20070081 Ver 2_More Info Received_20070720

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KELLER ENVIRONMENTAL ~'''~~~~'rruR
ENVIRONMENTAL CONSULTANTS ~s'~rFa pry
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LETTER OF TRANSMITTAL
DATE: July 18, 2007
TO: NC Division of Water Quality ATTENTION: DWQ EXPRESS TEAM
RE: Cedar Ridge Request for more information 7/11/07
WE ARE SENDING YOU THE FOLLOWING:
® Pre-construction Notification tPCN) ®Plans ®Maps ^ Specifications
® Documents ^ Other
THESE ARE TRANSMITTED AS CHECKED BELOW:
® For approval ®As requested ^ For review & comment
^ Please reply ^ See below ® For your files
^ Regular Mail ^ Fed-Ex ®Delivered by KE ^ Picked Up
COPIES DATE DESCRIPTION
3 Revised PCN a lication cket
Remarks:
THANK YOU! J~~,~a~''"~ ~"-
Recd By: Signed _

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To: NC Division of Water Quality
401 Oversight and Express Permits Unit
Attn: EXPRESS REVIEW STAFF
2321 Crabtree Boulevard
Suite 250
Raleigh, North Carolina 27604-2260
Re: Cedar Ridge Subdivision PCN Submittal
Wake County, North Carolina
July 18, 2007
KELLER ENVIRONMENTAL
ENVIRONMENTAL CONSULTANTS
7921 Haymarket Lane, Raleigh, NC
[phone]
Fax [phone]
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On behalf of the applicant, Robert Polanco, please find attached a complete application and supplemental
information requesting written concurrence from the United States Army Corps of Engineers (COE) and the North Carolina
Division of Water Quality (DWQ) that the activities proposed below may precede utilizing Nationwide Permit 29. We are
requesting to place a culvert with headwalls in 1 stream and 2 bottomless arched culverts in further streams for the purpose
of building Virginia Water and Irina Drives. In addition, buffer impacts will result from the installation of bioretention ponds
and 1 aerial sewer crossing. 108 homesites are also proposed for this subdivision. These proposed impacts are contained in
the attached packet of information.
PR(I.IF(:T SI IMMARY
Pro~ect Name CEDAR RIDGE
Pro'ect T e SUBDIVISION
Owner / A licant Robert Polanco
Count Wake
Nearest Town Rolesville
Waterbod Name Harris Creek
Basin /Sub-basin Neuse 03-04-02
Index Number 27-26
Class C; NSW
I~ADA(`T CI IMMARV
Stream Im act acres .014
Neuse River Buffer Im acts acres 1.13 acres
Wetland Im acts acres 0
Total Im act to Waters of the State acres 0.014
Total Stream Im act linear feet 102 linear feet
Please contact me at [phone] (office) or [phone] (cell) or ~I,a'~.kellerenvironmental.com if you have any
questions or require any additional information.
Sincerely,
KELLER ENVIRONMENTAL, LLC
~~~
Jay Keller
Principal
Attachments:
Town of Rolesville en ineer letter 7/17/07 Site Plan Sheets 13
Qore eolo is letter 5/14/2007 PCN A lication Form revised 7/17/07
HEC-RAS stud Bioretention Worksheets & H dro ra h
Cumulative Im act Exhibit Wake Count Soil Surve Pa es 92 & 93.
Rolesville 401 B ass Exhibit Jul 11, 2007 DWQ Re uest for More Information letter

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KELLER ENVIRONMENTAL
ENVIRONMENTAL CONSULTANTS
July 19, 2007
Cyndi Karoly
NC Division of Water Quality
401 Wetlands WQ Certification Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Re: Cedar Ridge Subdivision
Keller Environmental Job No. 0647
DWQ Express Project # 07-0081 v2
Wake County, North Carolina
Dear Ms. Karoly:
We are submitting the additional information requested from written correspondence
on July 11, 2007 and during our July 16, 2007 meeting with Ms. Cynthia VanDerwiele. We
are requesting for NC Division of Water Quality (NCDWQ) written approval under Section
401, Clean Water Act, 33 USC 1344. This will assist in compliance with Water Quality
Certification (WQC) 3631 and it's accompanying Nationwide Permit (NWP) 29. We have
addressed your included written comments in the following paragraphs.
1. DWQ sent a request for additional information on June 4, 2007. Item
1 regarding the issue of the geotechnical subsurface exploration in
regard to use of a Con-Span bottomless arch culvert was not
addressed in the July 9, 2007 submittal package.
Please refer to the following attached signed and sealed letters:
• July 16, 2007 Town of Rolesville engineer letter
• May 14, 2007 Qore letter
• July 18 HEC-RAS study.
Due to the massive granitic rock formations in the area and at this site, the
use of Con-Span bottomless arch culverts will have less impact on the
streams. The Town of Rolesville has approved the usage of these arch
culverts and is requesting approval from the state. Attached are Plan
Sheets 6, 7, 9, 16, 25, & CS/1-4 for your use. As stated during our
meeting, the arched culverts have been designed to facilitate the flow
associated with 100-year flow event without creating a backwater effect or
increasing the existing 100yr velocities in the stream channel. These
conditions minimize the scouring effect and its potential damage to the

DWQ 401 Certification &
Neuse R. Buffer Rules Re-Submittal
Cedar Ridge Subdivision
July 14, 2007
Page2of7
culverts and associated foundations. The developer, Robert Polanco,
also stated that he is accepting responsibility for these structures for the
developer warranty period.
2. DWQ has concerns regarding cumulative impacts. Please explain
the stubbed out roads- Genovesa Drive, Montserrat Drive, and
Marbella Drive.
Please refer to the attached Cumulative Impacts Exhibit and NCDOT
proposed 401 Bypass Corridor Map. Cumulative impacts are not
anticipated for the unnamed tributary to Harris Creek on the Eastern
property. Connection to the Rogers (Rolesville) Road and Century Farm
Road intersection along with the proposed 401 Bypass can be provided
without impacts to stream, wetland, and riparian buffer areas.
3. You have indicated a total of 220 linear feet of permanent stream
impacts and 160 linear feet of temporary stream impacts on the cover
letter; a total of 94 linear feet of impacts on page 4 of the PCN; 96 linear
feet of impacts of page 6 of the PCN (for the same impact site); and
Sheet 6 of 35 identifies 250 linear feet of permanent stream impacts and
20 feet of temporary stream impacts. The May 15, 2007 indicated 149
linear feet of stream impacts. Please explain your discrepancies.
Please refer to the table below and to the corresponding Table of Impacts
Tabulation on Plan Sheet 6 of 35.
Stream Stream Name Type of Impact Perennial or Average Stream Area of Impact
Crossing Intermittent? Stream Width Length (acres)
Before Im act linear feet
Virginia Water Harris Creek Permanent 60- Perennial 6 102 0.013
Dr. East inch diam. RCP
Virginia Water Harris Creek Con-Span Perennial 6 86 0
Dr. West Bottomless
Arched Culvert
Irina Dr. UT to Harris Con-Span Perennial 4 78 0
Creek Bottomless
Arched Culvert
SS Outfall 8 UT to Harris Approx. 8-ft high Perennial 20 20 0
Creek Aerial Sewer
Crossin
Total Stream Im act (by len th and acrea e) 102ft. perm. 0.013 Ac. perm.

DWO 401 Certification &
Neuse R. Buffer Rules Re-Submittal
Cedar Ridge Subdivision
July 14, 2007
Page3of7
Virginia Water Drive East- Located between Phase I and III. The eastern
Virginia Water Drive 60-inch RCP is 102 linear feet and the RCP will be
buried 30-inches to facilitate aquatic passage. During our perennial
stream determination, we entered the subject riparian corridor from the
existing Virginia Water Drive end of pavement and walked upstream via
the existing sewer line on the west side to the existing pond and sewer
crossing area. It was evident during our analysis that the stream in the
proposed crossing area is slightly incised. Please refer to Sheets 6, 7, &
19 on the attached plan sheets for details.
Virginia Water Drive West- Located in Phase II. This crossing will span
102-linear feet of stream and provide connectivity to the western
subdivision -Villages of Rolesville. The 25-ft. span length and 10-ft.
height Con-Span bottomless arch culverts will have less impact on the
streams as previously stated in #1. Please refer to Sheets 6, 9, 16, &
CS/1-4 on the attached plan sheets for details.
Irina Drive- Located between Phases I and V. This crossing will span 78-
linear feet of stream and provide connectivity to Lots 61 - 67 and areas to
the north. The 12-ft. span length and 6-ft. height Con-Span bottomless
arch culverts will have less impact on the streams as previously stated in
#1. Please refer to Sheets 6, 7, & 25 on the attached plan sheets for
details. Though Sheets CS/1-4 are for .the Virginia Water Drive West
Structure, they can be applied to this crossing also.
Sanitary Sewer Outfall 8- An aerial sewer crossing is proposed south of
Irina Drive between Lots 61 and 67. This proposed line will satisfy the
City of Raleigh's criteria for a gravity driven sanitary sewer line. The
crossing will be eight (8)-feet above the stream channel for maximum
clearance of the 20-feet wide stream/pond area. The casings will be
constructed outside of the jurisdictional stream/pond areas. Please refer
to Sheets 6, 7, & 32 for details.
4. Your PCN Application indicates a request for Water Quality
Certification and Buffer Authorization for Phase II. The construction
plans indicate Phases III-IV. Please clarify the project scope and
verify with the USACE representative.
The proposed application is for Cedar Ridge Subdivision Phases II-V.
This has also been corrected on the Plan Sheets. Thank you for
highlighting that oversight on our part.

DWQ 401 Certification &
Neuse R. Buffer Rules Re-Submittal
Cedar Ridge Subdivision
July 14, 2007
Page 4 of 7
5. Please include all proposed riparian buffer impacts (whether
requiring mitigation or not) within Section X of the PCN.
Buffer Impact
Area Square
Feet
Zone 1 Square Feet
(Z1 Total) Square
Feet
Zone 2 Square Feet
(Z2 Total)
Bioretention 1 37 x 15 555 21 x 15 315
Bioretention 2 68 x 15 1,020 26 x 15 390
Bioretention 3 32 x 15 480 21 x 15 315
Bioretention 4 34 x 15 510 20 x 15 300
Bioretention 5 35 x 15 525 20 x 15 300
Bioretention 6 48 x 15 720 580
Bioretention 7 57 x 15 855 560
Bioretention 8 36 x 15 540 20 x 15 300
Bioretention 9 37 x 15 555 800
Bioretention 10 30 x 15 450 26 x 15 390
Bioretention 11 35 x 15 525 20 x 15 300
Bioretention
Totals 6,735 4,550
Virginia Water Dr.
E. 7,697 5,236
Virginia Water Dr.
W. 8,044 5,442
Irina Dr. 5,699 3,858
SS Outfall 8 1,200 800
TOTALS SF 29,375 19,886
TOTALS Acres 0.67 0.46
6. The Zone 2 buffer impacts within the table (depicted on Sheet 6 of
35) does not match with the individual impacts depicted on the
construction sheets.
The Riparian Buffer Impacts listed above reflect the individual impacts
depicted on Sheet 6 and on the Detail Sheets.

DWQ 401 Certification &
Neuse R. Buffer Rules Re-Submittal
Cedar Ridge Subdivision
July 14, 2007
Page5of7
7. You are proposing a total of 13 bioretention facilities in lieu of using
level spreaders.
A. Please use the bioretention supplement worksheet located at
http://h2o.enr.state.nc.us/su/documents/BioretentionAreaSupple
ment-DRAFT11-1.pdf.
Please refer to the attached bioretention worksheets and hydrographs.
B. DWQ requires a minimum of three (3) tree species; three (3) shrub
species; and three (3) ground cover species. You have not
provided the minimum amount of plant diversity.
Please refer to the typical planting details on Sheet 9A for the
bioretention area details.
C. You have specified Myrica cerifera (wax myrtle). This species
fixes atmospheric nitrogen and should not be used for nutrient
reduction. Please specify a different species. See Chapter 12
Bioretention [http://h20.enr.state.nc.us/su/documents/Ch12-
Bioretention OOO.pdf ].
Please refer to the typical planting details on Sheet 9A for the plant
diversity. Wax Myrtle has been removed.
D. All plants proposed for your bioretention facilities must be able to
withstand the ponding depth you have indicated.
The proposed plants are found on Sheet 9A. As discussed during our
office meeting, the ground cover plants will be placed at shallower
depths to ensure success.
E. You have specified a soil media depth of 2.5 feet. This shallower
than DWQ minimum standards for planting trees and shrubs.
The soil media depth has been revised to 3-feet. Please refer to the
typical bioretention cross-sections on Sheet 9A.
F. You have not included soil specifications for the bioretention
facilities in your construction plans.
Please refer to the typical bioretention cross-sections on Sheet 9A.

DWQ 401 Certification &
Neuse R. Buffer Rules Re-Submittal
Cedar Ridge Subdivision
July 14, 2007
Pagebof7
G. Please describe how the planting soil infiltration rate was
determined.
The planting soil infiltration rate of >2.0 in/hr is specified per the
NCDENR DWQ BMP manual chapter 12. The final infiltration rate for
the planting soil media will be tested to determine if it meets the
required infiltration rate. The Bioretention calculations were done using
the average soil conductivity of a loamy sand soil (soil media type
specified). The in situ soils are Louisburg Soils and determined from
the Wake County Soil Survey (WCSS). Please refer to the attached
pages 92 and 93 of the WCSS for the infiltration rate (see comment
response to 7.H. below.
H. The construction details for the bioretention facilities do not
appear to include an underdrain. Please explain.
An underdrain has been instituted into the bioretention areas. Per the
conversation with Cindy, the specification of an underdrain removes
the requirement of site testing of the in situ soils. Please refer to Sheet
9A for details.
I. Your construction plans contain inadequate detail regarding the
sequencing of the bioretention construction. Please describe
when and how the bioretention facilities will be constructed.
Please refer to the details on Sheet 6. Namely Step #9 of the Wake
County Construction Sequence.
J. Sheet 9A of 35 Landscape Notes. Your project is located in
Rolesville, NC. Please explain the references to the Town of Cary
Standard Appearance Specifications Manual and the town of Cary
site inspectors.
The landscape notes have been modified to reflect the Town of
Rolesville Unified Development Ordinance specifications. Thank you
for highlighting that oversight on our part.
K. Maintenance Agreement, page 13 of 14 Item III B includes
fertilizing in April and October. This information conflicts with
page 5 of 14 item 4. DWQ will not allow regular semi-annual

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DWQ 401 Certification &
Neuse R. Buffer Rules Re-Submittal
Cedar Ridge Subdivision
July 14, 2007
Page7of7
fertilizing as the purpose of the bioretention facilities is to reduce
nutrients in a Nutrient Sensitive Water watershed.
The Operation and Maintenance Manual has been modified to call for no
fertilization within the bioretention facilities. Thank you for highlighting
that oversight on our part.
If you should have questions or require additional clarification please feel free to contact
me at 844-7437 (office), 749-8259 (cell) or email: jay~kellerenvironmental.com.
Sincerely,
Keller Environmental, LLC
~~
Jay Keller
Principal
Cc: Harold Yelle, PE
Robert Polanco
Attachments:
• Town of Rolesville engineer letter, July 16, 2007
• Qore geologic letter-May 14, 2007
• HEC-RAS study, July 18, 2007
• Cumulative Impact Exhibit
• Rolesville 401 Bypass Exhibit
• Site Plan Sheets (13)
• PCN Revised July 17, 2007
• Bioretention Worksheets & Hydrograph
• Wake County Soil Survey Pages 92 & 93
• July 11, 2007 DWQ Request for More Information letter

a1lAr I V yr VL. I •..~J VQ11 •../II I II I IV l to v , v ..,:.- •..".
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Mayor N;1nCV Nt. Kelly
l.ommrtNtonc:r llonnic 1, l:umn
(:nmmia.irynr:r• (:. Drunk I:,I!Ir•,, ~1Anynr I'rn=1'rnlilnrr
C:umrr;ia,a+mar ~V, l•rarJc I Ir...I};r
C:ommixslwur lietcv 1'. w'hltak~:r
Commisri<mcr Ja;~-lrh V1'. "Jacl:~" VVilsan
Jr~ly 16, 7(lg7
>`C Departrncnt of F.nvimnmcnt an<l Natural Rcsour~cry
Division of Water (Zut>aity
512 North tialislwry Sfl'P.PT.
Raleigh, NC 27604
Rcfcrcnccc C;vclor Lakes 5ubdivisian Virginiu Wvtcr Urivc Groscing
'1•r~ W ham It May C;ancern:
Pir~t
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;t101•.r~l Yigmi~!ilrv<•I
I'.r..l (Nii~:c ISnx 75t1
Itrrlr..vi~lr, Nnrlh(:arr>lie:~ 7%571
F'aG~+imilc: 9l9.5i6,635?
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Tl•rc; (Own sta!'f lots rrviewal lhr. t:~orr,StruCtiOq plans 1'vr Cc^t3ar L.akcs SuE,division ;ut~l Virginia Water [.)rive. The
Tnwn nerds the intCrconnec•tivity of this; street For the efficient delivery of municipal services between thin (:ctlar
Lakes Suhdivi+ion and tht Vi11al;cs at Rt,lc•willt• luhdivitiictn.
The' con~uruction plane show the use of an arch bridge For this cr»ssin~r and the Town has approved this concept
liccausc it will have Icrs impact nn the stream. 'i'he dcvclnpcr will ncccl to supply the detail construction plans
li-om the supp[icr 1'or final approval prior tv starting any wnxtructic~a.
Uue to the rock conditions in the Rolesville area the "1-own has approved the concept of using the arch hridg+c• fur
Virginia Water Ihivc and is requesting the State's approval 1'or this projcc-t as well.
tl'ynu xhoultl have any duc:aions, (ccl free to rnntact me at 554-6517.
Sincerely,
C:.v-1:iimrirt'ins
Town Gnginci:r
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cedar-hecras-future
3~~ Ln o~~ coN oir~ oNS
HEC-RAs version 3.1.3 May 2005
U.s. Army Corp of Engineers ~~p O 1 ' ~ ~ $ ~ V 2
Hydrologic Engineering Center r
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
XXXXXXX XXXX X XXX XXXX XXXXXX 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
~eeeeaeeeepe
:: ': '::: ': 'r 4r d. ': ~•'::: ~ it $• ~• :::r ~ .. ~• 4r ~•': 't ~• is ' ............. 4r 4r': dr ~ '.. 't it ~ ...:::'......: ~c it',.............., it 4t i::::...., :r ~'•`~-(~~,°ir ~tl;; ~ ;y~ir; ®A1p®~
PROJECT DATA ,r .~,, sr
Project Title: CEDAR LAKES - newest `~ ~
Pro] ect Fi 1 e cedarnew. prj SEAL °~~ 'a~
Run Date and Time: 7/17/2007 10:51:48 AM °"
z~ a ~k
®~. 1 ~..
Proj ect i n English units : ~~':.F,y .^ ~~`'~
Project Description: '~.,~D,q, YES-~'~~~~'
~~~~~~ eeee~e ~
dt'.: ~• 8: a': 4t dt B: it it ~• ~'.t R• ~: i.• ~ ~. ~. ~ . ~. ~. . ~. . ~. ~..,..,. ~. ~• ~ ~. ~ ~. ~. ~. ~. ~(p/~~
. ..r s'...., i... 4......... ~ :Y .....r ...r .... '.r dr .... $r'.:: ~ ~ 'r ~• it ~ ': 4r :r'...... ,, ~ :c ~•'.r ~ ~ '..•'• ~; ~ 't ;.r ~•'t :r is ~ .. ..
PLAN DATA ~~• I~ '~ ~ 7
Plan Title: Future Conditions
Plan File o:\sdskdsgn\proj\CEDAR\HEC-RAS\cedarnew.p06
Geometry Title: Future Conditions
Geometry File o:\sdskdsgn\proj\CEDAR\HEC-RAS\cedarnew.g05
Flow Title Flows w/o Ponds
Flow File o:\sdskdsgn\proj\CEDAR\HEC-RAs\cedarnew.f01
Plan Summary Information:
Number of: Cross sections = 15 Multiple openings = 0
Culverts = 3 znline structures = 0
Bridges = 0 Lateral structures = 0
Computational Information
water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Maximum difference tolerance = 0.3
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
.....~ ...... .. .................................. .................... ............:r '............. 'r'..........: i:............., .......... ,........... ,...........
FLOW DATA
Flow Title: Flows w/o Ponds
Flow File o:\sdskdsgn\proj\CEDAR\HEC-RAS\cedarnew.f01
Flow Data (cfs)
Page 1

