20110165 Ver 1_Stormwater Info_20110916

? ? ? Kimley-Horn
and Associates, Inc.
September 15, 2011
Ms. Amy Chapman
NC Division of Water Quality
512 N. Salisbury Street
Raleigh, NC 27640
Re: U.S. Foodservice, Inc., Raleigh Division, Zebulon, N.C. Expansion
Major Variance Request Application - NRRO#10-151
Wake and Johnston Counties, North Carolina
Dear Ms. Chapman:
? ? - of L'5
On behalf of U.S. Foodservice, Inc., Kimley-Horn and Associates, Inc. is resubmitting the following
items in response to your letter dated August 29, 2011:
• One (1) set of revised hard copy drawings;
• One (1) Comment Response Memo;
• Three (3) copies of the revised supplement forms for the applicable BMP;
• One (1) copy of the revised storm water report;
• One (1) CD of the revised drawings in PDF format.
If there is any additional information you need to assist in the processing of this application, please do not
hesitate to contact me at [phone].
Very truly yours,
KIMLEY-HORN AND A!
Beth Reed, PWS
Environmental Scientist
Enclosures
>SOCIATES, INC.
Vj@gvAJ
SEP 1 6 2011
DENR-WA(ERQUALIII' N
NETLANDS AND STpR?lA1ER BRAN
Cc: Mr. Alexander D. Raine, V.P. of Corporate Real Estate
U.S. Foodservice, Inc.
9399W. Higgins Road, Suite 500
Rosemont, IL 60018
¦ 0
P.0 Box 33068 TEL [phone]
Raleigh, North Carolina FAX [phone]
27636-3068
? ? Kimley-Horn
and Associates, Inc.
U.S. Foodservice Comment Responses
It - D I 1-0 5
For large stormwater wetland:
a. Please show proposed one-foot topographic lines for the swale that is discharging from
the site to the wetland. Please show how the Swale will discharge into the forebay of this
device and provide outlet protection if necessary.
Topography has been added as requested. Velocities do not require outlet
protection other than established groundcover.
b. DWQ highly recommends providing at least one more deep pool in this wetland to
encourage the growth of Gambusia fish, which are highly effective mosquito predators.
An additional deep pool has been added as requested. The wetland supplement has
been modified accordingly.
c. Please remove the plants from the micropool where the outlet structure is located to
reduce the risk of the outlet clogging.
Plants have been removed as requested.
d. Please provide a specification for the maximum permeability of the wetland liner (see
page 10-17 of the BMP Manual).
Maximum permeability is now noted on Sheet C13.00.
e. Please provide anti-seep specifications for the outlet barrel.
Anti-seep collar detail is shown on Sheet C13.00.
For the small stormwater wetland:
a. Please show the placement of the outlet structure in the 1" = 20' detail on Sheet C 13.01.
Outlet structure is now shown.
b. Please provide a specification for the maximum permeability of the wetland liner (see
page 10-17 of the BMP Manual).
Maximum permeability is noted on Sheet C13.00.
3. For the wet detention pond:
a. Please show the placement of the outlet structure in the 1" = 20' detail on Sheet C 13.01.
Outlet structure is now shown.
b. The invert of the wet detention pond must be set at 228.00 fmsl in order to provide one
foot of sediment storage. Based on the plan view, it looks like the invert is at 229.00.
The pond bottom on the plan view and on the profile has been revised to 228.00.
c. Please provide a specification for the maximum permeability of the wetland liner (see
page 10-17 of the BMP Manual).
Maximum permeability is now noted on Sheet C13.01.
d. Please harden the emergency spillway with rip-rap or concrete.
Rip-rap has been added as requested.
4. For the level spreaders:
¦ ¦
P.0 Box 33068 TEL [phone]
Raleigh, North Carolina FAX [phone]
27636-3068
Kimley-Horn
? and Associates, Inc.
a. Please show the proposed one-foot topographic lines for the vegetative filter strip and
how they tie into existing ground.
Contours and spot elevations have been added to the level spreaders.
b. Please provide greater storage capacity in the blind swale. The BMP Manual
recommends a depth of one foot and a width of six feet for the blind swale. The 24-inch
curb structure that is proposed has a much small cross-sectional area than this. Providing
adequate storage in the blind swale is especially crucial for a LS-VFS that is designed to
handle the 10-year storm directly from the drainage area.
Blind swale will be one foot deep with 3:1 side slopes as requested. The grading
plan and details have been revised to reflect this.
c. The level spreader is required to have an adequately sized footer to protect against frost
heave.
Level spreader detail has been revised to extend footer below frost line. Re-bar has
also been added to the curb.
d. Please show the forebays in the LS-VFS details shown on Sheet C 13.00.
Forebays are now noted in the details.
e. Please provide specifications for the topsoil, sod and watering needs of the sod that will
be used in the vegetated filter strips.
Specifications are now provided on Sheet C13.00.
5. One (1) data CD of full size plans in TIFF Group 4 format (black and white, not grayscale or
color). If the plans are too large to store in TIFF format, they can be stored in PDF format.
CD has been provided as requested.
¦ ¦
P.0 Box 33068 TEL [phone]
Raleigh, North Carolina FAX [phone]
27636,3068
Stormwater Analysis
US Foodservice, Inc.,
Raleigh Division, Zebulon Expansion
1500 NC Highway 39
Zebulon, NC 27597
Prepared for:
US Foodservice, Inc.
©Kimley-Horn and Associates, Inc., 2011
Submitted: January 24, 2011
Revised: June 17, 2011
Revised: September 13, 2011
US Foodservice, Inc., Raleigh Division, Zebulon Expansion
1500 NC Highway 39
Zebulon, NC 27597
STORMWATER ANALYSIS
Prepared for:
US Foodservice, Inc.
Prepared by:
KIMLEY-HORN AND ASSOCIATES, INC.
NC LICENSE NUMBER: F-0102
333 FAYETTEVILLE STREET, SUITE 600
RALEIGH, NORTH CAROLINA 27601
Submitted: January 24, 2011
Revised: June 17, 2011
Revised: September 13, 2011
C. +f R0(?r/rz
Slo • ?
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032682
?\,la? 3 ?l
KHA Project #011072000
This document, together with the concepts and designs presented herein, as an instrument of service, is intended
only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document
without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to
Kimley-Hom and Associates, Inc.
TABLE OF CONTENTS
OVERVIEW
APPENDIX A: SITE INFORMATION
OVERALL MAP
USGS QUADRANGLE MAP
NRCS WSS SITE SOIL MAP AND INFORMATION
WAKE/JOHNSTON COUNTY SOIL MAP
FEMA FIRM MAP
APPENDIX B: DRAINAGE AREAS
PRE-DEVELOPMENT DRAINAGE AREA MAP
CURRENT DRAINAGE AREA EXHIBIT
POST-DEVELOPMENT DRAINAGE AREA EXHIBIT
APPENDIX C: WATER QUALITY CALCULATIONS
NITROGEN CALCULATIONS
LARGE STORMWATER WETLAND QUALITY CALCULATIONS
SMALL STORMWATER WETLAND QUALITY CALCULATIONS
WET DETENTION POND WATER QUALITY CALCULATIONS
LEVEL SPREADER DESIGN SUMMARIES
APPENDIX D: WATER QUANTITY CALCULATIONS
PRE VS. POST SUMMARY FOR I-YEAR AND I O-YEAR STORM EVENTS
PONDPACK ROUTING SCHEMATIC
PONDPACK STORAGE ROUTING CALCULATIONS
APPENDIX E: STORM SEWER CALCULATIONS
STORM SEWER SUMMARY (IO-YEAR STORM)
HYDRAULIC GRADE LINE PROFILES (IO-YEAR STORM)
OVERVIEW
OVERVIEW
Back around
This report contains the approach and results of a preliminary Storm water Analysis conducted for the
proposed US Foodservice expansion located in Zebulon, North Carolina. The project site is located at the
southeast corner of the intersection of Old US Highway 264A and NC Highway 39.
The subject project includes two properties that encompass 95.01 acres in both Wake County and
Johnston County. One food service distribution and storage building, a visitor parking lot, a truck parking
lot, and associated infrastructure are constructed on the western property. The facility was initially
constructed in 1995 and has subsequently been expanded several times. The eastern property was
purchased in 2010 and is currently undeveloped. The western property contains two (2) storm water
BMPs. An existing wet detention pond adjacent to the railroad captures drainage from the eastern portion
of the storage facility and truck parking area. A dry pond captures runoff from the western portion of the
subject property.
The soils on the subject parcels include Durham, Herndon, Nason, and Wehadkee soils. These soils are
classified as Hydrologic Groups B, C, and D.
Proposed Conditions
The proposed conditions include expansion to the existing distribution storage facility. Approximately
152,000 square feet of storage, a parking area, and a new driveway to US Highway 264A will be added
on the east side of the facility. The existing wet detention pond will be removed. The area currently
draining to the wet detention pond along with a large portion of the eastern expansion area will drain to a
large stormwater wetland to the east. Flows will be conveyed via stormwater piping and swales to the
wetland. A portion of the new eastern parking area will also drain to another small stormwater wetland at
the south side of the property. The subject expansion will also cut off flows to the buffer and wetland
area on the south side of the property. Roof drainage from the building roof expansion will be
apportioned appropriately and discharged to re-hydrate the buffer and wetland areas as diffuse flow via
level spreaders. Offsite drainage from the North will be re-routed around the storm water wetland and
will discharge to the east.
Approximately 93,000 square feet of storage building will be added on the west side of the facility. The
existing dry detention basin will be converted to a wet detention basin to treat the impervious area to be
added. Reference the pre- and post- development drainage maps in the Appendix detailing these areas.
Water Quality
The storm water wetlands will treat the 1" storm event and remove a minimum of 85% of the Total
Suspended Solids (TSS). They will also detain the 1-year, 24-hour and 10-year, 24-hour storms to pre-
development conditions and meet all other requirements required by the State for this project. The
wetlands will provide 40% nitrogen removal.
The proposed wet detention pond will provide 90%
attached Appendix for detailed calculations. A small
existing wetlands in order to maintain wetland hydrolop
TSS removal and 25% nitrogen removal. See
amount of stormwater will also be directed to
Jurisdiction
The enclosed storm water design meets all NCDENR requirements for treatment, hydration, and diffuse
flow. A detailed review of the stormwater design will be provided by Wake County on behalf of the
Town of Zebulon to verify Phase 11 requirements have been met.
APPENDIX A
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Title Project Site USGS Map (Zebulon, 1981 and Middlesex, 1978)
Pmpar°d For:
Project U.S. Food Service Site - Environmental Screening
Wake and Johnston Counties, North Carolina
Date Project Number Figure
12111109 011072000 2

