increases due to development (proper legal arrangements required)
4 OS/19/17
3)Miscellaneous
Supporting hand calculations,sketches and tigures used in analyses
Kcy to Cross-Section Labeling
Key to Transect Labeling(coastal study only)
IV) Manoineinformation
Workmaps including floodway,Floodfiinge,cross sections,and stream centerlines
Floodway Data Table
Note: include at least one table with the following output variables:
`River Sta' `Q Total' `W.S.Elev' `Top Wdth Act' 'Flow Area' `Vel Total'
Digital mapping data provided:
(Circle) ESRI shapefile(s)/database CAD data Other ;
Horizontal coordinate system used:
� Certification
X Signed,stamped,and submitted by a Professional Engineer registered in Wisconsin
Nam�Bill Biesmann Reg�stra��oa#E-34145
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February 21,2022
5 OSl19/17
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Enqineerinq
� � �� ��-� �s.<e- Letter of Transmittal
June 30, 2022
5400 King James Way, Suite 200
Madison, W153719-1703
608.663. 1218
TQ: Toll Free: 800.810.4012
Jay Kozlowski Fax: 608.663.1226
www.klengineering.com
Sawyer County Zoning & Conservation Administrator
Sawyer County Zoning & Conservation
10610 Main Street, Suite 49
Hayward, Wi 54843
r., f�1� j rn,a `�;� 7, i{_.�a --.
REGARDING: Connors Creek Bridge Replacement � `- i: 'L `�� ::: � '`_. ` . �
DNR Flambeau River State Forest `'' � � `
Floodplain Zoning Approval �a� ��� 9 _9 ���� . : ,1
�\��,�'i^�'4'Y�{E=R �•C;�.,;.;�.r,
ZVSY�I �� J �i�M;Pvi�, �qT!n'•;
WE ARE SENDING YOU THE FOLLOWING:
COPIES DESCRIPTION
TRANSMITTED AS CHECKED BELOW:
❑ For approval ❑ For your use ❑ As Requested
❑ Approved as submitted ❑ Approved as noted ❑ Returned for Corrections
❑ For review and comment
REMARKS:
Jay,
Enclosed is the $75.00 floodplain permit fee for the above referenced project.
CC:
— 'GGi[/ ��`� �< <r
SIGNED. � __
�
Bill Biesm�°fin, PE �
State of Wisconsin Tony Evers,Governor
DEPAR7MENT OF NATURAL RESOURCES Preston D.Cole,Secrelary
Northern Region Telephone 608-266-2621
810 W.Maple Street Toll Free 1-888-936-7463
Spooner,WI 54801 TTV Access via relay-717
Junc 9,2022 I�AD#20773
Mr..lay Kozlowski
loninE and Conservation Administrator
1U610 Main titrcet,Suitc#49
Hayward WI 54R43 .
Subject Uepanmen�Review of Connors Creek,I�loodplain Development,'I�own o(Winrer,WI
Dear Mr.Kozlowski,
Sawyer County cmailed the DeparUnent on July 2R,2021 und reyucstcd assistance in dctcnninin�,whe�her a tluudplain
annlysis was nuessary for a proposed brid�e replacement project on Connors Creek l�he project i�located in the SW'e ol
the SW'/<of Seetion 3l,�I�38N,R03W in the Town of Winter,WI.�fhe proposed project is located in a 7,one A�loodplain
associated with Connors Creek(WRIC 2274600).�fhe Department concluded un�he basis nf Sawyer County's Floodplain
Zoning Ocdinance as wcll as Administ�a�ive Codc NRl 16,lhat a floodplain analysis was necessary to establish a regional
Ilond dischargc,Rcgional Flood Elcvntion(RFF.),Oix�dway,�luod&inge,and dcicrminc thc impacl of thc proposcd
developmen�.
The project involves replacing existing bridge NR-56-W9 on an A'f V trnil ovcr Connors Creek_�Ihe existing bridge opening
is approximatcly 32-f1 and wfll be fncreased to 37-ft with the proposed bridge.�Ihe proposed bridge approach grades nn�3
deck eleva[ions will also be increased in height from the existing bridge configuration.