cedar-hecras-future

. .....~. ~. ...... ~..~. s .....,. ~ ..,. ~.... ~..~... .,. ~....... ~. ~..~. ~. ~, s... ~.... ~..., s.... ,...
.............. n .......: is is ~......::r'r'............: is ,....................r ~~: it n n ., .........:
... ~. ,. . s. ~. ~. ~. ~. 'r ~- it t ....,. ,.. ~. s• •~, s..,. ~.... ,, ~r ~; .~. ~r ...... ~..,..~. ~. ~. ~. _.....
i:.... 'r :. 'c '......, n .. ....................
•'r River Reach RS 100yr 25yr
l0y r ~"
~` MAIN CREEK Upper 9.0 n 124.86 89.83
66.42 'r
'° MAIN CREEK Lower 6.0 •• 248.43 174.57
125.74 '~
'° MAIN CREEK Lower 5.0 •• 334.97 234.01
167.43 ;r
MAIN CREEK Lower 4.0 •• 626.51 435.02
309.04 'r
~' MAIN CREEK Lower 3.0 •• 736.03 508.57
359.34 '°
'r NORTHERN CREEK Upper 13.0 ~" 123.57 84.74
59.32 -°
.. ': is '..... ': is '...... 'r'.., n .... .. ~• fir':.. ;r is :...................... 'c ~. 'r': ic', n 'r ; ..:r :'r': .::: ;: n '.C fir': k ~ .....::r ~ .. ': f: it i. n n .............. 'r it 3r ': it fr '......... 'r ~.
Boundary Conditions
.......... ~• is '... 'r it „ .. R• ?r'r ;; ~•', n 'C ~: '......... 'c'.:........ ?c ~: '. ': is it :: ............ is is ~ .....,,~. ;~. ~. ~ yr „ .. ., n n ...... .
:r~. ..., n ...................... 'r'...... 'r', ......
.. .. .. .. .. ir',r~.. ., n.. n..
~" River Reach Profile n upstream
Downstream
....n....'.:ire....n'rir~'..•ir~it~i:',C:r'r'..n..:'r'........n~fr'.,;'.r~'r~;;~ieir~n..'Cs'•~rsY~~•irk'..n'.r'.',r~;;;.r:r:ri.':~ir~n....n~r:r~~....:riri.'r;'r' n.. :r~r
.~. r .~.~....~. •~.... .~....
~' MAIN CREEK Upper 100yr ~ Normal S = 0.01
~:
~' MAIN CREEK Lower 100yr
Normal s = 0.01 "~
'~ NORTHERN CREEK Upper 100yr n Normal S = 0.01
~:
.r :r': !: ;:.. 'r it 'r'r': sY'r k ~ oY is it it ~ .. ~• it ~ ;r'......, n .. '.: it ': it ~ ., n n ': ~ it ~ 'r it ~ n ..., n ': $r ~ 'C it :: ~ ~ ~: ', '.• it 4. ~• x ~ n n n n ~• ~::... 4r ;: ;; ~t i, ~• it 9....... ~ ;r'r ;r it
~: ~..n..........Sri:':isir'r~~~~'rir'.'rir' ............:r'.nn..,;:r~nn.;:r~......'r~~n'r~~•~'r~~n~'c'.r~;:r~~'.,n~•i;~n'.r:'.n'r :':'.r'.....n
GEOMETRY DATA
Geometry Title: Future Conditions
Geometry File o:\sdskdsgn\prof\CEDAR\HEC-RAS\cedarnew.g05
Reach Connection Table
...... ': ~' ;': '.r :'r :'r': ~ :'r `,"'::'r ~'': it s'' ~: is s'' rr'. 4r'r is ': 'r ~r :': '.. 'r','r ~' ~ :'r ;': ~' it S'r 'l. ~ k t ~ 4r is 'r'.:r ~•': '..' ~r ~ '.' y'' ~. n '..• :': ~•': 'r ~ .. n .. n .. '.: ~ .. ': it ~ ., n ....
•• River Reach •• Upstream Boundary * DownstreamJBoundary~°
..n'.tor'ri:X~'......:r'.'.:ir~•:r~•~::r'•r~Yr:.........'rir'...:r~~......n.::r:r'..•~r'.~~ir ~•:r:r$c'•r:e~'c~n':t,~'r4:~~•sY~nR•s°J. n.. .. .. ': ire.. :r 4.n
'~ MAIN CREEK Upper ~° ~ Junction) ••
~° MAIN CREEK Lower •• Junction * ..
~• NORTHERN CREEK Upper ~~ ~r Junction '°
.. .. ~: 5~C ''.... ':r ~::'. .... ~r ~C )'C ~: `'.. n' ~: ~.r :r ~: ~: ':r 5': )~.....:: ~: '.Y :'r :: n' •.'..... '.Y ~: `.~. •.~.' ~.r !~: ~.... n ........ n •.~.' ~: `.': ~.C ~r n' n' ~: ':r ~.C ~: ~' n 'I: SAC ~. n n' f: '.~. n .... n .. ~r `.~: `.': ~::': ~:
JUNCTION INFORMATION
Name: Junction
Description:
Energy computation Method
Length across Junction
River Reach
MAIN CREEK Upper
NORTHERN CREEK Upper
Tributary
River
to MAIN CREEK
t0 MAIN CREEK
Lower
Lower
Reach
Length Angle
0 0
0 0
CROSS SECTION
RIVER: MAIN CREEK
REACH: Upper RS: 9.0
INPUT
Description: Edge of Pond #1
Page 2