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Soil Map-Johnston County, North Carolina, and Wake County, North Carolina
Map Unit Legend
Map Unit Symbol
C Ly
C NnB
G NnD
Wt
Johnston County, North Carolina (NC101)
Map Unit Name Acres in AOI
Lynchburg sandy loam, 0 to 2 percent slopes 8.4
Nason silt loam, 2 to 8 percent slopes 15.2
Nason silt loam, 8 to 15 percent slopes 0.0
Wehadkee loam, 0 to 2 percent slopes, 14.3
frequently flooded
Subtotals for Soil Survey Area 37.9
37.4%
Totals for Area of Interest 101.2
Wake County, North Carolina (NC183)
Map Unit Symbol Map Unit Name Acres in A01
DuB2 Durham loamy sand, 2 to 6 percent slopes, 5.7
moderately eroded
HrB Herndon silt loam, 2 to 6 percent slopes 2.8
y? HrB2 Herndon silt loam, 2 to 6 percent slopes, 27.2
moderately eroded
HrC2 Herndon silt loam, 6 to 10 percent slopes, 8.4
moderately eroded
W Water 0.6
WnA Wehadkee silt loam, 0 to 2 percent slopes, 15.8
frequently flooded
WyA Worsham sandy loam, 0 to 3 percent slopes 2.6
Subtotals for Soil Survey Area 63.3
Totals for Area of Interest 101.2
Percent of A01
8.3%
15.0%
0.0%
14.1%
100.0%
Percent of AOI
5.7%
2.8%
26.9%
8.3%
0.6%
15.6%
2.6%
62.6%
100.0%
USDA Natural Resources Web Soil Survey 1/24/2011
.Iifm Conservation Service National Cooperative Soil Survey Page 3 of 3
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Prepared For:
Project FWa,nd Service Site - Environmental Screening
Johnston Counties, North Carolina
Date Project Number Figure
12/11/09 011072000 4
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The woYwtlan ,reed in the
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Derium of 1992 GRS90 dipsoM Dee wcm In datum, Mlpaod. Malecuon ar
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f PROTECTED MEtS IOF&I PAs
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Flood Imurerme Smdy rep.rt to mane n Within, Irrfamefmn on hNe ah
of elmamns heween NAVD and NGVD 29 To obtain avant.1-than,
plance onnt lorh, o rafl.anfm beach hcad- on this map,
plisse comxlI. id NoM Cndm Ge Godaeo Sure Survey m tlm dooms smmn
below.
You may am0 oonmw the Inkrmetbn Semcas 9reach or the Nati alDedent
Suns or l301I 713.3242or naitits web n at www
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FLOOD HAZARD DATA TABLE ""• -aa
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FIRM