The Uepariment's review found thn�the revised analysis submit[ed on lune 3,2(Y22 by Dill 13iesmanq P.F..,of KL
Engincering,m tiis ihc rcyuircments oC NR 116,Wisconsin Administrative Code and has�herefom gained Oie DeparhnenPs
approval.�fhe Iloodplain analysis shows increases in the 100-yr water surfacc clevation between the existing and thc
propoaed cundilions at River Stations 1006 and 1006.The analysis shows a decrease nt Rfver Station 991.7he elevations
reFlected by the study,reference control points 1U0,101,and 102 in NAVU8R datum as outlined in the bridge p(ans.
Conditions ol thc approval:
I) The applicem must submit to thc Ucparimcnt and Sawyer Counry a final analysis report with floodplain map
(�loodway/Iloodlringc dclineation based on modeled inefl�ective flow areas),a(loodway data tuble,a�d a Llood
prolilc.The da�a mi�s�be adopted into the Sawyer County Ploodplain Zoning Ordinance.
17�is approval docs no�account for any local ordina�cc variations. If you havc any qucstions,plcasc contact me at(715)4(1-
0159 or lacob_druffner(ti)wisconsin.eov.
��l
J�b DrW Incr
Wa[er Management F,nginecr
Spoancr Service Center
Existing
Cross Section Distance(ft) Drainage Area(mi^2) Top Width(ft) Discharge(cfs) Area Velocity Flood Elevation
1066 60 15.8 386.11 1500 570.92 4.21 1390.95
1006 15 15.8 260.77 1500 434.38 6.61 1390.28
Bridge
991 45 15.8 265.33 1500 388.48 7.19 1390.16
946 274 15.8 426.66 1500 792.17 3.49 1390.27
672 - 15.8 311.85 1500 708.41 4.27 1389.65
Proposed
Cross Section Distance(ft) Drainage Area(mi^Z) Top Width(ft) Discharge(cfs) Area Velocity Flood Elevation
1066 60 15.8 386.84 1500 795.51 4.51 1390.96
1006 15 15.8 264.51 1500 415.8 638 1390.33
Bridge
991 45 15.8 254.91 1500 337.23 7.56 1390.10
946 274 15.8 426.72 1500 775.00 3.53 1390.27
672 - 15.8 311.85 1500 708.41 4.27 1389.65
HEC-RAS Model Plan: Proposed 6/9I2022
' __-__. _ .. ... _._-. . . . . ._ ____. _._ _ . _ .. __-__ ConnonrsCreekConnors __ ____—__- -_- _____ . ... _.__—___ _. .. _ __ __.. _ ..__.- ._._ _ _ �
1392� ' -... .. ..
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0 100 200 300 400
Main ChannN Distance(fl)
��`Engineering
(A]Better Experience
5400 King James Way.Suite 200
Matlison,Wisconsin 53719
608•683-1218
www.klengineering.com
TECHNICAL MEMORANDUM
To: Wisconsin DNR
From: Bill Biesmann,P.E.
KL Engineering,Inc.
Date: February 21,2022
Subject: Hydraulic Study—ATV Trail over Connors Creek
Flambeau River State Forest
Town of Winter,Sawyer County
Introduction
The proposed action is to replace the existing bridge NR-56-009 on an ATV Trail over Connors Creek.The
existing bridge experienced an abutment failure due to settlement caused by local scour. The existing
superstructure was not damaged during the failure. Structural rating calculations deemed the
superstructure does not have capacity for H-15 vehicle,resulting in the replacement of the entire structure.
The AN trail has been ciosed since the abutment failure.The site location is approximately 1 mile south
of Connors Lake and is in Section 33,T38N,R3W,Sawyer County.See attachment 1 and 6.
The bridge crossing is located within a mapped floodplain according to the FEMA Flood Insurance Study
for Sawyer County dated September 14, 1990.Connors Creek is mapped as Zone A(i.e. no elevation
determined or detailed study).See attachment 1.