cedar-hecras-future
Station Elevation Data num= 20
Sta Elev
~
~ Sta Elev Sta Elev Sta Elev Sta Elev
n ........ .... '.
C '.
. ........ .. .. .. .... ...... r. .... ...: 7':........::' i't :'............... n .. .: 1't'r )Y 'IC ri ~: ':C ~:.................... .: 5~:.. ............ ':::'...............
0 390 31 388 48 386 105 384 155 382
200 380 208 379.9 210 379.7 212 379.9 220 380
250 382 260 384 287 386 350 388 443 390
461 392 476 394 490 396 500 398 509 400
Manning's n values num= 3
Sta n val Sta n val sta n val
....:r ir' ................... n ...... .. '.r ;'. 'r i; ', n .. '.r :: ~• ir' n ~• is ~ .......... n ....::'!..r't ~•
0 .05 208 .035 212 .05
Bank Sta: Left R ight Lengths: Left Channel Right Coeff Contr. Expan.
208 212 400 400 400 .1 .3
CROSS SECTION
RIVER: MAIN CREEK
REACH: Upper RS: 8.0
INPUT
Description: Upst ream of Virginia Water Drive
Station Elev ation Data num= 20
Sta
'
' Elev Sta Elev Sta Elev Sta Elev Sta Elev
.; ~•'r 4r ~ ~ ~ '•r'.• :
... ~• ~: '., n '.• ;'; '. ',r it t ~c'.r ~'. ~ ~': ~ :r'.r ~ ~ ~• :. ~• ~ it :r ~ ~• ;r ~ ~ it ~ :r ~::r is 4; ~ it ~ ~: 'r'.r fr ; '; ~', ir't ~', n n '!r it ~ ~• ~ ~ ',r ~ n
JJ
~ ~• it 'C
0 390 30 387 64 383 85 380 99 378
116 376 127 374 130 372 133 370.2 137 372
141 374 143 376 148 378 153 380 162 382
169 384 179 385 184 386 197 388 208 390
Manning's n values
Sta n Val Sta
0 .05 130
Bank Sta: Left Right
130 137
CULVERT
num= 3
n val sta n val
.035 137 .05
Lengths: Left Channel Right Coeff Contr
130 130 130 .1
RIVER: MAIN CREEK
REACH: Upper RS: 7.5
INPUT
Description: HW#74, HW#75
Expan.
.3
Distance from Upstream xs = 56
Deck/Roadway width = 30
weir Coefficient = 2.6
upstream Deck/Roadway Coordinates
num= 8
sta Hi Cord Lo Cord
' Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
'r
.. .. .. .. .. .. .. .. n.. 't'. .. ., n., n«ir :', n.. ., n n:: it .: is it .. .. .. .. .. .. .. ., n.. :r'..n.r~ ~.. ., n.C i; .. .. .; it
~ n.. ., n.. ,C is .. ..
J
~ 'c is .: it i; .. ..
21 386 53 385 54 385
97 386 134 388 165 390
201 392 233 394
upstream Bridge cross section Data
Station Elevation Data num= 20
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
........ '; i; ' ............. .. f; '. ~• tC :..................... 'e', n ................ .... 'r :Y ~ n .... .......... Vic'... ,...., .......... .. n :C'... 'r :r'...
J ..., n ......
JJ,
0 390 30 387 64 383 85 380 99 378
116 376 127 374 130 372 133 370.2 137 372
141 374 143 376 148 378 153 380 162 382
169 384 179 385 184 386 197 388 208 390
Manning's n values num= 3
Sta n val Sta n val Sta n val
Page 3

cedar-hecras-future
...........: it ~: '.: ~t .......... 'r'...; fr ir'... 't it ~• i::r',.:t ic', .... ~: '....... ir'..... '.r ie 4t 4t'...
0 .05 130 .035 137 .05
Bank sta: deft Right Coeff Contr. Expan.
130 137 .1 .3
Downstream Deck/ Roadway Coordin ates
num= 9
Sta Hi Cord Lo Cord Sta Hi cord Lo cord Sta Hi Cord Lo Cord
n .. .... n n ........ n ..:'C )~. n ii '.~. .... n :'C '::f :r ~.r :': ':: `.~....... n .................. n )~t ':......... n' n":C 7: '.~... .. n .. '.~C ~: '::.~. )~t ~t S~: )'. n ............
30 386 61 385 62 385
105 386 138 388 173 390
207 392 240 394 273 396
Downstream Bridge Cross Section Data
Station Elevation Data num= 21
Sta Elev
' Sta Elev Sta Elev Sta Elev Sta Elev
....'r
..n'r:r'.r....'ti..t:r'.rir~ '.n.ric:t'r:rit ' ..n..:tt:. n't~'.'.t~:'r.::r ~~•irfr:c'.rit'..~•sYsY '...'eir'r~itiri,n~icit .r'.r'.r::ire-~r~ '..n:rit'r....
J
0 387 31 386 64 384 71 382 78 380
83 378 91 376 110 374 121 372 126 370
131 369.2 133 369 135 369.2 139 370 143 372
156 374 176 376 196 378 215 380 265 385
325 390
Manning's n values num= 3
Sta n val sta n val Sta n val
n .. 'r ~ 't ~• it ~ ,; :r'.. n ~• ~: '.. ': it :r ~ ~; ~ n ~• it ~ ~•'.r ~ ~ 'e :'r', n n n ~• ir', t is ':.. „ :r'r it ~• it
0 .05 131 .035 135 .05
Bank sta: deft Right Coeff Contr. Expan.
131 135 .l .3
upstream Embankment side slope
Downstream Embankment side slope
Maximum allowable submergence for weir
Elevation at which weir flow begins
Energy head used in spillway design
Spillway height used in design
weir crest shape
Number of culverts = 1
_ .0208 horiz. to 1.0 vertical
.0208 horiz. to 1.0 vertical
flow = .95
= Broad Crested
Culvert Name shape Rise span
Culvert #1 Circular 5
FHWA Chart # 1 - Concrete Pipe Culvert
FHWA Scale # 1 - square edge entrance with headwall
solution Criteria = Highest U.S. EG
Culvert upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit
joss Coef
1
0 120
upstream Elevation = 369.37
centerline station =
Downstream Elevation = 368.17
Centerline Station =
CROSS SECTION
.Oll .Oll .833
133
133
RIVER: MAIN CREEK
REACH: Upper RS: 7.0
.2
INPUT
Description: Downstream of Virgina Water Drive
Station Elevation Data num= 21
Sta Elev Sta
' Elev Sta Elev Sta Elev Sta Elev
:r:r:t:
. ..,..,. ~. •.• ~..,.:. ~• .,..,, a. •.• ,.... ,.1. ~..,. ~.......
:'r:cir'::::r::•~:t'rit:t't'r't::'::r:r::'t'r :............. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
~. ~. ~... s.1• .,. ~...• •
... .. .. .. .. .. .. .. i.
~..,. ~.,.. ~. ~..,.., .,. ~..,. ~.....,. •.. ~.
.. .. .. ..... .r .. .. .. .. .. .. .. ..
~..,. ~• ~• .~ .,.
.. ,. .. .. .. ..
0 387 31 386 64 384 71 382 78 380
83 378 91 376 110 374 121 372 126 370
131 369.2 133 369 135 369.2 139 370 143 372
Page 4

• ~ cedar-hecras-future
156 374 176 376 196 378 215 380 265 385
325 390
Manning's n values num= 3
Sta n val sta n val sta n val
...... n .....: )'t ~t ~. ........:'t :'........... n' n' it n n' J.: )'t n' J.C ':: n".~. '.~: ~C :'C `.'. ...... n n .. n .d. ~: '.~.' ..
0 .05 131 .035 135 .05
Bank sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
131 135 525 525 525 .l .3
CROSS SECTION
RIVER: MAIN CREEK
REACH: upper RS: 6.0
INPUT
Description: junction with North Creek
Station Elevation Data num= 27
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
.. .. .. .. n .. '.': ~: :. .. n n .. .. n .. .. .. .. .. .. .. .. .. n .: ~C ~. .. .. .. n.. n'SY 'X ~C i. .. .. .. )Y '.~: J.tn ~ln n'J.t n'n"'.C SAC ~C ~C `.': )Y S~. .. .. .. .. )'C ~C '.~. n' n nJ..'JC '.~: n'n n n'.J. n. ~.~~.
0 386 20 384 36 382 47 380 72 375
97 370 107 368 114 366 123 364 132 362
175 361.2 178 361 181 361.2 235 362 280 364
307 366 400 370 432 372 460 374 483 376
511 378 540 380 560 382 577 384 594 386
604 388 624 390
Manning's n value s num= 3
sta n val sta n val sta n val
~;~. n .. ..., n:t~ .... n~:~; ..., n n~t~L~~: ~.. n n n~:~:~:~:~~t~t~~ n n n..., n ~•*~~~~
0 .05 175 .035 181 .05
Bank sta: Left Right Lengths: Left C hannel Right Coeff contr. Expan.
175 181 790 790 790 .l .3
CROSS SECTION
RIVER: MAIN CREEK
REACH: Lower RS: 6.0
INPUT
Description: junction with North Creek
Station Elevation Data num= 27
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
.......... n n .. n .. ~: S~: ~: ~t '.~. .... n .... n n n n n n .. n n' ~t Sit ~i `.~.' JC JC JC JC :': J.: JC 'I.' JC 'Ii' 'I.' n' J.C )~.' SAC ':t `~. n ~: )~C n' `.~: )~t ~: i~: ':: ~: ~t :f ':C a ~t J.C SY J.C !~. !~C J.C ~C `'C `.~.' ~: `~: ~: J.: a
0 386 20 384 36 382 47 380 72 375
97 370 107 368 114 366 123 364 132 362
175 361.2 178 361 181 361.2 235 362 280 364
307 366 400 370 432 372 460 374 483 376
511 378 540 380 560 382 577 384 594 386
604 388 624 390
Manning's n values num= 3
sta n val sta n val sta n val
n n .. n n n n n n n n n n .. n n .. .. n .. Jt A J, J. JC JC JC .~.~. ~. JC .~4, JC :~. ~: n' i. '.~: n n n .. `k ~: '.~C ':C ~C ~C n
0 .05 175 .035 181 .05
Bank sta: Left R ight Lengths: Left Ch annel Right Coeff Contr. Expan.
175 181 790 790 790 .1 .3
CROSS SECTION
RIVER: MAIN CREEK
REACH: Lower RS: 5.0
INPUT
Page 5

cedar- hecras- future
Description: Edge of Pond #3
Station Elevation Data num= 25
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
.....,...:r'........nn........n.r ir:.......:r'.:r 'rirnn......... .n..n ...... ..........n.r '.•n................ .............. n..n........n.. ..n........
0 380 30 375 64 370 99 365 127 360
133 358 155 356 175 354 185 352 192 350
201 349.8 204 349.6 207 349.8 210 350 229 352
249 354 264 356 274 358 287 360 310 364
337 366 406 368 505 370 560 375 606 380
Manning's n values num= 3
sta n val Sta n val Sta n val
..., n ~: S'r :'. n .. ':! '.~..... '.~r ~r )~, nnn .. n )"r '~: n .... n n .... n n '.~<'.~: S: ~, nnnn ~t Sir ~t S~. nnnn n
0 .05 201 .035 207 .05
Bank Sta: Left R ight Lengths: Left C hannel Right Coeff Contr. Expan.
201 207 450 450 450 .1 .3
CROSS SECTION
RIVER: MAIN CREEK
REACH: Lower RS: 4.0
INPUT
Description:
Station Elevation Data num= 24
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
nn......n....n 'r'.•~'..'r:.nn'.• ir~eir::n.:'eir~;,n~•ir~ir~rir '.n'.r'.r'.R•~~nn..n'r~ ~~„n'r'r'.r~~•ir i.,;:r~•~~~•~•~',c',~',r:r~~~n.::e'.n
0 370 27 366 49 362 66 360 90 356
113 352 123 350 136 348 145 344 176 342
181 341.7 184 341.5 187 341.7 194 342 209 344
226 346 241 348 270 350 284 352 301 356
327 360 335 362 350 366 371 370
Manning's n values num= 3
sta n val sta n val sta n val
.. .. ........ it '.~. .. .. n .. .... nnn ~: S'r ~r )'r ~r r. .. ~r Sit n' n' l~r '.~: '.~r ~. n « S". ~r )'r :'...., n n ~. n n ., n ..
0 .05 181 .035 187 .05
Bank sta: Left R ight Lengths: Left channel Right Coeff contr. Expan.
181 187 714 714 714 .1 .3
CROSS SECTION
RIVER: MAIN CREEK
REACH: Lower RS: 3.0
INPUT
Description:
station Elevation Data num= 31
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
:: it '.........., n ..., n .. ~- i:., n .. ......., n ., n n :'r k i.:'r ~ '. ~ ', r ~ it '.., nnn ........., n ~• ~ it it ..., n .... '. r ~: '........., nnn ~• ~ it ~ .. ~ ~ ~ n .. n '. r 'r
0 360 9 358 21 356 34 354 45 352
55 350 67 348 74 346 80 344 89 342
112 340 137 338 161 336 180 334 182 333.9
184 333.7 185 333.9 187 334 191 336 198 338
206 340 214 342 220 344 230 346 237 348
247 350 256 352 266 354 276 356 289 358
301 360
Manning's n values num= 3
sta n val sta n val Sta n val
~::~r iY s: :~::Y iY SY :'r ::• :~: :': )'r :'C :~t sr ::' ~r :'r ~r ~r ~r ~r :'r ~r ~r 1'r ~: ~: k ?r :~r ::• :'. ...... ':r ~: ~r ~r
J. ~.. ~.
~: ~: `.~..... .
0 .05 182 .035 185 .05
Bank Sta: Left R ight Lengths: Left C hannel Right Coeff Contr. Expan.
182 185 750 750 750 .l .3
Page 6