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? FLOOD INSURANCE RATE MAP
NORTH CAROLINA
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NOTES TO USERS

R
aladniaMng the NaWwl Had Inxmwa Paogmm. ,dam non cehWn aeon notm swdd Hod Hazard a? mar b, protected by rlmpe control nab map IeWam mad debMe d uo-rodme ,rem ,bonne configuration& than
This map b f In
necessarily McMfy all ,mere =j-b Igoding? perttlaMdy Imm local dmimge w.mm structures. Roder to Sactkn W'Rod Francois, Measures' of the Flood Imaawe

w,..r. ?FY
Of smell Vow Shaun M Um prevkm FIRM Far this Wrimmew The Ra.dpb,im and goDMrtys A,? , r„q vvq I,x--aim n, en •.. ,,, ?amy+
map repository should be comuned fw passible Study mponfa Mt.rmston an Ilod control inunulm i, this Idsddbe Nnw Imnslened hen the prwlous FIRM may have ham efunad to confemto
sloe The wwunllY
uptlebd or dellion.1 flood hazard mmamaWn thou my names thermal donfigmeewe. As a ream. the Flood Pretm eel H,xhrt
Wee up infamalkn ma gmawEW deb, usd to dwalop his FIRM ore .bmind From D.I. ablea'm the Rod In..- Study span (whkh sodake amhdmlim hydmuk FJFELTNE DAIF OF FL00D IHa1NJlCE RATE MAO PA'IEL
TO /blob mare
Te
in areas where Ire Flood ElmntloI, leFESI

O

"
d en drib
.hav
v.dy
pm'va }lasdmy bore been delwmind,user? ere encoumgd m .onwILEM1e Fkad sus o'gwxa woe MCXdrg a imayier. fIwd wmm am Lsb,m and laded dla mar, mRwLavmm cMwl tlxmwm 1h. area Imm whin is dwwm on Ike heap lLYIANV^A moo
and/or
egendm,ad/wclhaiswaw The primary bone la lks FIRMIS ie erMimepeywhµad e
FmNm•FlodwvY Ms,I;dmdDecdd Food Hazard Dress. and/or Si,maury of Sao-.
Fast of uc DlplblOH098-WOo Program and WeW CountV. goo The into peril FIeu rel, b me amtefr printed gap Index la an omMwa map .(Rion weary L?
EF REpnsaM9l Ta Ties PANEL
m b,hlm conbdead widhM the Red Msurenw (AS) report
F
thaft
w iiiaM ddmseamd a Lunn of LTrux DATE
of cdkcPon for iw th 0. e' Ip9&k99 and 1A& mlamudn andi Ttl lid data Eu ehowin nw IrYOUI of m pa'x9
m wean" g m'wd"Y rep ? g a