A drainage basin hydrology study was completed for the project location on 11/11/2021. The drainage
basin has an area of 15.8 sq.mi.and a Q100 discharge of 1,500 cfs.The drainage area to the structure
was determined by using StreamSTATS.The Q100 discharge was determined two separate ways due to
the large amount of storage in the drainage area.First approach was using the USGS regression equations
on the entire drainage area for the bridge location supplemented with the USGS Transfer Method and
comparison gage sites to determine the Q100 discharge. Second approach was splitting the drainage
basin into rivo regions. One region consisted of Little Connors creek and used the USGS regression
equations to determine a Q100 discharge.The other region consisted of Connors Lake and Lake of the
Pines. This region used HydroCAD to determine a Q100 discharge. The separate Q100 values were
summed together to get a final discharge.Both approaches returned Q100 discharge values close to 1,500
cfs.See attachment 2.
Site Description
The bridge is located within the Flambeau River Hardwood State Forest and is approximately 1 mile,by
trail,from CTH M.The surrounding area is mostly wooded forest with thick vegetated wetlands adjacent
to the creek. The bridge spans Connors Creek and has a total length of 35'-0". The bridge is located
approximately 1 mile downstream of Connors Lake, 0.5 miles downstream of the confluence with Little
Connors Creek and 1 mile upstream of the confluence with the Flambeau River. There are no other
�
structures upstream or downstream of NR-56-009 located on Connors Creek. There is structure located
upstream on Little Connors creek that crosses under CTH M. Size of the structure is unknown. See
attachment 1.
KL Engineering collected survey data of the project site on 11/5/2021. The vertical datum used was NAVD
88 (2012) and the horizontal coordinates are referenced to WISCRS Sawyer County, NAD 83 (2011). KL
Survey data was supplemented for the overbank and upstream areas with Sawyer County 1-ft Contours
provided to us by Brian DeVries from Sawyer County government.
Hvdreulic Analvsis
Overview
A hydraulic model or original plans of the existing structure was not available.
The hydraulic analysis was performed using GeoHECRAS paired with HEC-RAS v5.0.7 computer
program to model the bridge and determine the water surtace elevations for the design flow rates at the
site. The beginning water surtace was based on the normal depth condition.
Cross sections were based on field survey and supplemented with Sawyer County Contours for the
overbanks. Cross sections were surveyed as per HEC-RAS user manual which included two sections at
the bridge and two located approximately one bridge length upstream and downstream of the structure.
A cross section was added approximately 300' downstream to allow full flow expansion. This cross
section data was extrapolated from the Sawyer County Contours and supplemented with KL streambed
survey.
Manning's roughness coefficients were determined using field photos and survey data and based on
values listed in Chow's book "Open-Channel Hydraulics" [1959] or table 3-1 in the HEC-R,4S user's
manual. The channel value used was 0.045 for winding channel with some stones and weeds. The
downstream and upstream overbanks were given a manning's coe�cient of 0.1 for medium to dense
brush and trees.
Existinq Structure
Bridge plans were not available. Hydraulic modeling of the bridge was based on survey data and field
measurements. The existing structure, NR-56-009, is a single span steel deck girder bridge on timber
abutments. The existing bridge has a total length of 35'-0" and a clear width of 11'-0". The navigational
clearance is approximately 1'-11" above normal water, which is surveyed elevation 1386.25'.
An analysis of the Q100 design flow of 1,500 cfs at the existing structure yielded a HW100 elevation of
1391.03'at the cross section upstream of the bridge(RS 1006).The maximum velocity through the existing
bridge is 3.44 ft/s. The trail is overtopping by approximately 2'-4" at the low point east of the structure.
Proposed Structure
A couple alternatives for a bridge replacement were ran in the hydraulic model. The differences in the
alternatives were the raise in profile and total length of the bridge. Profile raise varied from 0' to
approximately 2'-0", while total length of bridge varied from 35'-0" to 40'-0". Timber bridge dimensions,
CAD files and pdfs for the bridge size in consideration were obtained to accurately represent all
alternatives. Below is a summary of the recommended structure.