cedar-hecras-future
CROSS SECTION
RIVER: MAIN CREEK
REACH: Lower RS: 2.0
INPUT
Description: upstream of Virginia water Drive
station Elevation Data num= 29
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
.. .. .. .......................cs.......n...t'ti.n....n..n:'t:'.nn.... ................ n..........'tit
'J s.nn......'ti.....nn....iC
JJJ
JJ ~J :.....`k'.'..t:'t'
~
J,
0 350 14 348 30 346 40 344 52 .
342
69 340 78 338 86 336 96 334 106 332
116 330 130 328 132 326 134 325.8 136 325
6
138 325.8 140 326 143 328 150 330 154 .
332
160 334 166 336 173 338 185 340 193 342
204 344 215 346 231 348 247 350
Manning's n values num= 3
sta n Val Sta n Val sta n Val
..........., sr ~. ~t ~t sr :..... ~t sr ~......, n ......., st ~r :....., sr ~. ~ sr :........, n .......... :::~
JJ
0 .05 134 .035 138 .05
Bank Sta: Left Right Lengths: Left C hannel Right Coeff Contr. Expan.
134 138 165 165 165 .1 .3
CULVERT
RIVER: MAIN CREEK
REACH: Lower RS: 1.5
INPUT
Description: Hw#76, Hw#77
Distance from upstream xs = 70
Deck/Roadway width = 30
weir coefficient = 2.6
upstream Deck/Roadway Coordinates
num= 6
Sta Hi cord Lo Cord Sta Hi Cord Lo Cord Sta Hi cord Lo cord
........n ...............tst~..nn....:t~:t~~•~:~~..n~~t~~•~r~.~t~.~:~:~.....~•*:: :t~:~nnnnn~•~t~•~:~*~t~;~::~~~ nn..~~~;
15 356
128 352
40 354
216 353
88 352
235 354
upstream Bridge Cross Section Data
Station Elevation Data num= 29
Sta
%
• Elev Sta
' Elev Sta Elev Sta Elev Sta Elev
•• •• •• •• ....
. r sr : st sr s, s.• sr sr'.t sr s, R• sr ~ R• ~ k sr'., st sr'..., sr st s; iC st s.., s: sr st ..., st
,
J st it ~ R• it ~ sr st .t sC sr sr sr s.
J ......:.• iC sC st sc sr
J~ R• iC sr sr'.'.
0 350 14 348 30 346 40 344 52 342
69 340 78 338 86 336 96 334 106 332
116 330 130 328 132 326 134 325.8 136 325
6
138 325.8 140 326 143 328 150 330 154 .
332
160 334 166 336 173 338 185 340 193 342
204 344 215 346 231 348 247 350
Manning's n values num= 3
sta n Val sta n Val sta n Val
st st..srs:i.....sr s. st sr'........n............'.: st it R•st*R.... .. .. .. .. ••.. .. .•..n.. .. .. .. st sr
0 .05 134 .035 138 .05
Bank Sta: Left Right Coeff Con tr. Expan.
134 138 .1 ,3
Downstream Deck/Roadway Coordinates
num= 8
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord L
.. .. .. .. .. .. .. .. . o Cord
............................. n ............................ ,... ,..........r .................................. ,t ~::....;t st :.....
5 358
101 352
251 354
30 356
143 352
274 356
54 354
232 353
Page 7

cedar-hecras-future
Downstream Bridge Cross Section Data
Station El evation Data num= 29
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
.......... 'c'...., .. .;r ir'. 4e ~ ..:r' . ............ ................ 'r it ::.. 'r it '............r :r :'......, .... 'r ic'.... 'r it ~c ~ ..., .::r'r i. ..:; ir'.....:r 'r'c ~ ........
0 350 15 348 33 346 50 344 66 342
81 340 94 338 102 336 111 334 122 332
134 330 148 328 156 326.4 159 324.9 161 324.7
163 324.9 176 326.1 180 328 185 330 194 332
204 334 215 336 228 338 244 340 250 342
265 344 283 346 316 348 343 350
Manning's n values num= 3
Sta n Val Sta n Val sta n Val
.. 'r'c ', ., ........ ': s::r'r ie i..... ': ~: '... 'r it d... J: ie ~. '.r dr R .... '.: is 'r'.r'::r'........:Y'... ~ is
0 .05 159 .035 163 .05
Bank sta: Left Right coeff Contr. Expan.
159 163 .1 .3
upstream Embankment side slope = 0 horiz. to 1.0 vertical
Downstream Embankment side slope = 0 horiz. to 1.0 vertical
Maximum allowable submergence for weir flow = .95
Elevation at which weir flow begins =
Energy head used in spillway design =
Spillway height used in design =
weir crest shape = Broad Crested
Number of culverts = 1
Culvert Name Shape Rise Span
Culvert #1 Conspan Arch 10 25
FHwA Chart # 60- Span/Rise ratio approximate 2:1
FHWA scale # 1 - 0 degree wing wall angle
Solution Criteria = Highest U.S. EG
Culvert upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit
Loss Coef
5 140 .Oll .Oll 0 .3
1
upstream Elevation = 325.5
Centerline Station = 136
Downstream Elevation = 324.5
Centerline Station = 161
CROSS SECTION
RIVER: MAIN CREEK
REACH: Lower RS: 1.0
INPUT
Description: Downs tream of Virginia water Drive
Station E levation Data num= 29
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
., ....., ., it ~ ir'. ,, ,, ~• is ir'.r ~ 'r ~: :..c :r :. 'r ~: i... 'r fc ~• ~ ..:r t'r :....... '.r'...., '.r ir'........ 'r i.......:r '.c' ............ .. '.c ie'..................
J J J
'J .............
JJ
0 350 15 348 33 346 50 344 66 342
81 340 94 338 102 336 111 334 122 332
134 330 148 328 156 326.4 159 324.9 161 324.7
163 324.9 176 326.1 180 328 185 330 194 332
204 334 215 336 228 338 244 340 250 342
265 344 283 346 316 348 343 350
Manning's n Values num= 3
sta n Val sta n Val sta n Val
...........: i~ :............ n .. ...... ............ .............: `.~:.. .: ~: .. .. .: )~t ~... .. ...: )~:......
0 .05 159 .035 163 .05
Bank Sta: Left R ight Lengths: Left ch annel Right Coeff Contr. Expan.
159 163 85 85 85 .1 .3
Page 8

CROSS SECTION
RIVER: MAIN CREEK
REACH: Lower RS: 0.0
cedar-hecras-future
INPUT
Description: Property Lin e
Station Elevation Data num= 29
Sta Elev
~ Sta Elev Sta Elev Sta Elev Sta Elev
.. r . .. .. .. .. .. .. .. .. .. .. n.: :r `.
. .. n .:'r:r'..': it it n...... .. .. .. .. .. .. .. .. .. .. .. .r ~f i. .. n~: `'.r :. n .. .. .. .. .r :t '". n nit ~C ~. n)~: SY )'. n n n.. .. .. ~t
J, J' :. .. n.. .. .. )': Sit
~
0 342 40 340 60 338 76 336 93 334
112 332 131 330 162 328 173 326 183 324
193 322 194 321.7 196 321.5 198 321.7 200 322
203 324 207 326 210 328 213 330 217 332
220 334 230 336 240 338 246 340 254 342
262 344 270 346 283 348 300 350
Manning's n values num= 3
Sta n val Sta n val sta n val
.. '.r', n .............. 'r'r it it :r ~ .. 't' ., n ~• t'.. ........ n ......., ..., .. 'C ~• :r ~ .. .. 'r ~• :r't it
0 .05 194 .035 198 .05
Bank Sta: Left R ight Lengths: Left Ch annel Right Coeff Contr. Expan.
194 198 0 0 0 .1 .3
CROSS SECTION
RIVER: NORTHERN CREEK
REACH: Upper RS: 13.0
INPUT
Description: Edge of Pond #2
Station Elevation Data num= 23
Sta Elev
~
~
'
' Sta Elev Sta Elev Sta Elev Sta Elev
n .... `.
:
.r n' n ~: 1
t `.
i n n' ~C n n `.Y !~r ~C n' SY ~i n ':t 'ir '.~r .. J[ `.~C `Ir J: ~t ;'... `.Y ~: )'. ~C Sit Sir n .. n' SY iC SY SY :Y n ~ n n ~: ~: ~i 3"C n n 3"t '.~: ~t ~t '.~r n ~C )r :. n .... n .......... iC n n ....
JJJ
„ J
0 400 12 398 25 396 75 394 150 392
225 390 276 388 285 386 295 384 305 382
313 381.6 315 381.4 317 381.6 331 382 351 384
361 386 382 388 429 390 455 392 485 394
524 396 556 398 600 400
Manning's n values num= 3
sta n val sta n val sta n val
.. 'r'. n it ir'.:r 8::......, t it ~ 4r ~• 4t it ~ :r i::r 4, n 'r 4t'., n it Br d... '; ir'. 'r 4e ~r it ~ 'r 4r :r ~ ~ it
0 .05 313 .035 317 .05
Bank sta: Left R ight Lengths: Left Channel Right Coeff Contr. Expan.
313 317 300 300 300 .1 .3
CROSS SECTION
RIVER: NORTHERN CREEK
REACH: Upper RS: 12.0
INPUT
Description: Upstream of Irina Drive
Station Elevation Data num= 17
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
......n ................~t:........,nn........nn...............,.,.. ......~t ~.......n......~t ~:............... ......nnn....~t
' ~r :. ., .. .. .. .. .. .. .. .. .. ..
0 380 52 378 134 376 165 374 193 372
214 370 235 368 236 368.3 238 368 240 368.3
241 368 254 370 273 372 290 374 313 376
362 378 411 380
Manning's n Values num= 3
sta n val sta n val Sta n val
.: ~ :.. .. .. .... .... .. ...... .. .. .. .......: ~t .. .. ~t )~r ........ .. .. .. .. .. .. .. .. .. ...... .. .. .. ........
Page 9

0 .05 236 .035
Bank Sta: Left Right Lengths:
236 240
CULVERT
RIVER: NORTHERN CREEK
REACH: Upper RS: 11.5
INPUT
Description: HW#6, HW#7
cedar-hecras-future
240 .05
Left Channel Right Coeff Contr. Expan.
85 85 85 .1 .3
Distance from Upstream xs = 25
Deck/Roadway width = 27
weir Coefficient = 2.6
upstream Deck/Roadway Coordinates
num= 6
Sta Hi Cord Lo Cord Sta Hi
'
' Cord Lo Cord Sta Hi Cord Lo Cord
...... •.........
.r :
............. ~r i......... '.r is '... ;': is ~ '!: k :, .. ': ir '. 'r is ~ .... .... 4r ~............... ..:r ir'...:
,
J :r ~ .. ~• it „ ..........
~
/J~ ........
86 378 175 376 262 374
320 374 385 376 411 378
upstream Bridge Cross Section Data
Station Elevation Data num= 17
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
...........: 't'....... ~ ;r'. 'r is ~ ~ ~ :r'.r'..•'.•'. ,, :r'.t is ir',t',r'.., .: ;r'.. '.: it ~ R• st ~ ': 4r is ~ 'r is it ~ ~ ~ ~• ie ;r ie'.r ir': ',r it is '.: ~'.t ~ .r :r
J ~ '.r :r'..:
J 'r ~ k ~ '.::Y 'r
0 380 52 378 134 376 165 374 193 372
214 370 235 368 236 368.3 238 368 240 368
3
241 368 254 370 273 372 290 374 313 .
376
362 378 411 380
Manning's n values num= 3
Sta n val sta n val Sta n Val
.... '..• ~',: ~ ~ ~ ,, ,, .. ,, 'r i; ~ .: '.c '!t'.• sY it is ~ ...: 'e ~r ~ ~ it ~ .. ,; it :r'.r :r :t ir'r ~• ie ~ ~ ~• s'r ~ ~
0 .05 Z36 .035 240 .05
Bank sta: Left Right Coeff Contr. Expan.
236 240 .1 .3
Downstream Deck/Roadway coordinates
num= 7
Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord
..., ': 4r': „ „ .... ': 4r d....... 'r ir'......... ~ it ~• ~ ~• it ~• !r 4:..., it t. ': ~ it'. ~ it ~': it it ~ i.• Yr'.. „ 4r it ~ ~ dr ~ ~• ~ ~ ~ :r 4: ~ ;r $r '..... „ .. 4r t,
J
88 378 176 376 352 374
409 374 476 376 512 378
540 380
Downstream Bridge Cross Section Data
Station Elevation Data num= 21
Sta Elev Sta
~
' Elev Sta Elev Sta Elev Sta Elev
..........
..• it ~
.: fr'.., it it', .. '.r '........, ., k ir': fir'.: '.r X :~: it :......r ~c t. '. 'r ie is '„ ., 'c'::r sY :; ~• St '. „ ~: it it ~ ~ ~ .,
J
A .. ': ie ~ is ~- ~ i....... ;: it ?......... 't ~.
J
J,
0 380 40 378 87 376 178 374 207 372
225 370 245 368 258 366 260 364 275 363
2
277 363 279 363.2 287 364 295 366 309 .
368
329 370 361 372 388 374 463 376 491 378
532 380
Manning's n values num= 3
Sta n val sta n val Sta n val

0 .05 275 .035 279 .05
Bank Sta: Left Right Coeff contr. Expan.
275 279 .1 .3
upstream Embankment side slope = 0 horiz. to 1.0 vertical
Downstream Embankment side slope = 0 horiz. to 1.0 vertical
Maximum allowable submergence for weir flow = .95
Elevation at which weir flow begins =
Page 10