n
?J
uses. a Ir ter cap.:
den area awe k Van
muse nay emu r

his irel FYmtl Imumnm Rasa Map (HflM was dual through u
dIA pa dque
wmpemlhe wMmehip b"""' Ne Snare of N." Cxdioa and the Feed
d
MA
S
C
mi this
DE
I
p
.
re ent round
this RRM " 1
oLCFNeFR
w ;mfd
Uuhs ws ThW WE we 9 te n Intended for on ibd d Insurance reprmwl awdd dn
by me loss! o aHha ram FEMA bus map spwratlpne were mmM d
x wotras a LNO .1 the A National Road vMi Inwla Prhgmm Was far on canxrurdy
i and talwmiwa Tree tithe s we In- of for re irfor germ wlpasm the pret,end sw. F., mrmdeealopmwtoE the bone amp &w pwswaelmeb,dam lathe an m wall as e Wing .I N panala on wikh each wmmudEy I. bcemd M`'r o'er
oMY one shattl n.1- W used as the soda aroma of iNCd ebntlon Mlwmlbn Amohdiply. a¢Id d'pen FIRM f "ddlGaWinkrmalian about buz map ryepamu.n
food amreWn dale prmand In this ITS rapoeshould bas uo3ad in ewjuwtlm With "sa {yea have questions about this map, or Ionization, concerning tre Nelkaha Flood!

regal b,'? a s'°'° a ,nib

u n ?n
PI,VP REPISfO NW NUMBER

h offl The
tate
e eh
na his
m wgwq Mewge to- 9dry FE
J
a
bald
bin management to
'
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named
ere FRAM far pompon,, .lconawNOn eel/or Aodplein mewgnmt Bass map fdbrm shown on this m.0. such es corporate limits, am based an the Inism nw P.Gramin ComN pleme-01.077-FENA WPU-G'n-3 &2G27)c,A ftIh"

n most ue Ilse .1 the tone al pupkarEw Wmpe Sn the W FEM4 web le et wew.kme,oov
rlmtlmyl shows on the FIRM Ia Wedr
9wndede of re
ulator
-es aN
M
l MAY 3, 2036 3720271500L

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o
n
.
with ding This Is dom
this awb, me, loo with flooding This M heldpaby Rs S. off.wnl
mNnwl N map usflo t. biro .... t Na hcaI IW wd As a d of IN. elk,, Ill.
Smm of N Dust. joined! e Caopwe6F Txhkal9mle wrexnenl
at g
y
q
a
Fmmnxmrngr map o pb m naenide m"ppl?
ar ro tlo Cnnnxmay Nap
riniol
w t published- c. Map umnm Sim .MUM Ilbmry is". In
W disband! mnlwtl, mist, wmpuNd hydros" sections sections and interpolated! WMread dam 1fa11n have occurred dam this w
Imrtd N non, ad Inxrnn 9vN rep.m IalhsjLdxlinbn.
am ragarwwm consult the my hhe appropneb communityme offial m w vedM wmtcantll M of c mnpnA Hod M Sandy spat, sd Msp fl dlg!L -.1ims Letlx round
-in.. flo odYe was Wed an n
F hydrark ca, Add, ad wM ms
.ff
FIMap Map AmaMment ILOMAI
I r in at
wvnM mmmunW, mntn you gmma
hauntineS woo beu map p Iurm Tale map nary coned mads fol
mr of this re N•srmr a hw,lru wam
.1 in.e T of the National Hooad Imumwm Prapm m
i d
r
nA wr
and
this wood
adw
wddlb a m he
edPmnt tlo T}
(
L.?
E to padw an woo maintain i n this dfpib,l FIRM
wTN F MA ,
P
N
.onard
.
m
olin
lu
,
ry
J. n
p
ng progra Prapru
ee NatlomlFbod Iren Pog- o- l,no
am aztre
km kr fooE A xurm NWed ty duPd mNOtlem wWmnonwereuWallt elllM1a nW emuddered In the hydreukc enlysie dnree whoa m new h}dmWia rwddMel- FIRM may he esNeke Ylitthe Morth Carolina FWOdplaln mapping webdm YM End+s OnFion dlmr?arWes- . or
Month
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far lbodhhg odrem surged by Iimimd detailed melds are awidd in the HIS introit created during 1-W production of the mmewMe Comet RAM el ay mufff.aiin, wmmd the FEM up service Center at 1- 800-3569616
k Nis Wgkn iha Fl& dew alai awkm lremaews Iw demon M e bedw y mrb .77th m on d 0 prods so a eel with We FRAM. The F MA Man Service nc oMva dFm d m Mwpmre adaWHd me m e Rog
m
5[e[e of NDxth Ca o ina
hl.aeNap iaoB-sTBeesB w.wkm.m?hrp
wing nltrFenM Mhm l wmhs fa Ibdip swaces muaka by hhdd edadd hndwd crdx71st aW W rerLhd W Fan att as99e2A and ass wbn'm wwwx.mLC.fareaw. Isrfl lraaRw tmw?hwmm?ix Psderal Emergency Management Al;mcy i
APPENDIX B