The recommended proposed structure is a single span, timber panel lam bridge with a total length of 40'-
0". The bridge will have a 14'-0"clear width and an assumed railing width of 1'-0"for a total out-to-out width
of 16'-0". The bridge will have a 4'-0" tall wooden railing that matches the existing railing and follows
AASHTO LRFD code for minimum clearance between horizontal members.
The structure will have a timber abutment cap and timber backing.Abutment cap will be set on helical piles
driven into underlying soil. Heavy riprap over geotextile type HR will be provided in front of the abutments,
wings and at other scour critical areas detailed in the plans. See attachment 3.
The horizontal alignment will be shifted to the south by approximately 2'-0" to limit impact to streambed
and wetlands on the NE side of the bridge. The vertical profile will be raised by approximately 2'-0" to
improve navigational clearance. The navigational clearance is approximately 3'-6" above normal water,
which is surveyed elevation 1386.25'. The vertical profile will have a longitudinal grade of 0.41%
An analysis of the Q100 design flow of 1,500 cfs at the proposed structure yielded a HW100 elevation of
1391.07'at the cross section upstream of the bridge(RS 1006).The maximum velocity through the existing
bridge is 3.56 Ws. The trail is overtopping by approximately 2'-4" at the low point east of the structure.
The backwater elevation at section 1006 (upstream of the bridge) was used to compare to the existing
condition. A 0.04 ft. increase in backwater elevation at this section was found for the proposed versus
existing condition. Backwater increase is contained within DNR owned land. DNR owned land extends all
the way to the outlet of Connors Lake, which is approximately 1 mile upstream of the project location.
See attachment 4 and 5.
Scour Analvsis
Scour analysis for the proposed structure was completed in Hydraulic Toolbox version 4.4. Both
contraction scour and local scour at abutment were taken into consideration. D50 grain size used was
0.2 mm or 0.00656 ft. Contraction scour, using the live bed method, was calculated to be 3.4 ft. Local
scour at abutment, using the Froelich method, was calculated to be 25.8 ft. Heavy riprap placed over
geotextile fabric will be placed in front of the abutments, wings and extend to other scour critical areas
detailed in the plans. Abutment caps will be set on helical piles driven into underlying soil. See
attachment 3.
ATTACHMENTS:
#1: Project Location Map (FEMA FIRM)
#2: Hydrology Calculations
#3: Final Plan Set NR-56-009
#4: HEC-RAS autput
#5: Floodplain Map
#6: Site Photos
ATTACHMENT #1
Project Location Map (FEMA FIRM) 8� Photos of
Existing Bridge
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ATTACHMENT #2
Hydrology Calculations
1 st Approach
P►OjC+Ct: Connors Creek Bridge Replocemen[ '��
SL►UCLUff NUTLIOC Existinp:NR-56-009 Proposed: NR-56-009 P►OJOCi #: KL ProjeR-23070
ja5�t: HYDFOLOGVCOMPU7ATIONS EnqJneerfnq
Design 8y: caH Date: ti/ii/zozi Checked By: se Date: 11/11/1oz1
Stream Stats Area Data
Flood Prequenq Area:�
Tobl Draimge Ares 15.8 mi'
% Forest Drai�uge Area 50.09 'M
%5[wage Area�57) 39.70 %
Main Channel Sloce(SI 5.81 fVmi