Energy head used in spillway design
spillway height used in design
weir crest shape
Number of culverts = 1
culvert Name shape Rise
Culvert #1 Conspan Arch 6
FHWA Chart # 60- Span/Rise ratio al
FHWA scale # 1 - 0 degree wing wal
solution Criteria = Highest U.S. E•
Culvert Upstrm Dist Length Top
Loss Coef
cedar-hecras-future
= Broad Crested
Span
12
proximate 2:1
1 angle
n Bottom n Depth Blocked Entrance Loss Coef Exit
0 85 .Oll .011 0 ,5
1
upstream Elevation = 368
Centerline Station = 238
Downstream Elevation = 363
Centerline Station = 277
CROSS SECTION
RIVER: NORTHERN CREEK
REACH: Upper RS: 11.0
INPUT
Description: Downstream of Irina Drive
Station Elevation Data num= 21
Sta Elev
J Sta Elev Sta Elev Sta Elev Sta Elev
ir~
,r ~r~..~~::;..'r it ir'r~~~ir 'rJ.r ~r~J,r it~ ~'rir'r4r:r~ 'rir:r~~~r;c ie~'r it it ir:r~~J.rJ.r ~..'e irt:r~:irJ,t ~•t. wit ~t~~•sY'r ~•sY~„~:r~~~.. it ~'•
0 380 40 378 87 376 178 374 207 372
225 370 245 368 258 366 260 364 275 363
2
277 363 279 363.2 287 364 295 366 309 .
368
329 370 361 372 388 374 463 376 491 378
532 380
Manning's n values num= 3
sta n val Sta n val sta n val
~r~..'rir' ...............'rir~..'r~........J.r~~l,.....................::r:.J.:itJ.;............
0 .05 275 .035 279 .05
Bank Sta: Left Right
275 279
CROSS SECTION
RIVER: NORTHERN CREEK
REACH: Upper
INPUT
Description: junction
Lengths: Left Channel Right
205 205 205
RS: 10.0
Coeff Contr. Expan.
.l .3
Station Elevation Data num= 19
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
................ ................................ .. .......... J,r :'... 'r ir '..... 'r ~ 'r ~ :'r J.r it i. ,. 'r
J
'... ,..... ,, 'r ir'....... 4r i::.., ........ ':
JJ it ir'. 'r ~ J...........,
J
0 370 20 368 34 366 64 364 307 362
410 361.2 413 361 416 361.2 445 362 455 364
487 366 521 367 555 366 652 364 675 363
5
703 364 791 366 808 368 825 370 .
Manning's n values num= 3
sta n val sta n val sta n val
:~' :~r i~r k .: is ~r •.::~L .~.' J. Jr J. J: :~r :Y !' Jr :~.' is .~ J. Jr Jr .r• Jr J. J J. J' ~: ~. .. .. .. J. Jr Jr J. Jr ~. J. Jr Jr Jr
0 .05 410 .035 416 .05
Bank Sta: Left Right Lengths: Left Channel Right
410 416 0 0 0
Right Levee Station= 521 Elevation= 367
Coeff Contr. Expan.
.l .3
Page 11

cedar-hecras-future

SUMMARY OF MANNING'S N VALUES
River:MAIN CREEK
.. .. .. .. .. ., n ................n......':irk'.'.r'....'r'...n........n......n'r'..'r it s...
~... r. v... ~.... ~. . ~, ~. o..r. r.
nn.. .. .. .. .. .. .. .. n.. :r i. .. n.. .. ..n

Reach
'r River sta.
~° nl ••
n2 ~r
n3
....................n..........:rir'...n..........'rir:.......'r~..........n'..•ir~n.. ........., n......n nn..............n
)`Upper 9.0 •• .05't .035'° 05':
'`Upper
' •• 8.0 ~• .05~ .035~r .
.05~.
rUpper n 7.5 'Culvert n •~ ••
'°Upper ~• 7.0 •• .05't .035~r 05~r
'°Upper ~r 6.0 n .05'r .035' .
.05'°
'°LOwer n 6.0 •• .05'° .035~~ .05*
~rLOwer S.0 •• .05'° .035• 05'r
;rLower ~r 4.0 * .05~• .035'` .
05'r
'°LOwer •• 3.0 n .05'~ .035• .
05~°
°LOwer •~ 2.0 •~ .05~r .035 .
.05~•
'°Lower •• 1.5 Culvert •• * ••
'rLower
' '° 1.0 .05~ .035• 05'r
°Lower
' •• 0.0 .05' .035 .
.05~
•• • ................. s: s;
: 54 '... ;r'. ~• it ~ ': it :.:: it :c :l ....., n '.r :'r't't it '...., n 'c tr'e :'.., n .... '; ir'. 'r i; ': ~.'.. 'r ~ ..., n n ....
River:NORTHERN CREEK
• • • • • • • • • • • • • .. .. .. .. . ' r : r ' r ' . ' r z • ; ~ i r ~ n . . ' r i r '. . ' :: r ; ;nnn ' r i : ~ n n n . .: r ~ : r : .. . ' r ~ n . .. .. .. , n . , n . .. . ~ - s ' : ' c ' c ~ . .. . ' r ' . .
•• Reach
'
' ;~ River sta. n nl '~ n2 ~ n3 ••
•• •• •... .. .. .... ^' :
::
: n S'::'... ..:': )'t n n"'.t :'r :t ~r :~, n' S'::'... n n .... n n n n' it ':C n r..~t :': :. it n' )'r n ..., n n n n n n
J. n n' 1'r `.', s'r n n .. n
J•
•Upper n 13.0 ;° .05"~ .035' 05~•
'Upper n 12.0 * .05" .035 .
05~•
rUpper n 11.5 *Culvert '° -' .
'°Upper * 11.0 ~• .05'r .035 05*
`Upper •• 10.0 * .05'~ .035* .
.05'
......'e~,..';i:....':ir::it>" ~rir~;r~~;r:c~ir'rn'r':~c;,n '.•i;:e'r„;ri:ir~~•~•:'r:;nn.,nn':irs;~::r~ ~rs'cit::nn:c'.:..
..n..........n..,.':ir:cir~ 'ririt~~~~•4cit~nn::~~~'.. .t:r*'tnn'.r~n..n'.•ir~..nn....::s''sY'..n nn..'.t~~it„~•~'t~•ir~~.r:c4rfr~'.r~'r'.r
SUMMARY OF REAC H LENGTHS
River: MAIN CRE EK
n ......................s'e'r'. nn....nn'.r>';';i;~•'.c:'r~•ir'..~•
~. ~..,. ~...• r. r. ~....
i:it':irR'.•~'.n..n......n.. .. .. ..n.. '.: :k~
...
nn.. .. ..n.. .,n
)
'r Reach '° River Sta. ~ Left '° Channel '° Ri
ht
••
. , n . .. .. .. . , n . .. .. .. .. .. .. . n ' ; i r ~ • '. t i. n 't i r'.• ~ ~ .. . ' r '. .. , n . .. .. .. :: r ' .. , n . .. .. .. .. .. , n . .. .. .. , n n . . ~- s'r g
'. , n . .. .. , n . .. .. .
J J
'Upper •• 9.0 •• 400'° 400• 400'`
'Upper •• 8.0 n 130'` 130• 130'°
'Upper •~ 7.5 'rCulvert •• * ••
'rUpper 'r 7.0 ~• 525'° 525'° 525'°
'`Upper °Y 6.0 * 790'° 790'•t 790•
'°LOwer '° 6.0 •• 790'° 790* 790i°
°LOwer n 5.0 ~r 450• 450'` 450°
rLower •• 4.0 * 714' 714• 714*
'rLower n 3.0 •• 750% 750* 750•
~•Lower n 2.0 •~ 165'° 165"r 165'`
~rLOwer •• 1.5 'rCulvert •~ n •
'rLower 1.0 •• 85'
` 85~ •
85°
"~ Lowe r ~r 0.0 '~ 0'r 0~ 0'~
.... .. .....................: it ............., n ...: it ........., n ...t >;•'; .... 'r ir'........... .: s'r n ..., n ...... '.r'..; ~::r'; i:......
River: NORTHERN CREEK
• . ........ .. .. n n ...... ., n n .. )': 5'' :: `.': 1'r s': a .. n :'t :'; :'......, .... ......., :'::'r :'......... ., ....., ......:'r ~::', ..., n • :'r ':; `.', ..., n n n
)
•~ Reach n River sta. •• Left •• Channel ~ Right
••
J
'`Upper •• 13.0 •• 300'` 300'` 300'`
'`Upper '• 12.0 •• g5'~ 85~r g5:;
'`upper ~r 11.5 -rCulvert •• •• •.
~rupper
' •' 11.0 •• 205°~• 205•'` 205'°
`upper
.. •. .. .. .. .. .r n n .r n n .. .. ., n ~• 10.0
.. ., n n n n n n n ., n .. •. .. •, n .. •' 0'
., n n n .. n n n n n n •. •. • 0:
. .. .. •. .. n .. .. .. .. .: 0:
:'r :'r .. .: :': n .. ..
Page 12

cedar-hecras-future
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: MAIN CREEK
:'; ?: ?: ?; ?: ?r ?r s`'•; :: ?r ?c ?; ?; ?; ?r ?r ?; ?r ?c ~. ~ ?r ?, ?c ?c ~• ~• ?r ?.......... .c ? .r ..., n ...................... n
•~ Reach ?, River Sta. •• Contr. •• Expan. ••

?`upper n 9.0 •• ,1~- , 3?r
?`Upper 8.0 •• ,1?t . 3?:
?=upper n 7.5 ~•Culvert •• ••
?`upper •~ 7.0 •• ,1?r , 3?r
''`Upper •• 6.0 •• .1?, .3?;
?rower •• 6.0 ?° ,1?, , 3?;

'Mower •• 4.0 ?r . l* , 3?
'mower ~ 3.0 * .1?• . 3
'~ Lowe r •~ 2.0 •• ,1?• , 3?
?~~ower 1.5 Culvert ?° ?_
`dower n 1.0 •• .1'= .3?

..., ?r ?, n ?r ?r ?... ?r ?; ?t ?r ?c ?... ?r ~ ., n n n ?r ?. ?c ?r ?. ...r ?r :., n .... ?r ?....... '.; ?r ?. '•r ?r ?, '; ?r ?......, .. ~•
River: NORTH ERN CREE K
..n..n....n?r ?. .. .. .. .. ?r :: ?: ?; `.•. .. ?; ': ..nnnn?t ?C?...?t?r?:?t?:?:?....... ?t ?t ?t ?; ? : :: .. .. .. .. .. ?r `'.. ..n
~
•~ Reach * River Sta. ?= Contr. n Expan.
~°
..., n ?; & ?c ~ ., n ., n ~• i; ?t ........ ?r ?. ~• ?c'; ~ ~ n ?r ?r ?. ~• ?r ~ ?,• ?t ~ ~• ?r i; X ?r ?.:; ?r ?c ?; ?r',• ~ ~ .. ?; ?r ?, n ?r
~•upper n 13.0 ~ .l?t .3?=
?`Upper '` 12.0 •• .1?r , 3?;
?=Upper n 11.5 *Culvert ?°
?`Upper * 11.0 ~ .1* .3?t
?;Upper ~ 10.0 * 1?; 3 ~•
n .. ?; ?t ~ n ., n ..., .. •. •. ?; ?: $• ?t ?t',..r ?c ~ ~ ~ ~ ~ n ?; it ?t ~ ~• ~ ?c ?r ?. ~• ~ $ ~• ?t sY ?; ?r ?r ?....... ',; ?r ?r ~• ?r ?t
Page 13

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cedar-hecras-existing
HEC-RAS version 3.1.3 May 2005
U.S. Army Corp 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
XXXXXXX XXXX X XXX XXXX XXXXXX 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
............ 'r' .. :r :r ~ 4e i. .. '.•~ is ' .. .......... .. .. :r'. .. 'r'..... 'r d:': 4r'... ': is '... '.r', ': 4r'.... .. :e ie d. '.r ~: ~': dr ': sY'.r ir'.r '.•4r :. .... ': 4: ~ .. ........ .::r'...
PROJECT DATA
Project Title: CEDAR LAKES - newest
Project File cedarnew.prj
Run Date and Time: 7/17/2007 10:55:05 AM
Project in English units
Project Description:
...r:r :..............~~;~:r~r~ir'.r':i:';..............'r~:ire:r'.'r:ri:R::ir~•'r~.::r':~'.,~•k'.:ir~•ir~~:r'r~:Yicir~~•:Y~:Y'.......'rk'.e~l.........
PLAN DATA
Plan Title: Existing Conditions
Plan File o:\sdskdsgn\proj\CEDAR\HEC-RAS\cedarnew.p01
Geometry Title: Existing Conditions
Geometry File o:\sdskdsgn\proj\CEDAR\HEC-RAs\cedarnew.g01
Flow Title Flows w/o Ponds
Flow File o:\sdskdsgn\proj\CEDAR\HEC-RAS\cedarnew.f01
Plan summary Information:
Number of: Cross Sections = 14 Multiple Openings - 0
Culverts = 0 Inline Structures = 0
Bridges = 0 Lateral Structures = 0
Computational Information
water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Maximum difference tolerance = 0.3
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
.............................................................................. 'r 3: '.................... ': ir' ........:r'.........................................
FLOW DATA
Flow Title: Flows w/o Ponds
Flow File o:\sdskdsgn\proj\CEDAR\HEC-RAs\cedarnew.f01
Flow Data (cfs)
Page 1