;a
r': ? uu,s,{rrrrr
;Iry MA 4nt/t
¦IN "M, M i
l¦;?? PRE-DEVELOPMENT
Al. .,? TIME OF. CONCENTRATION
ti ? '? ' ? •,l r r• ti ? ? ? ?r l
DRAINAGE AREA MAP
?,ti, ?? ?„?.?? _ ' IrMMdllsiP11114Ar1i1
r
lk r '?, ? ?,_ I.MMM1Nf1111M11M+???
SHEET FLOW
' N I;.'?=mar '?
? '? ? . ?• • ,err -
0.0
I r ',,v + rr _ f 10 !-pt I
%
m*w
.01
1, w? ? PRE-DEVELOPMENT DA
r"*.. '.? 84,929 ACRES
INCLUDING ADJACENT
a
-PROPERTY)
alfN'O IIItMw ,? r f' M , I'' 1 I e ,, • ti"Y n I it ti' f
?IR WM W, Y 0Ni I y i' i it i- ?? v ?"Y -.•.,rv wv+v'ti?r} /f ??' ,.'? r? it _
1 *h + . _ • F rt•'-? ell rr ` 14
lo;
rw.As
CHANNELIZED FLOW
SHALLOW CONCENTRATE
EXTENDS, TO STREAM ON
ADJACENT PROPERTY-N,,,,
r ?
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1-AA r.,, ,via... ... .•,{.:.. .?,T-+
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I I/ j r J ` $ •' ,y GRAPHIC SCALE IN FEET
160
B 4G (10
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"In
ZI `? I".I II ' }I? `' ? ' ? I flr r? I rf?? 1?tt?\' \? ` WSTING CDNIN ONS PLAN IS BASED ON SURVEY BY
Ir f11 \l ; ??r l A$ /? I } y5 e1 ?? t` / CHANDLER LAND SURVEYING DATED MAY 27. 2011 AHD.
Y 4. AOPO IY
"WETLADS US Y WANDLER LAND SURVEiING?DATEAO JINUA9 P
NOTE:
I y. ' frrf 1 ' ?I111 P ?'! V I } 1 }???3 ??w` \ \ \ A B
I?? I J G PoO TONDeL+LtlwG gl,rr! I +„Irnl l I ' i" ? ` ` \
41 II II " I?i I ? rJ ? rnPwNrNrrl I ;r/?= , ! %li I? ? 1,'r it h ?5 /J? ?, ??,' ? r ? ? `\? ? • d
I Lill., 1 k? ?. IIg f(??,A? ru I`J/?I 'I/?? I ?r1 r l? I??rl? I+l ? ? }* '? , ?
Tr11 IJ `?IYI 1' ut / Ifs ? rf Ff?rlii?lr ??II I +`'?;\ J! rp lIl y? I? ,?
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J.
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FFF r i a I 1 1 e 5 5 e `.
?i 41 FIDSTINGrTORAI I J'y:, lir -- ?? y s l .1
J /' F, t ?? II?IIII I I ??. 5 1t y`t I e 5 i I -?\ \
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EXISTING DRY POND mV222
\ _ - - - _ _
\ DRAINAGE AREA =13.70 AC ` \ ` \ ' Ititi ?1 21?A 4-r• /ty,- I lJ ?. / I r1 I / /J
\ \ ` _? 1 • - r ?` I I 'J +?? I • I',rvES r 3a>..ti.-s" r I 1 } ~',\+ / y--J
EXISTING WET PONDS ` - •?.A _?r \.:: ( J "? 215
DRAINAGE AREA 16-14 AC --
\
PRELIMINARY NOT FOR CONSTRUCTION
e PREPARED IN THE OFFICE OF: NC CERTIFICATE OF AUTHORIZATION: P-0102 CTIENT: PROJECT:
. °?""' U.S. FOOD SERVICE
Kimley-Horn U.S. FOOD SERVICE, INC. NIA
RALEIGH DIVISION EXPANSION
TITLE: and Associates, Inc. CURRENT DRAINAGE wrB ZEBULON, NC
IhY aoom..e > Mm tM aBrgo ma a y- p?ntb Rnh, m m mwnnL m NfMp, b Im.Iaa oNy ra the qa?c pupwL ma dMPI for *Im N .m :=m R- f11iXlt 8R@Y, 9JIE eW - RALB0K NORM GVIDLIM 9eMAR CO9
d and Nprapw nNmw m NY doemnl .Phwl wiNn ulhxhallon Ind odwloUm by 1DBa.Y'Nem aN An=
he. ?dl h• dIM1M II?WY to IOn17Han anIne enwm mou nR pw a IALe ?m -mow
EX-03
ttIp3dot IONry-NmR and AwaM•M La, 2011 ? 1404 I=Ax?laoeao AREA EXHIBIT PAR '"`per 011072 -000
I ?
I r.
I \ ?' NORTH
GRAPHIC SCALE IN FEET
o so 100 200
1 1 ? ? e ' sa
I? < N r +
N,t1:: J?
I 11A N07:
'? } \ EXISTING COIDITCNS PLAN IS BASED ON SURVEY BY
` •2• (j :? S ?` \ ` ?. ?, \ CHANDLER LAND SURVEYING DATED MAY 27, 2011 AND.
,, V ` R?_ •p4 ' f y "+. \? `4? } , \ 'WETLANDS SURVEY OF US FOOD SEANCE, INC PROPERTY
BY CHANDLER LAND SURVEYING DATED JANUARY 4, 2011
rA'?? ;(' ?I' ..w Y
r \
r
i
.. ? DA TO LS-1 ..
7Tr 1/J %f (1 4.* 0.31-ACRES
r :.2•:ns7• ,? Z,•, ;DA. TODJTCH
M ACRE
DA TO
:.EXISTING POD
13.70 ACRES DA TO LS 3.
l 1.17 ACRES q
Y All, *%
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WETLAND 23.72 1! fi a-,A
1 r ?? >r I ACRES ? • r `
\ - _ DA TO SMALL`I
WETLAND 1.57, r f , "\p ry -r , ,I °,
\. ACRES
CONVERT EXISTING DRY
POND-TO WET POND
d?
PROPOSEDSURFACE?Y?I
AREA = 7,240 SF
;A { r` of zD''l ?r
b r 211 -' ?- -1 '.
PRELIMINARY NOT FOR CONSTRUCTION
R PREPARED IN THE OFFICE OR NC CERTIFICATE OF AUTHORIZATION: F-0102 CLIENT: GROJECT:
• °B""" U.S. FOOD SERVICE
- Kimley-Horn U.S. FOOD SERVICE, INC.
NIA RALEIGH DIVISION EXPANSION
¶'?J, ZEBULON, NC
'?"` R•'? °AA1M °? earn and Associates, Inc. POST-DEVELOPMENT
? q
?
arid odaptam t- I., Kbifty PAYIETMALLE RAT Mrr; N RALea11a QUIMM aeoFms DRAINAGE AREA EXHIBIT ° °B
PFg16 W 1>1L11G1 FM W) EB}A47-41W
?y hn+yiMn ma Aaedo q N°, 2O1 """° " ottw2ooo EX-04
APPENDIX C
Nitrogen Loading Calculation Worksheet for Both Properties
Project Name: US Foods - zebulon
Date: x/14/2011
By: WJB Checked By: COB
For Quantifying TN Export from Residential / Industrial / Commercial
Developments when Footprints of all Impervious Surfaces are Shown
Predevelo ment
i11
Tyl3agfLdpdCovor::
?Arca.-.
acr
):
-TN axpon ?:-
ff
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'
:.: 6 (4).
Colurrm(2}:•.
(
es .
....
.
0e
{Ibs!ae7 T . >.(3) .
Undisturbed Pervious 45.51 0.60 27.3
Managed Pervious 24.78 1.20 29.7
Impervious Surfaces 24.73 21.20 524.2
Tatal Area= 95.01 TN LO2dlnq
i
r
581.22
{
)=
b!y
--- ---------------
Frac cffi of €owl are':
0.26