Soil Pelmeablilih. SP IPlate 21 0.3 in/hr
Precinitation InlensiN. I IFia. 11 4.79 in
Snowfall. SN IFia.21 Oin
ResuRs
See bble 2 for equaHon
Eq 3fi
Q�oo = 149.OAo.e�a SP-o.nsST-0.zz��l-4.2)25.138
Connors Creek Brldge Replaume�rt
A= 15.80 mi�
5= 5.81 k/mi
%FOR a 1= 51.09 %
%Stonge+l �ST� 40.7000 % ��= 1453da
1- 4J9 in/hr
SN= 60.00 in
SF- 0.30 in/hr
1992 USGS Transfer Method
GageA Site O
Qu Qa Or Area
Com ariston Site# cfs cfs cfs s mi r r'
4067800 Armstron CreeknearArmatron Creek Wis. 1450 315 317 23.1 0.99 1.00
9074300 Mud Creek near Nashville Wia. 1453 111 111 9.1 1.00 I.00
5359600 PriceCreeknearPhilli s Wis. 1753 470 380 16.9 114 1.21
5358100 Smith Creek near Park Falls Wis 1565 386 499 9.5 0.77 1.08
5361400 Hay Creek newar Prentice,Wis. 1508 1530 1411 21.9 1.08 1.04
Average of gagcd sites 1546
Oa=O100 From TaMe A 1 0l USGS Iad�wted guageA�
pr-0100 From TaNe A-2 ol USGS (calcula�ed�
Deslgnflow = 150och �gg2 USGS Transfer M hod
Tha wenge Qa`ed sRe flow rata md the calculrted regression flow rate are<lose in valve. M avenge value ol r, _ Qa �0 5��� Qa 1
490 ch wil I be used as the design Now. -� I
�.[ �.[ �
�� _ ���u
Eq 3-1
Qz = 36.5Ao.s3z SP-0.e�aST-o.�aa�l-4.2)Ze.�sa
� �z= 419cfs
Hydro_Comps_Connars Creek.xisx 1/30/2022 3�.4G PM 1 of 1
2nd Approach
P.OI�:CannorsC.vo Pla
StructureNumberk[ qn/a<v pra�ecttt:K� ,C`
Task N ��q
Deslgn By: c Date: li/�L�oz� [heckeE Hy: e Date: i�/>>/zoz�
Stream Stats Area Data
rmoa .e�.�a�•.�.�
xv a �..Isrl�x�
rc 5 ��vmi
;oa rerm.eeiam. ���/n�
Precinitatlanlnbn .tl �i�
�'"
Results
ea�ei310 c.,ao� Q�oo =149.OAo.eiaSPa.nsSTasz��l-4.2)zs.'ac
�o��e,.�,..x eny. ,
_ �eim�
�s<a��isn o.= '°�"�n. �
�m,
HydroCAD Results
iryaoer.o�
O
`"""� Inflow Area=5,619.000 ac
Peak EIev=1,001.23'
Storage=526.541 af
MAX Discharge=90 cfs �
Total Discharge for second approach=1432 cfs+90 cfs=1522 cfs.
1500 cfs used for Q100 design flow
xv _ c_ i.co��a,�o»w..m :ns�za:x i:.uvm iai
ATTACHMENT #3
Final Plan Set NR-56-009
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ATTACHMENT#4
HEC-RAS Output
HEC-RAS HEC-RAS 5.0.6 November 2018
U.S. Army Corps of Engineers
Hydrologic Engineering Center
609 Second Street
Davis, California
X X XxXXxX XXXX XxXX xX XXXX
x x x x x x x x x x
x x x x x x x x x
xxxx�cx xxxx x xxx xxxx x�cxxx xxxx
x x x x x x x x x
x x x x x x x x x x
x x xxxxxx xxxx x x x x xxxxx
PRO7ECT DATA
Project Title: HEC-RAS Model, NR-56-009
Project File : ConnorsCreek.prj
Run Date and Time: 1/10/2022 3:39:51 PM
Project in English units
Project Description:
CRS Info=6patialReference> <Coordinate5ystem Code="7632"
Unit="US survey_Foot" AcadCode="" /> <Registration Offset%="0" OffsetY="0"
OffsetZ= 0" ScaleX="1" ScaleV="1" ScaleZ="1" /x/SpatialReference>
PLAN DATA Existing
Plan Title: Existing
Plan File : g:\WI DFD\Z1070-000 21E3K Connors Creek Bridge\_DESIGN\DRAINAGE\GEOHECRAS\ConnorsCreek.p01
Geometry Title: Existing Geometry
Geometry File : g:\WI DFD\21070-000 21E3K Connors Creek
Bridge\_DESIGN\DRAINAGE\GEOHECRAS\ConnorsCreek.g01
Flow Title : Default Steady Flow
Flow File : g:\WI DFD\21070-000 21E3K Connors Creek
Bridge\_DESIGN\DRAINAGE\GEOHECRAS\ConnorsCreek.f01
Plan Description:
Existing surface with existing bridge geometry.