• cedar-hecras-existing
is ir'.t is it ~; .,, it it .•. ic' ., it .....r ., i...., n .. , c r i
'° River Reach RS ~• 100yr 25yr
l0y r it
~° MAIN CREEK Upper 9.0 •~ 124.86 89.83
66.42 it
'° MAIN CREEK Lower 6.0 •• 248.43 174.57
125.74 it
'° MAIN CREEK Lower 5.0 •~ 334.97 234
01
167.43 ~• .
i` MAIN CREEK Lower 4.0 626.51 435
02
309.04 .
~• MAIN CREEK Lower 3.0 •• 736.03 508
57
359.34 ~• .
'~ NORTHERN CREEK Upper 13.0 •• 123.57 84
74
59.32 •r .
..., it '.c'.......: ir'., it i; is is it i; it ~ 't is is n ir'.c i, it i. n it it 'a i; 'a it is i, is it it it it is it it is is ~ is it ~ it :r'. ~•'r': ir'. ': it a't ~• ir'c dt '...... 'r' ............... ': ~ '.. n :r ~ ': 4r
..., n . ..
.. R• i;
Boundary Conditions
., n'iri, n.tirn., n.. ., n.. .. .. ., n., n.. .. n .. .. .. .. .. .. .. .. .. .. .. n niric'......iriri.itiri...i:iri:i2ir n•itit~niti.;tiri, n., n n n n nnititi•.., n..icicnnn..n n niti, n..
...t it is n n n ., ......., is it
i° River Reach Profile n Upstream
Downstream
.,n:rk;,.:ir'c ., is t, ~i: ir'.. .. it i.•ir is ie' ....., nic isis sY ir'....ir'..n....',ri;i.ie'.r it i... is it ir'. i.•&~i:~Rn~it~i: it ~., it :.,iri.....iri. nir i; it it .,n is i. .. .. .. .. .. i; ir'
......., n n is i; '. ~• i; i..: it ..
it MAIN CREEK Upper 100yr ~' Normal S = 0.01
i° MAIN CREEK Lower 100yr n
Normal S = 0.01
NORTHERN CREEK Upper 100yr * Normal S = 0.01
....iriri.n~i;~~•ici,~•iciriti:ic~•~•irnn•i;i;iti;:;nni:i;ir~•irit~•~•i.•~•~~•~~ir~•~irir~i:~"~•i;ir~~•i;~i;~"~iriri.sir;;iti;i,iri;i:itir....:t~~l;iri;iriritir~ir
..., it it '., it it is ~ i; it it it it
..........isirir~i:iricnirsY'„itiri.iti;ir'....,,n:cic'..~sY~~~'..~icir~•iriciti;i...~•i;~i;~~ic:Y~',ric%~sY~ic&~~ic~n~•i;~:YX~nnnnic~..
GEOMETRY DATA
Geometry Title: Existing Conditions
Geometry File o:\sdskdsgn\proj\CEDAR\HEC-RAs\cedarnew.g01
Reach connection Table
., n n ..., ., n ., n n ..., n ....., it ;; n it i ................. it it i. ~• it i, n it ir'.. ~• it .,,~ ...... ~• is ~• it i; : is it „ it it i. ~ it i, it i.........., is ir', :: ir'........, is is i...
•• River Reach ~ upstream Boundary •• Downstream Boundary ••
....., it n .....: it it it i, n n .... „ .. ~• it is is ., is i......, is it it it is it i; i.• it i; is i.., it is i, is ~ ...; it ~ is it it n ~• it i........, n .. ~ is i.., n n .............. ir'., is it :.
'~ MAIN CREEK Upper * ir~J'Junction ••
i° MAIN CREEK Lower •• Junction it ..
•~ NORTHERN CREEK Upper •• ~ Junction ••
..nnir :...............n.tic.:ir....iri..................tir......n...tir...............:isitri:Yi.n..nri:Y'...:ifnnitir'..n................................
JUNCTION INFORMATION
Name: Junction
Description:
Energy computation Method
Length across Junction
River Reach
MAIN CREEK Upper
NORTHERN CREEK Upper
Tributary
River
t0 MAIN CREEK
t0 MAIN CREEK
Lower
Lower
Reach
Length Angle
0 0
0 0
CROSS SECTION
RIVER: MAIN CREEK
REACH: Upper RS: 9.0
INPUT
Description: Edge of Pond #1
Page 2

' cedar- hecras-existing
Station Elevation Data num= 20
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
.r it '. .. .. .. .. it :. ., .. .. .. ., n.... .....,.c ~ir~ .... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. n.. .. .. .: it :', n ., .. .. ., n.. .. .. n.. .. .. .. 'c'. .. fir'. .. .. ., n., n.. ., .. .. .. .. ..
~
J J
J~, J
0 390 31 388 48 386 105 384 155 382
200 380 208 379.9 210 379.7 212 379.9 220 380
250 382 260 384 287 386 350 388 443 390
461 392 476 394 490 396 500 398 509 400
Manning's n value s num= 3
Sta n val sta n val sta n val

0 .05 208 .035 212 .05
Bank sta: Deft Right Lengths: Left Channel Right Coeff Contr. Expan.
208 212 400 400 400 .1 .3
CROSS SECTION
RIVER: MAIN CREEK
REACH: upper RS: 8.0
INPUT
Description: Upstream of Virginia Water D rive
Station Elevation Data num= 19
Sta Elev Sta
' Elev Sta Elev Sta Elev Sta Elev
.::r'..,n..
.:ic'...n'.ran.;'r'.'r:r'...~:riri:~~r:r~~•:r~ic~~•~~::ir~n ~•~;:sY~~•',rir~r~~•~irir~n'.:sY~irsY~cirie
~ ',~~~:c~~..n':ir
~ '.r~e::n..
0 390 30 387 64 383 85 380 99 378
116 376 128 374 137 372 139 371.9 141 371
8
143 371.9 145 372 148 374 161 376 180 .
378
200 380 222 383 250 387 263 390
Manning's n values num= 3
sta n Val sta n Val sta n Val
.... ~; i~r `'...... n n .. n '.~r ':....... )~: it ':: n' St .`':.. n .. n '.~r 3r is ~f :Y n n :': ~: n .. n n .. n n ~r '.~: '.~.:r S: )~.
0 .05 139 .035 143 .05
Bank Sta: Deft Right
139 143
Lengths: Deft channel Right
130 130 130
Coeff contr. Expan.
.l .3
CROSS SECTION
RIVER: MAIN CREEK
REACH: Upper
RS: 7.0
INPUT
Description: Downstream of Virgina water Drive
Station Elevation Data num= 19
Sta Elev Sta
'
' Elev Sta Elev Sta Elev Sta Elev
'.
c it ~, ........ '; ~
: ', .. 'r :.., .... 'c it '...... 'r sY :c ~: '.r ~•'., ....., ~. s.'c '; fir'., n ...... ~ ~'::r'.., n '.r ir'.. ?r t :.......
J .......... 'r it is :r
J it't i; :r i::.................:r
0 390 37 385 69 380 83 378 91 376
110 374 121 372 126 370 131 369.2 133 369
135 369.2 139 370 143 372 156 374 176 376
196 378 215 380 265 385 325 390
Manning's n values num= 3
Sta n Val sta n Val
...~..n. sta n Val

0 .05 131 .....
.035 ......n..n
135 ........~....
.05
Bank Sta: Deft Right lengths: deft Channel Right Coeff Contr. Expan.
131 135 525 525 525 .l .3
CROSS SECTION
RIVER: MAIN CREEK
REACH: Lower RS: 6.0
Page 3

- cedar-hecras-existing
INPUT
Description: junc tion with North C reek
Station Elevation Data num= 27
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

0 386 20 384 36 382 47 380 72 375
97 370 107 368 114 366 123 364 132 362
175 361.2 178 361 181 361.2 235 362 280 364
307 366 400 370 432 372 460 374 483 376
511 378 540 380 560 382 577 384 594 386
604 388 624 390
Manning's n value s num= 3
Sta n val Sta n val Sta n val
.. .. .. .. ~f '.~. .. .. .. .. if ~. .. .. .. n r. ri:t :t ::"'.C )~. n .. .. n.. .. iC .: r..... .... ~t ~.t ~: ~.t ~.t `.~: ~: '.~C n'n'.`~. n
0 .05 175 .035 181 .05
Bank sta: Left Right Lengths: Left Cha nnel Right Coeff Contr. Expan.
175 181 790 790 790 .1 .3
CROSS SECTION
RIVER: MAIN CREEK
REACH: Lower RS: 5.0
INPUT
Description: Edge of Pond #3
station Elevation Data num= 25
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
n r..... '.Y SY S~: ~.f :t ~.'C ~... r... n n ~.f ~.t 'It `'. n .. n ii ~.[ 1': n .... n n' S: '.~: ~C `.'C ~.C n' ~.C n ~.t `'.t `'.t )'l n .... n' ~i. n' n n' ~:.... n n ~.t :'C .. r....'~! :t :C Sit fit 'X n n SAC S: ~.C Sit S:.. n .. n' S~f ~.
0 380 30 375 64 370 99 365 127 360
133 358 155 356 175 354 185 352 192 350
201 349.8 204 349.6 207 349.8 210 350 229 352
249 354 264 356 274 358 287 360 310 364
337 366 406 368 505 370 560 375 606 380
Manning's n value s num= 3
sta n val sta n val sta n val
0 .05 201 .035 207 .05
Bank sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
201 207 450 450 450 .1 .3
CROSS SECTION
RIVER: MAIN CREEK
REACH: Lower RS: 4.0
INPUT
Description:
Station Elevation Data num= 24
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

0 370 27 366 49 362 66 360 90 356
113 352 123 350 136 348 145 344 176 342
181 341.7 184 341.5 187 341.7 194 342 209 344
226 346 241 348 270 350 284 352 301 356
327 360 335 362 350 366 371 370
Manning's n values num= 3
Sta n val Sta n val Sta n val
.............. ~: ~: S~..... .. .. .... .. .. .. ~: ~: ~f ~f ~.C `'.G '.~: ~t ~f ~l ~: Jf .~. ~. ..:: ~::~: ~: ~! ~: ~[ Sit J: ~,! ~( J: J: J:
0 .05 181 .035 187 .05
Bank Sta: Left R ight Lengths: Left ch annel Right Coeff Contr. Expan.
181 187 714 714 714 .1 .3
Page 4

cedar-hecras-existing
CROSS SECTION
RIVER: MAIN CREEK
REACH: Lower RS: 3.0
INPUT
Description:
Station Elevation Data num= 31
Sta Elev
' Sta Elev Sta Elev Sta Elev Sta Elev
....................r::t:
.......n....`.~:i:'.is1:SY it::i:'.~....... ..............k n....n..~.'t~.nn..nr.....r.)Y`.~t n''.n`."'::s:)~. ..n..nnnnn
J JJJ ....n....'JC'.'...
/,J J
0 360 9 358 21 356 34 354 45 352
55 350 67 348 74 346 80 344 89 342
112 340 137 338 161 336 180 334 182 333.9
184 333.7 185 333.9 187 334 191 336 198 338
206 340 214 342 220 344 230 346 237 348
247 350 256 352 266 354 276 356 289 358
301 360
Manning's n values num= 3
Sta n Val sta n Val sta n Val
0 .05 182 .035 185 .05
sank Sta: Left Right
182 185
Lengths: Left Channel Right
750 750 750
coeff contr. Expan.
.1 .3
CROSS SECTION
RIVER: MAIN CREEK
REACH: Lower
RS: 2.0
INPUT
Description: Upstr eam of Virginia Water Dri ve
station Elevation Data num= 29
Sta Elev
A Sta Elev Sta Elev Sta Elev Sta Elev
.. n n S
C ~: )~: ~.f :Y :: .. .. n .. .. .. n ~: :: n ~C ':C ~: J.t n ^')~C n'n'~: n':f n'~: ~: n~!`'.. .. n'`~f :: n':f n"'.~f .'~. ~: Sri n' n n n'~: n :t .: .. .. ~.C ~: `'.t'.c k~.t ~.t ~.t n`'. n'~.C ~. ~.. .: :t ~t
J S. .. .. r. n
J
0 350 14 348 30 346 40 344 52 342
69 340 78 338 86 336 96 334 106 332
116 330 130 328 132 326 134 325.8 136 325
6
138 325.8 140 326 143 328 150 330 154 .
332
160 334 166 336 173 338 185 340 193 342
204 344 215 346 231 348 247 350
Manning's n values num= 3
sta n Val sta n Val sta n Val
...... ~... n .::f '.': ~:.:.. '.~G i'... n .::f '.~. `.~[ ~ SS' S~. `.~G SAC n n n n ~: ~::Y n n .. r. n .. n ~: ). )Y ~t ~: n n n ~t
0 .05 134 .035 138 .05
Bank sta: Left Right Lengths: Left Cha nnel Right Coeff Contr. Expan.
134 138 165 165 165 .1 .3
CROSS SECTION
RIVER: MAIN CREEK
REACH: Lower RS: 1.0
INPUT
Descript ion: Downstream of Virginia water Drive
Station Elevation Data num= 29
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
~, .......... n .. ...... .... .. .. .... r...., ......., r. r. ......., n .......... ., ...... ..........., .... n ....., :~: S~:.s... S": `.~: )'C n ~: ~: ~... S~: ~: ~: ',~......, i! S...
JJ
~ .. iY ':::'::~: tiC
J
0 350 15 348 33 346 50 344 66 342
81 340 94 338 102 336 111 334 122 332
134 330 148 328 156 326.4 159 324.9 161 324.7
163 324.9 176 326.1 180 328 185 330 194 332
204 334 215 336 228 338 244 340 250 342
265 344 283 346 316 348 343 350
Page 5