i
G
oo!
IN

6.12
(1Wa
r)
ibi.
c!y
Postdevefo merit D ass
0 )
£yp..36: Cali r
.
.Area:: .... (3).: :
. TN exhort::
11i3fa L] r
t.. Y} (4)
Column (2)
_ ..
::-
Undisturbed Pervious 0.00 0.60 0.0
Managed Pervious_ 50.43. 1.20 60.5
Impervious Surfaces 4.60 21.20 97.6
Postdevelo ment to W et Pond i
{ti
:: (2) t3) (4)
,
Typp of Land 6o 6r Area TN export Gvlumrn {2)'
..... . . . . `acres).. : cost[_ (3)
.... (i.tisl2c}yr). i
Undisturbed Pervious 0.00 0.60 0.0
Managed Pervious 0.00 1.20 0.0
Impervious Surfaces 6.10 21.20 129.3
Managed Pervious 4.79 1.20 4.3
Treated
Impervious Surfaces 2
81 21
20 44
6
Treated . . .
Postdevefo anent to Small Wetl and

Type (if Lind Co+f:r :f{1 expert Gofumn (2)'
(3)'0.90
t
Undisturbed Pervious 0.60 0.0
Managed Pervious 1.20 0.3
Impervious Surfaces 21.20 15.4
Postdevelo meat to L arge Wetland
j F:` .....:::
?ypa:4f;l and 4`o 19i :: .::..
:Ares ::
crop);:
:: 7H'ezport':
p(iaff
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i3} .: i1.6Q
Undisturbed Pervious 0.00 0.60 0.0
Managed Pervious 5.16 1.20 3.7
ImperviousSurfaces 19.`

;7vtaf 4[ea'= j!;;
95.01 7N Laa[rg

[ib y
604.53
action nf.total e[rea 0.25 TN t <pui cae
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C Kimley-Horn
M I? and Associates, Inc.
Proposed Water Quality Volumes
Water Quality Volume
Water Quality Volume Required = 68,379
POND

Elevation
Contour Area Incremental
Volume Accumulated
Volume, S
Stage, Z
cu ft cu ft cu ft ft
209.00 11,756 0 0 0.00
210.00 14,221 12,989 12,989 1.00
211.00 16,855 15,538 28,527 2.00
211.50 19,113 8,992 37,519 2.50
211.75 55,382 9,312 46,831 2.75
212.00 78,769 16,769 63,600 3.00
212.00 78,769 0 0 0.00
212.50 80,847 39,904 39,904 0.50
212.81 95,628 27,045 68,379 0.81
213.00 104,959 46,451 86,356 1.00
214.00 108,732 121,951 190,330 2.00
215.00 112,561 217,520 303.876 3.00
216.00 116,447 225,179 415,509 4.00
217.00 120,390 232,951 536,827 5.00
FOREBAY

Elevation
Contour Area Incremental
Volume Accumulated
Volume, S
Stage, Z
cu ft cu ft cu ft ft
209.00 6,943 0 0 0.00
210.00 7,938 7,440 7,440 1.00
211.00 8,989 8,464 15,904 2.00
DEEP POOL