Plan Summary Information:
Number of: Cross Sections = 5 Multiple Openings = 0
Culverts = 0 Inline StrucYures = 0
Bridges = 1 Lateral Structures = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 2e
Maximum difference tolerance = 0.33
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical flow
FLOW DATA
Flow Title: Default Steady Flow
Flow File : g:\WI DFD\21070-000 21E3K Connors Creek Bridge\_DESIGN\DRAINAGE\GEOHECRAS\ConnorsCreek.f01
Flow Data (cfs)
River Reach RS Q100 Q2
Connonrs Creek Connors 1066 1500 400
Boundary Conditions
River Reach Profile Upstream Downstream
Connonrs Creek Connors Q100 Normal 5 = 0.00114
Connonrs Creek Connors Q2 Normal 5 = 0.00114
Profile Output 7able - Standard Table 1
Reach River Sta Profile Q 7ota1 Min Ch E1 W.S. Elev Crit W.S. E.G. Elev E.G.
Slope Vel Chnl Flow Area Top Width Froude # Chl
(cfs) (ft) (ft) (ft) (ft)
(ft/ft) (ft/s) (sq ft) (ft)
ConnOrS 1066 Q100 1500.00 1384.83 1391.34 1391.42
0.002868 3.66 942.67 434.15 0.37
Connors 1066 Q2 400.00 1384.83 1389.67 1389 J0
0.002742 2.14 355.91 292.36 0.31
Connors 1006 Q100 1500.00 1383.94 1391.03 1389.43 1391.13
0.018608 1.28 647.77 334.81 0.10
Connars 1006 Q2 400.00 1383.94 1389.14 1386.51 1389.22
0.093993 2.40 177.45 212.29 0.21
Cannors 1000 Bridge
Connors 994 Q100 1500.00 1384.65 1390.77 1391.10
0.004468 5.53 552.52 347.81 0.47
Connors 994 Q2 400.00 1384.65 1388.62 1386.85
0.003314 3.84 104.26 44.95 0.38
Connors 946 Q100 1500.00 1384.91 1390.81 1390.90
0.000956 2.93 993.38 469.55 0.23
Connors 946 Q2 400.00 1384.91 1388.64 1388.68
0.000781 1.80 309.77 236.66 0.19
Connors 672 Q100 1500.00 1384.91 1390.51 1388.46 1390.61
0.001141 3.17 995.08 357.93 0.25
Connors 672 Q2 400.00 1384.91 1388.36 1386.77 1368.42
0.001141 2.15 334.77 272.79 0.23
Profile Output Table - eridge Only
Reach River Sta Profile E.G. U5. Min E1 Prs BR Open Area Prs O WS Q Total
Min E1 Weir Flow Q Weir Delta EG BR Sluice Coef
(ft) (ft) (sq ft) (ft) (cfs)
(ft) (cfs) (ft)
Connars 1000 Q100 1391.13 1388.39 66.41 1500.00
1388.89 1241.36 0.03
Connors 1000 Q2 1389.22 1368.39 66.41 400.00
1388.89 69.60 0.38
HEC-RAS HEC-RAS 5.0.6 November 2018
U.S. Army Corps of Engineers
Hydrologic Engineering Center
609 Second Street
Davis, California
x x xxxxxx xxxx xxxx xx xxxx
x x x x x x x x x x
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xxxxxxx xxxx x xxx xxxx xxxxxx xxxx
x x x x x x x x x
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x x xxxxxx xxxx x x x x xxxxx
PROJECT DATA
Project Title: HEC-RAS Model, NR-56-009
Project File : ConnorsCreek.prj
Run Date and Time: 1/10/2022 12:49:13 PM
Project in English units
Project Description:
CRS Info=<SpatialReference> <Coordinate5ystem Code="7632"
Unit="US survey_Foot" AcadCode="" /> <Registration OffsetX="0" OffsetV="0"
OffsetZ= 0" ScaleX="1" ScaleV="1" ScaleZ="1" /></SpatialReference>
PLAN DATA Proposed
Plan Title: Proposed
Plan File : g:\WI DFD\21070-000 21E3K Connors Creek Bridge\_DESIGN\DRAINAGE\GEOHECRAS\ConnorsCreek.p04
Geometry Title: Proposed
Geometry File : g:\WI DFD\z1070-000 21E3K Connars Creek
Bridge\_DESI6N\DRAINAGE\GEOHECRAS\ConnorsCreek.g04
Flow Title : Default Steady Flow
Flow File : g:\WI DFD\21070-000 23E3K Connors Creek
Bridge\_DESIGN\DRAINAGE\GEOHECRAS\ConnorsCreek.f01
Plan Description:
Proposed surface with Proposed bridge geometry.