cedar-hecras-existing
Manning's n values num= 3
Sta n val Sta n val Sta n val
........n........n ..........................nn......~~t~...n..........................n..
0 .05 159 .035 163 .05
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
159 163 85 85 85 .1 .3
CROSS SECTION
RIVER: MAIN CREEK
REACH: Lower RS: 0.0
INPUT
Description: Prope rty Li ne
Station Elevation Data num= 29
Sta Elev
'
' Sta Elev Sta Elev Sta Elev Sta Elev
..n..`.
:
.t't :...............'1:'.tnn ..n..nn'it `.'...'t:'.if'.tn'4......... ..n.......: '.t'..n4t~.tnn'.i:: ..SY:'...nit:Y..n'it')Yn''.n~"tSt::nnn....
J
~ ~
J ......n....
J ,
0 342 40 340 60 338 76 336 93 334
112 332 131 330 162 328 173 326 183 324
193 322 194 321.7 196 321.5 198 321.7 200 322
203 324 207 326 210 328 213 330 217 332
220 334 230 336 240 338 246 340 254 342
262 344 270 346 283 348 300 350
Manning's n values num= 3
Sta n val Sta n val Sta n val
'.~. 3t ~. n .. n n ~C '.'t .`~. n n"IC 'Jt SY Sit ~.. )~.' Sit n ~t 'jt SY iY iC `'it i~t .`~. `it 'It )Y n n n n n n .~C '(t n n `.Y iC '.~. n if `.~. n
0 .05 194 .035 198 .05
Bank Sta: Left Right
194 198
CROSS SECTION
RIVER: NORTHERN CREEK
REACH: Upper
Lengths: Left Channel Right
0 0 0
RS: 13.0
Coeff contr. Expan.
.l .3
INPUT
Description: Edge of Pond #2
Station Elevation Data num= 23
Sta Elev
'
~ Sta Elev Sta Elev Sta Elev Sta Elev
.. .. n n.. n'`
.t .: n:t '.
.'n Jf ~t ny'.'~. `.~C 1: :: n)Y Stn .. n :: n~tn n'~.. n.. n.. .. n n...:~C:tn.C ~C .'~. ~t ~.C ;: S't :t ~t '.C :C :Cn n n
J~ n n'~.t ~'C ~. n'S~t n'.:
J :tn n'.~: ':C ~[ ~: ~: '.~t ~C ~: n
0 400 12 398 25 396 75 394 150 392
225 390 276 388 285 386 295 384 305 382
313 381.6 315 381.4 317 381.6 331 382 351 384
361 386 382 388 429 390 455 392 485 394
524 396 556 398 600 400
Manning's n Values num= 3
sta n val Sta n val sta n val
........nn....~t:...n.....tit..n ....nn......n .t~ :.............. n.. .. .:~t.t~t............
0 .05 313 .035 317 .05
Bank Sta: Left Right
313 317
CROSS SECTION
RIVER: NORTHERN CREEK
REACH: Upper
Lengths: Left Channel Right
300 300 300
RS: 12.0
INPUT
Description: Upstream of Irina Drive
Station Elevation Data num= 17
Sta Elev Sta Elev Sta Elev
Page 6
Sta
Coeff Contr.
.l
Elev Sta
Expan.
.3
Elev

.
.
. cedar- hecras-existing

.. • ~..
. . ~..
. ~. ~..
, s, ... ~. ~. ~......, s. s. s..
.......... ?r ' ................................:: ?: ?r
, s.. ., s.....,• ~.
:'...:: ?r :.........
... ~. ~, ~.... ~..,....... ~.....,. ~. ~ . r.
........................ 'r it ?: ?r ?... ?t ?t ?: ?r
. ~. ~, s. ~. ~ ?. ~. ~.... ~.... ~. ~....... ~. ,.. ,..
?....... ................... ?r ?r ?; ?
0 380 52 378 134 376 165 374 193 372
214 370 235 368 236 367.9 238 367.7 240 367.9
241 368 254 370 273 372 290 374 313 376
362 378 411 380
Manning's n values num= 3
sta n val sta n val sta n val

0 .05 236 .035 240 .05
Bank sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
236 240 85 85 85 .1 .3
CROSS SECTION
RIVER: NORTHERN CREEK
REACH: Upper RS: 11.0
INPUT
Description: Downstream of Irina Drive
Station Elevation Data num= 21
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
JJJ
0 380 40 378 87 376 178 374 207 372
225 370 245 368 258 366 260 364 275 363
2
277 363 279 363.2 287 364 295 366 309 .
368
351 370 381 372 430 374 468 376 491 378
532 380
Manning's n values num= 3
sta n val sta n val sta n val

0 .05 275 .035 279 .05
Bank Sta: Left R ight Lengths: Left C hannel Right Coeff Contr. Expan.
275 279 205 205 205 .1 .3
CROSS SECT ION
RIVER: NORTHERN CREEK
REACH: upper RS: 10.0
INPUT
Description:
Station Elevation Data num= 19
sta Elev sta Elev Sta Elev Sta Elev Sta Elev
.........: ?r ? ... .............................. ~• ~- '.r ?........... ?; ?: ?... ?; ?r ?r ?... ?t ?r it '... ~• ?r ?... .........: ?: is ~ _
?t it ?; .. ?r „ ......
~J .............
JJ
'~ .............
J J
0 370 20 368 34 366 64 364 307 362
410 361.2 413 361 416 361.2 445 362 455 364
487 366 521 367 555 366 652 364 675 363.5
703 364 791 366 808 368 825 370
Manning's n values num= 3
sta n val sta n val sta n val
...................... ?r ?............................................................. ?r ?.......
0 .05 410 .035 416 .05
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
410 416 0 0 0 .1 .3
Right Levee Station= 521 Elevation= 367
SUMMARY OF MANNING'S N VALUES
River:MAIN CREEK
?r :..................... .. ................................ .. ............ ........................................ ........ ..........
Page 7

' cedar-hecras-existing
•• Reach River sta. •• n1 * n2 •• n3 ••

'°Upper •• 9.0 •~ .05* .035'° .05*
*Upper n 8.0 n .05* .035"•r .05*
*Upper •• 7.0 •~ .05'r .035' .05~'
*Lower •• 6.0 •~ .05* .035* .05'r
*Lower •• 5.0 •• .05* .035'° .05~'
*Lower 4.0 •~ .05* .035* .05*
*Lower n 3.0 •• .05* .035'° .05*
*Lower •• 2.0 •• .05* .035'° .05*
~~Lower 1.0 n .05~' .035'° .05~'
*Lower 0.0 •• .05'r .035~r .05*
.......... .................. n .......... n ..:t ~. ...... )Y ~: ':r :'. ............ ~: 1~: * ~..... '.~t n'`i. n' ~......, n '.•r :'........... n n .. n .. n
River:NORTHERN CREEK
:r'.nn.,n4:*'.'r'r:r~•... .c:ri:~......., n.. .. .. .. .. ., n.. .. .. ': is '. .. .,nnn.,n.:'c '..:*'r i. .. ..nn'r ir'. .. ..n.:*:'c ..
•~ Reach n River sta. •• nl * n2 .r n3 *
..':4:'rn..nn....n':*Yr~l. n..nnn'.r*~....*:r:r:.n'r 4:'...n4::'r~nn..':ir**n ..':*irBr4.nnnnR•4r**..n..*ie
j°Upper •• 13.0 n .05* .035* .05*
*Upper •• 12.0 •• .05* .035'° .05*
*Upper •~ 11.0 n .05* .035'° .05*
*Upper n 10.0 •• .05* .035* .05"r
**:.......nn....~•~•*'..n ......'r'...........~.'c'...n'.rir 4rir:...n......nn*ir~nn '.•sYi::cn..n~•i:'. ....nn..........
3rn n•ir •it .`fn n n n n nn.. JC ".•: 1': :'. ., n.. .. n., .. )•.':r ~.t `'.. .. .. ., n n.. ., .. .. n*:•C :, n'~iC ~:* n., nn~.r It '.'. ., n.. ..n nnn., n.. nn.. .. .. ...
**n n'*'c r:r::~
SUMMARY OF REAC H LENGTHS
River: MAIN CRE EK
.. .. 'e '.. .: ;rR nnn.......... ..nnn'..•*4.nnn'r'cir'..n'.r i:~'r*'.'.:'.r'„~•***~•*~• *~n4r~nn~•*'e ~•dc'rn*&~•~•4c
* Reach * River sta. * Left channel * Right n
....., n ~•~csY ~ ....., n *ir* :r*., n':'.t'.c ~ *'r:r'.'c'r n .. ~•*ir', n n ~•:'r *:r'.. ~•** ~ n n *~'e:ricir:... ~• '.ric it*.: :r~: ir*
'°Upper n 9.0 •• 400* 400* 400•
°Upper 8.0 •• 130* 130* 130*
•Upper •• 7.0 * 525* 525' S25*
*Lower •• 6.0 n 790* 790* 790*
*Lower •• 5.0 n 450* 450* 450'
*Lower •• 4.0 •• 714* 714* 714*
*Lower •• 3.0 "~ 750* 750* 750*
°Lower •• 2.0 * 165* 165* 165*
*Lower * 1.0 85* 85* 85*
*Lower •• 0.0 •• 0* 0'• 0*
.,..n.,......n.....,nnn* i;'ie',c'.•::.,,:i:i:'.c....*:ri•,n., nnnn...,....::*;.nn..n ':~'n.......,n.,n nn':'r;c;;'......
River: NORTHERN CREEK
'r'.........:: 'c it ;.r it ~ ....': *'......, n n ., n ............ ~: * :........:r :.... ~• is i::Y'., n ::'.r* n'r' ....... ...... n ..........
* Reach •• River sta. ~° Left n Channel •• Right *
:r :C `.•. n ...... n n ..nit '.•..... ...... n' :'C '.~..... n n '.': 1:• :'C ~r `.•r n' ~. n ......:: S: '.•. '.~r '.'t :'C * * `'.C * S: `'.C n' `'.l Sir ~t * n' `.": )'r '.'::t Sr `.•C'.~r `.': ~..• ~: ;'C
*Upper •• 13.0 •• 300' 300* 300*
*Upper 12.0 •• 85* 85* 85~'
'°Upper •~ 11.0 * 205* 205* 205*
*Upper •• 10.0 ~° 0* 0~' 0~•
.. .. 'r ir'.e' ........'r:...... ..'r'....nn .................... ..............'.: sY iron....*:r:c'c'.. ~•ir'. 'c*: .. ~c is ~.. .. n'.r is
.. ': is ' ....., n ., n ie it is '........., n ..., n ........., n is it is is ~....... ': it i, n n n n .; it * iC is ~ ~.': ic'....... ~• it is
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: MAIN CREEK
..n..n..isir',n..n .................................... .. .. .. .. .. .. .. .. .. n.. ire.. .. ':* ;...nnn........
•• Reach •• River Sta. •• .Contr. •• Expan. ••
............................ .. n n ....., n n ': is i.............., it is i.........., ie ~!...., n ., nnn ............
'`Upper •• 9.0 •• .lir .3*
'`upper •~ 8.0 •• .1~' 3i
'`Upper •• 7.0 •• .1* , 3*
is Lowe r •• 6.0 •• .1* . 3 *
°`Lower '° 5.0 •• .fir .air
°Lower •• 4.0 .1* 3°
::Lower •• 3.0 •. .1* .3ir
°Lower •~ 2.0 •• .l° .3'•
Page 8

cedar-hecras-existing
`power •• 1.0 •• .1'• .3'
:rower •• 0.0 •• , l~r 3:.-
.. 'r'......... 'c ~ ~ ............... •............... •....... •................................. 'r ~ ..............
River: NORTHERN CREEK
•~ Reach 'r River Sta. •• Contr. •• Expan.
...r :r ~...., ...... 'c ~'.. • . .... ........ .. ....:c it ~ .. ~- is :...........:c is :................... ...c'r'..........,
~~upper 13.0 •• .l'r .3-r
-upper 12.0 ~ .1"r , 3'r
'`upper •~ 11.0 •• .1"• ,3~
'`upper 10.0 •• .1* .3~'

Page 9

r O N OD O_ W M ~ O N M W N O V N_ O_ m V N CO In r O N M
V ~ ~ O O .- O 0 0 O O O O O O O O ~ ~ 0 0 O O O O •- O O O
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r O N O O In 'Q M U7 N N O r V M N ~ O N M (D (O eD W r .- ~}
r (O (O N f0 m M r O V N O O M cp ~ N r a r .- ~ (O M O (O ~ a
(D M T r V O O In W V r N IA r N M O O r W N O O) O
M M M N N N .- (O N V ~ O ~7 M r to O V V M ~7 M M N
~, N
'Q V V' O ~ r ~ O O r N r O o0 ~ N O W O M M M cp c0 V a0
Q1 M N O N V' N r .- r ~ W ~ N M N O N r r (D N O V a0 (O r M
' N CO r Q7 O r r O (D aD M M M M O N O ~ 'cY fp ~ N V ~p p~ N
Q ~ N r N ~ N .- cD 01 M N N ~ N ~ Q1 O N M N r N O r (O O N O (O
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V N
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) ~ O In M O O M O M r N (`') (O 01 In N O OD O r 1n N
: r ui r m r ~ .- ~ ro ui ao co 0o cu v v ai r ao ~ o o~ ~ o ~ o ~ o
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0 W
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Ifni ~.
O
O
O
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0
0
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Office Use Only: Form Version March OS
USACE Action ID No. DWQ No. ~.~CQ ~ 1 ` ~~ gi 1 ~ 2.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
I. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ® Riparian or Watershed Buffer Rules
^ Section 10 Permit ^ Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ® Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested:
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ^
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here:
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ^
II. Applicant Information ~ ~~~(~~/]~
I. Owner/Applicant Information ,, l1 v
Name: Robert Polanco ~ "~~ ~- °~' ~~~~ 200 r~
Mailing Address: 8804 Albright Road; ,~~~rv~
R a l e i g h, N C 2 7612 i1~6dtAl`IASAt~~'St'ORfiAIVAr'Il~fiN`
Telephone Number: [phone] Fax Number:
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Jay Keller
Company Affiliation: Keller Environmental
Mailing Address: 7921 Haymarket Lane; Raleigh, NC 27615
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: jay ankellerenvironmental.com
Page 1 of 11