Elevation
Contour Area Incremental
Volume Accumulated
Volume, S
Stage, Z
cult cult cult ft
209.00 4,813 0 0 0.00
210.00 6,283 5,548 5,548 1.00
211.00 7,866 7,075 12,623 2.00
(Permanent Pool Elevation)
(Minimum Required Treatment Volume)
(Temporary Pool Elevation)
-^ - k
CM? Kimley-Horn
and Associates, Inc.
Large Stormwater Wetland
INCREMENTAL DRAWDOWN METHOD
Project Information
Project Name: US Foods - Zebulon, NC
KHA Project #: 011072000
Designed by: WJB Date: 6/9/2011
Revised by: Date:
Checked by: COB Date: 6/10/2011
Design Resource: NCDENR - Stormwater BMP Manual (June 2009)
Water Quality Orifice
Incremental Determination of Water Quality Volume Drawdown Time
Q2 = CD * A' (2gHo)"(ia)
Q,=0
(Orifice Centroid Elevation)
(Temporary Pool Elevation)
Orifice Diameter (D) _
Cd =
Area =
Ei =
Zone 1 Range=
Zone 2 Range =
3.5 in
0.6
0.06681 sf
212.00 Orifice Inv.
209.00 to 212.15
212.15 to 213.00
Incremental Drawdown M ethod
Contour Contour
Area Incremental
Volume Stage, Z Zone Q Drawdown
Time
s ft cu It ft cfs min
212.000 78,769 0 -0.15 1 0.0000
212.10 79.185 7.898 -0.05 1 0.0000
212.146 79,375 3,634 0.00 1 0.0000
21220 79.600 4,306 0.05 2 0.0749 958.42
212.30 80.016 7,981 0.15 2 0.1263 1,053.04
21240 80,432 8,022 0.25 2 0.1622 824.39
212.50 80,847 8,064 0.35 2 0.1915 702.00
212.60 85,669 8,326 0.45 2 0.2168 640.05
212 70 90.492 8,808 0.55 2 0.2395 612.99
212.81 95,628 9.911 0.66 2 0.2615 631.71
212.80 95,314 -621 0-65 2 0.2602 -39.76
212.90 100.136 9.773 0.75 2 0.2794 582.99
213.00 104.959 10.255 0 85 2 0.2973 574.84
Total 213 86,356 6,541
213.00 104,959 29.318 0.85 2 0.2973 1.643
Drawdown Time = Incremental Volume / Q / 60secJmin
Summary for Total Water Quality Volume
Total Volume = 86,356 cf
Total Time= 6,541 min
Total Time = 4.54 days"
Max Q= 0.297 cfs
'Drawdown time calculated based on minimum required treatment volume and corresponding elevation
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C M " Kimley-Horn
M and Associates, Inc.
Proposed Water Quality Volumes
Water Quality Volume
Water Quality Volume Required = 4,244
POND

Elevation
Contour Area Incremental
Volume Accumulated
Volume, S
Stage. Z
cu ft cu ft cu ft ft
229.00 54 0 0 0.00
230.00 306 180 180 1.00
231.00 694 500 680 2.00
231.50 1,233 482 1,161 2.50
231.75 2,900 517 1,678 2.75
232.00 3,517 802 2,480 3.00
232.00 3.517 0 0 0.00
232.50 4,407 1,981 1,981 0.50
232.99 4,816 2,261 4,244 0.99
233.00 4,824 2,308 4,289 1.00
234.00 5.702 5.311 9.554 2.00
235.00 6,636 11.460 15.749 3.00
236.00 7,626 13.328 22.882 4.00
FOREBAY

Elevation
Contour Area Incremental
Volume Accumulated
Volume, S
Stage, Z
cu ft cu ft cu ft ft
229.00 54 0 0 _ 0.00
230.00 218 136 136 1.00
231.00 438 328 464 2.00
DEEP POOL

Elevation
Contour Area Incremental
Volume Accumulated
Volume, S
Stage, Z
cu ft cu ft cu ft ft
229.00 0 0 0 0.00
230.00 88 44 44 1.00
231.00 256 172 216 2.00
(Permanent Pool Elevation)
(Minimum Required Treatment Volume)
(Temporary Pool Elevation)
C M FI Kimley-Horn
and Associates, Inc.
Small Stormwater Wetland
INCREMENTAL DRAWDOWN METHOD
Project Information
Project Name: US Foods - Zebulon, NC
KHA Project #: 011072000
Designed by: WJB Date: 6114/2011
Revised by: Date:
Checked by: COB Date: 6/14/2011
Design Resource: NCDENR - Stormwater BMP Manual (June 2009)
Water Quali Orifice
Incremental Determination of Water Quality Volume Drawdown Time
Zone 2 - i 0 I Q2 = Co - A' (29H,)A('rz>

Zone 1 1 1 Q, = 0
(Orifice Centrold Elevation
(Temporary Pool Elevation
Orifice Diameter (D) = 1.00 in
Cd = 0.6
Area = 0.00545 sf
EE = 232.00 Orifice Inv.
Zone l Range= 229.00 to 232.04
Zone 2 Range = 232.04 to 233.00
Incrementa l Drawdown M ethod

Contour Contour
Area Incremental
Volume
Stage, Z
Zone
Q Drawdown
Time
sq ft cu ft ft cfs min
232.000 3,517 0 -0.04 1 0.0000
232.042 3,592 148 0.00 1 0.0000 --
232.10 3,695 213 0.06 2 0.0063 558.47
232.20 3,873 378 0.16 2 0.0104 60157
232.30 4,051 396 0.26 2 0.0133 494.73
232.40 4.229 414 036 2 0.0157 438.93
232.50 4 407 432 0.46 2 0.0178 404.78
232.60 4 490 445 0.56 2 0.0196 377.84
232.70 4.574 453 0.66 2 0.0213 354.50
232.80 4,657 462 0.76 2 0.0229 336.38
232.90 4.741 470 0.86 2 0.0243 321.90
4,816 431 0.95 2 0.0256 280 84
4,824 47 i 0.96 2 0.0257 30.65
9
k L 4 289 4,203
233.OO 4,824 1,410 0 96 2 0.0257 914
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary for Total Water Quality Volume
Total Volume = 4,289 cf
Total Time = 4,203 min
Total Time = 2.92 days"
Max Q= 0.026 cfs
'Drawdown time calculated based on minimum required treatment volume and corresponding elevation
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Kintley-Horn
and Associates, Inc.
Proposed Water Quality Volumes
Water Quality Volume
Water Quality Volume Required= 10,552
POND