Plan Summary Information:
Number of: Cross Sections = 5 Multiple Openings = 0
Culverts = 0 Inline Structures = 0
Bridges = 1 Lateral Structures = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Mazimum difference tolerance = 0.33
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Default Steady Flow
Flow File : g:\WI DFD\21070-000 21E3K Cannors Creek Bridge\_DESIGN\DRAINAGE\GEOHECRAS\ConnorsCreek.f01
Flow Data (cfs)
Rive� Reach RS Q100 Q2
Connonrs Creek Connors 1066 1500 400
Boundary Conditions
River Reach Profile Upstream Downstream
Connonrs Creek Connors Q100 Normal 5 = 0.00114
Connonrs Creek Connors Q2 Normal 5 = 0.00114
Profile Output Table - Standard Table 1
Reach River Sta Profile Q Total Min Ch E1 W.S. Elev Crit W.S. E.G. Elev E.G.
Slope Vel Chnl Flow Area Top Width Froude # Chl
(cfs) (ft) (ft) (ft) (ft)
(ft/ft) (ft/s) (sq ft) (Ft)
Connars 1066 Q100 1500.00 1384.83 1391.47 1391.55
0.003498 3.80 902.21 450.62 0.40
Connors 1066 Q2 400.00 1384.83 1389.30 1389.46
0.002596 3.99 236.90 278.22 0.36
Connors 1006 Q100 1500.80 1383.94 1391.07 1389.35 1391.19
0.023990 1.52 606.45 338.49 0.11
Connors 1006 Q2 400.00 1383.94 1388.79 1386.46 1388.93
0.194690 3.04 133.23 147.99 0.30
Connors 1000 Bridge
Connors 991 Q100 1500.00 1384.65 1390.72 1391.17
0.005255 6.16 476.93 343.25 0.51
Connors 991 Q2 400.00 1384.65 1388.61 1388.84
0.003548 3.84 104.17 46.80 0.39
Connors 946 Q100 1500.00 1384.91 1390.81 1390.90
0.000985 2.97 971.86 469.56 0.24
Connors 946 Q2 400.00 1384.91 1368.64 1388.68
0.000749 1.76 325.97 236.55 0.19
Connors 672 Q100 1500.00 1384.91 1390.51 1388.46 1390.61
0.001141 3.17 995.08 357.93 0.25
Connors 672 Q2 400.00 1384.91 1388.36 1386.77 1388.42
0.007141 2.15 334.77 272.79 0.23
Profile Output Table - Bridge Only
Reach River Sta Profile E.G. US. Min E1 Prs BR Open Area Prs 0 WS Q Total
Min E1 Weir Flow Q Weir Delta EG BR Sluice Coef
(ft) (ft) (sq ft) (ft) (cfs)
(ft) (cfs) (ft)
Connors 1000 Q100 1391.19 1389.85 136.20 1500.00
1388.76 807.37 0.02
Connors 1000 Q2 1388.93 1389.85 138.20 400.00
1388.76 5.80 0.09
ATTACHMENT #5
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