III. Project Information
Attach a vicinity map clearly showing the location of the property with respect, tb local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USAGE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Cedar Ridge Subdivision Phase II
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 1768-07-3234
4. Location
County: Wake Nearest Town: Rolesville
Subdivision name (include phase/lot number): Cedar Ridge
Directions to site (include road numbers/names, landmarks, etc.): Site is located on
Rolesville Road approximately'/4 mile south of downtown Rolesville and US401.
Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35.5474 °N 78.2746 °W
6. Property size (acres): 70.07 Acres
7. Name of nearest receiving body of water: Harris Creek
River Basin: Neuse
(Note -this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/ma~s/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Site is comprised of an existing subdivision (phase 1)
adjacent to Rolesville Road and a pond on the east side of Phase I. Harris Creek
was determined to be a perennial stream below the pond on Phase I. No subject
streams were evident above the pond. Remaining Phase II is mostly wooded with
Page 2 of 11

one pond, Harris Creek, and its tributaries. Adjacent land uses include residential
forested and agricultural areas.
10. Describe the overall project in detail, including the type of equipment to be used: Three
road crossings are proposed to access upland areas at the rear of the property and
provide connectivity to the northern parcel. In addition, one aerial sewer outfall is
proposed. The Irina Drive crossing will utilize a 12' Con-Span Bridge Virginia Water
Drive East will use 60" RCP over 102 linear stream feet. A 10' Con-Span bottomless
arch culvert is proposed for the Virginia Water Drive West crossing All lots to have
county water and sewer. Eauipment to be used includes cranes trackhoes
bulldozers, and other land grading equipment and Virginia Water Drive East The
site will utilize Bioretention ponds to handle stormwater. Further impacts are
anticipated from installation of the outflow from the Bioretention ponds
1 1. Explain the purpose of the proposed work: The proposed impacts to the stream buffer
area will be necessary to complete the subdivision thus sustaining the development
of the proposed residential area. Extending Virginia Water Drive across Harris
Creek and its tributary will also provide connectivity to the adjacent parcels and
existing neighborhoods.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
December 6, 2006: Keller Environmental (KE) on behalf of Mr Robert Polanco
submitted a PCN application to the US Army Corps of Engineers and NC Division of
Water Quality.
January 16, 2007 Conducted an on-site stream determination with DWQ staff Lia Myott
and Dr. Cynthia Van DerWiele.
July 17, 2007 Jay Keller, Harold Yelle Andy Klinksiek and Robert Polanco had an
office meeting with Dr. Cynthia VanDerWiele to discuss the project
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
None.
VI. Proposed Impacts to Waters of the United States/Waters of the State
Page 3 of 11

It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: The eastern Virginia Water Drive
stream crossing will involve 80-feet of a single 60-inch diameter RCP with 20 feet
total of class b riprap for a total of 102 feet of stream impact. Please see sheet 7. To
facilitate aquatic passage 30-inches of the RCP will be buried. Please refer to the
profile view of the Virginia Water Drive Eastern Crossing. The Irina Drive crossing
will utilize a 12 foot Con-Span Bridge over 78 linear feet. A 10 foot Con-Span
bottomless arch culvert is proposed for the Virginia Water Drive West crossing. The
gravity driven sewer outfall stream impact will be minimal because of the 8 foot pipe
clearance above the stream. 11 of the 12 bioretention ponds require buffer impacts
and these are detailed on the chart included in X.2.
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
car,arately lief imnantc dne to tenth .ctrncture and fln~din~.
Wetland Impact Type of Wetland Located within
100-year Distance to
Nearest Area of
Impact
Site Number Type of Impact (e.g., forested, marsh, Floodplain Stream (acres)
(indicate on map) herbaceous, bog, etc.) ( es/no) (linear feet)
None
Total Wetland Impact (acres) 0
3. List the total acreage (estimated) of all existing wetlands on the property: 2 Acres
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acreage, multiply length X width, then divide by 43,560.
Stream Impact Average Impact Area of
Number Stream Name T e of Im act Perennial or Stream Width Length Impact
(indicate on map) yp p Intermittent? Before Im act (linear feet) (acres)
Virginia Culverts &
Water Drive Harris Creek headwalls Perennial 6 102 0.014
East
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Virginia Con-Span
Water Drive UT to Harris Bottomless Perennial 6 86 0
West Creek Arched Culvert
UT to Harris Con-Span
Irina Dr. Creek Bottomless Perennial 4 78 0
Arched Culvert
UT to Harris Approx. 8' high
SS Outfall 8 Aerial Sewer Perennial 20 20 0
Creek Crossing
102 if 0.013
Total Stream Impact (by length and acreage) permanent acres
permanent
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Open Water Impact
Name of Waterbody Type of Waterbody Area of
Site Number (if applicable) Type of Impact (lake, pond, estuary, sound, bay, Impact
(indicate on ma) ocean, etc.) (acres)

Total Open Water Impact (acres) 0
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): 0.014
Wetland Impact (acres): 0
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) 0.014
Total Stream Impact (linear feet): 102
7. Isolated Waters
Do any isolated waters exist on the property? ^ Yes ®No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
8. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ^ uplands ^ stream ^ wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Current land use in the vicinity of the pond:
Size of watershed draining to pond:
Page 5 of I 1
Expected pond surface area:

VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts. The proposed Virginia Water
Drive Extension crossings were strategically placed to connect with the subdivision to
the west and the large upland area between it and Phase I. The Irina Drive Extension
will provide access to the upland areas to the area north of Harris Creek. The crossings
were also placed perpendicular in fairly linear stream corridors and Con-Span
bottomless arched culverts (CSBAC) will be utilized on two of the geologically suitable
streams to avoid stream impacts.
The Irina Drive CSBAC and headwalls will span 78 linear feet of stream and the 12-foot
span will clearly span the entire 4-feet wide stream bed and bank. Also, it was evident
during our January 16, 2006 site visit that the crossing area appeared to be a historic
stream crossing for agriculture and silvaculture activities. Our perennial stream
determination was conducted within and immediately upstream of the proposed
crossing area. Please refer to Sheet 6 on the attached CD for details.
The eastern Virginia Water Drive 60-inch RCP is 80 linear feet and the RCP will be
buried 30-inches to facilitate aquatic passage. 20 feet of class B riprap will be added to
assist with stormwater velocity for a total of 102 feet total stream impact with a 2 foot
stream curve compensation. During our perennial stream determination, we entered the
subject riparian corridor from the existing Virginia Water Drive end of pavement and
walked upstream via the existing sewer line on the west side to the existing pond and
sewer crossing area. It was evident during our analysis that the stream in the proposed
crossing area is slightly incised. Please refer to Sheet 7 on the plan sheet for details.
The western Virginia Water Drive CSBAC and headwalls will span 86 linear feet of
stream and the 25-foot span will clearly span the entire 6-feet wide stream bed and
bank. The CSBAC will also include one slight turn to avoid impacting any stream bank.
This crossing area is also being utilized for utilities (i.e. sewer, etc.) to avoid additional
impacts. Similar to the aforementioned CSBAC's and evident on the Overall Site Plan,
this stream crossing is being placed in a fairly linear stream section. It will provide
connectivity to the existing Virginia Water Drive and the Village of Rolesville (Phase II)
Subdivision on the west side. Please refer to Sheet 9 on the attached CD and plan
sheet for details.
The wide spans will be placed by using a crane and bridge footings will be placed
outside of the stream banks. Since all of the proposed crossing areas have direct road
access, temporary impacts to the streams will also be avoided.
This proposed Phase (II) of Cedar Ridge will also use an _existinq sewer line that
parallels Harris Creek and the two ponds. During initial construction of Phase II, a
Page 6 of I 1

sanitary sewer line will be installed near and parallel to the southern property line. As
mentioned in the previous paragraph, this new sewer line will utilize the Virginia Water
Drive CSBAC area to pain access to the existing sewer fine on the west side of Harris
Creek.
An aerial sewer crossing is proposed south of Irina Drive between Lots 61 and 67. This
proposed line will satisfy the City of Raleigh's criteria for a gravity driven sanitary sewer
line. The crossing will be eight (8)-feet above the stream channel for maximum
clearance of the 20-feet wide stream/pond area. The casings will be constructed
outside of the jurisdictional stream/pond areas.
Also evident on the Site Plan, there will be minimal grading conducted on the residential
lots throughout this phase. This should maximize nutrient removal through the grassed
and landscaped areas.
15.78 Acres will be permanently preserved along Harris Creek and its tributaries. This
includes the large pond at the rear of lots 72-88. Moreover, areas adjacent to the
stream crossings will be in the dedicated open space area. This will prevent homes
from encroaching into the riparian buffer areas. Examples include areas west of Lots
1(1~ R 11R
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state. nc.us/ncwetlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
Page 7 of I 1

of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
The proposed project should not be required to provide mitigation for the proposed
stream impacts This is due the efforts of the developer's team to avoid jurisdictional
areas to the maximum extent possible. As shown in the attached Engineering
Plans the properties adjacent to the stream will not encroach into the vegetated
buffers to protect open waters along Harris Creek and its tributaries. Moreover,
areas adjacent to the stream crossings will be in the dedicated open space area.
This will prevent homes from encroaching into the riparian buffer areas. Examples
include areas west of Lots 103 & 118. 15.78 Acres will be permanently preserved
along Harris Creek and its tributaries. This includes the large pond at the rear of lots
72-88. __
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): n/a
Amount of buffer mitigation requested (square feet): 63,240 SF
Amount of Riparian wetland mitigation requested (acres): n/a
Amount ofNon-riparian wetland mitigation requested (acres): n/a
Amount of Coastal wetland mitigation requested (acres): n/a
IX. Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ^ No
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether aNEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ^ No ^
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ^ No ^
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
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and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify )? Yes ® No ^
2. If "yes", identify the square feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multipliers.
Zone* Impact
(s uare feet) Multiplier Required
Miti ation
1 29,375 3 (2 for Catawba) 47,223
2 19,886 1.5 16,017
Total 49,261 63,240
Buffer Impact
Area Square
Feet
Zone 1 Square Feet
(Z1 Total) Square
Feet
Zone 2 Square Feet
(Z2 Total)
Bioretention 1 37 x 15 555 21 x 15 315
Bioretention 2 68 x 15 1,020 26 x 15 390
Bioretention 3 32 x 15 480 21 x 15 315
Bioretention 4 34 x 15 510 20 x 15 300
Bioretention 5 35 x 15 525 20 x 15 300
Bioretention 6 48 x 15 720 580
Bioretention 7 57 x 15 855 560
Bioretention 8 36 x 15 540 20 x 15 300
Bioretention 9 37 x 15 555 800
Bioretention 10 30 x 15 450 26 x 15 390
Bioretention 11 35 x 15 525 20 x 15 300
Bioretention
Totals 6,735 4,550
Virginia Water Dr.
E. 7,697 5,236
Virginia Water Dr.
W. 8,044 5,442
Irina Dr. 5,699 3,858
SS Outfall 8 1,200 800
TOTALS (SF) 29,375 19,886
TOTALS (Acres 0.67 0.46
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3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration /Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260.Riparian buffer impacts associated with
the Harris Creek Virginia Avenue crossings is required per conversations with Amy
Chapman. Mitigation costs of $60,710.40 for 63,240 square feet of riparian buffers
will be paid to North Carolina Ecosystem Enhancement Program.
XI. Stormwater (required by DWQ)
Describe impervious acreage (existing and proposed)~versus total acreage on the site. Discuss stormwater
controls proposed in order to protect surface waters and wetlands downstream from the property. If
percent impervious surface exceeds 20%, please provide calculations demonstrating total proposed
impervious level.
Quantity Area Area Proposed
(square feet) acres Impervious
Roadways 230,622 5.29
Lots * 117 3,500 9.40
Sidewalk 39'995 92
0
7,999 x 5 .
Total 680
117 15.61 22'23%
Im envious Area , 15.61 / 70.07
Open Space 16.00
Total Tract Area 70.07
* Lot SF based on 2200 SF Footprint, 1300 SF in Deck, Drive, & Sidewalk
Please refer to "Site Plan Information" for details and the Table on Overall Site Gradin
and Drainage Plan. While under construction, temporary, custom sedimentation basins
will be installed outside of the wetlands and streams to protect them against
sedimentation along with other appropriate sedimentation and erosion control measures
in compliance with the DWQ and Wake County Sedimentation and Erosion Control
requirements. As seen on the Site Grading and Drainage Plan, site grading will be
minimal. This will maximize the penetration of surface water into the ground. Twelve
bioretention areas will be utilized to pre-treat the Nitroaen prior to release from the
stormwater discharge areas.
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
To City of Raleigh Walnut Creek Waste Water Treatment Plant.
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XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ^ No
Is this an after-the-fact permit application? Yes ^ No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ^ No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description:
The proposed Cedar Ridge Subdivision proposes using bottomless culverts on the Irina
Drive and downstream Virginia Water Drive West stream crossings to avoid impacts to
Waters of the US. It is unlikely that the proposed project should result in cumulative
stream impacts and degrade downstream stream quality. To illustrate avoidance of the
stream and wetland areas on the parcel north of Irina Drive, please refer to the attached
road corridor plan
XV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
~~~~
July 19. 2
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
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