Elevation
Contour Area Incremental
Volume Accumulated
Volume, S
Stage, Z
cu ft cu ft cu ft ft
229.00 1,633 0 0 0.00
230.00 2,455 2,044 2,044 1.00
231.00 3,380 2,917 4,961 2.00
232.00 4,406 3,893 8.854 3.00
233.00 5,528 4,967 13,821 4.00
233.50 7,240 3,192 17,013 4.50
233.57 7,468 536 536 0.07
234.00 8.802 3,474 4.010 0.50
234.71 9,666 6,541 10,552 1.21
235.00 10,046 2,874 13,425 1.50
236.00 11,350 10,698 24,123 2.50
237.00 12,596 11.973 36,096 3.50
238.00 13,902 13,249 49,345 4.50
239.00 15,289 14,596 63,941 5.50
240.00 16,717 16,003 79,944 6.50
241.00 18,421 17,569 97,513 7.50
FOREBAY

Elevation
Contour Area Incremental
Volume Accumulated
Volume, S
Stage, Z
cu ft cu ft cu ft _ ft
229.00 481 0 0 0.00
230.00 678 580 580 1.00
231.00 902 790 1,369 2.00
232.00 1,153 1.028 2,397 3.00
233.00 1.433 1.293 3.690 4.00
(Bottom of Pond)
(Bottom of Shelf)
(Permanent Pool Elevation)
(Temporary Pool Elevation)
C M ? KinleyHorn
and Associates, Inc.
Wet Detention Basin
INCREMENTAL DRAWDOWN METHOD
Project Information
Project Name: US Foods - Zebulon, NC
KHA Project #: 011072000
Designed by: WJB Date: 6110/2011
Revised by: Dale:
Checked by: COB Date: 6/10/2011
Design Resource: NCDENR - StornwaterBMPManual (June 2009)
Water Quality Orifice
Incremental Determination of Water Quality Volume Drawdown Time
Q. = C. • A• (291-1.)""
Q1=0
(Orifice Centroid Elevation)
(Minimum Required Treatment Volume Elev.)
Orifice Diameter (D) = 1.750 in
Cd= 06
Area = 001670 sf
Ei = 233.50 Orifice Inv.
Zonal Range= 22900 to 233.5729
Zone 2 Range = 233.5729167 to 240.00
Incrementa l Drawdown Method

Countour Contour
Area Incremental
Volume
Stage, Z
Zone
Q Drawdown
Time
s fl cu It it cis min
233.500 8,802 0 000 1 0.0000
233.55 7,687 417 -0.02 1 0.0000
233.573 7,468 176 0.00 1 0.0000
233.60 7.S52 203 0.03 2 0.0132 256
233.65 7,708 382 0.08 2 0.0223 285
233-70 7,865 389 0.13 2 00267 226
233.75 _
8.021 397 0.18 2 0.0338 196
233 80 8.177 405 0 23 2 0.0383 176
233 85 8.333 413 028 2 0.0423 162
233.90 8,409 421 0.33 2 0.0460 152
233.95 8,640 428 0.38 2 0.0494 145
234.00 8.802 436 0.43 2 0.0526 138
23405 8,864 442 0.48 2 0.0556 133
234 10 8.926 445 0 53 2 _ 0.0584 _ 127
234.15 8,986 448 0.58 2 0.0611 122
234 20 9,051 451 0 63 2 0,0637 118
234.25 9113 454 0.68 2 0.0662 114
23430 9,175 457 073 2 0.0688 III
234 35 9,2a7 460 0 78 2 0.0709 108
234.40 9299 463 0 83 2 0,0731 106
234.45 9.362 467 0 88 2 0.0753 103
234.50 9,424 470 0 93 2 0.0774 101
234.55 %A86 473 0 98 2 0.0795 99
234.60 9A548 476 1.03 2 0.0815 97
234 65 9.810 479 1.08 2 0,0835 96
234.70 %6-n 482 1 13 2 D.0854 94
234.71 9,653 81 1.14 2 0.0657 16
235.00 10,046
Total 234.71 10,615 3 282
Drawdown Time = Incremental Volume / Q / 60sedmin
Summary
Total Volume =
Total Time =
Total Time -
Max Q =
'Drawdown time calculated
10,615 cf
3,282 min
2.28 days"
0.086 cfs
lased on minimum required treatment volume and corresponding elevation
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r1o" K Mey.Fbm
and Assocates, Inc.
LEVEL SPREADER #1 (LS-1)
DESIGN SUMMARY
Project Information
Project Name: US Foods - Zebulon, NC
KHA Project #: 011072000 _
Designed by: WJB Date: 1/14/2011
Revised by: WJB Date: 6/15/2011
Checked by: COB Date: 6/15/2011
Design Source: DWQ- Level Spreader Design Guidelines, Final Version, Effective Date 7/2007
Level Spreader Design
Flow Rate determined by rational method
Q=CIA C= 0.95
A= 0.31
lio= 7.22
therefore, Qlo= 2.105 cfs
Level Spreader Sizing
Downstream ground cover:
Sizing criteria:
Lcetc =
Lmin =
Lmax _
Lprov =
Is Lpmv greater than Lmin?
Is Lev greater than Laic?
Is Lpmv less than Lma??
Grass or thick ground cover
10 feet per cfs
22.00 ft *(Q1-in/hr x 10ft/CfS)
10 ft
100 ft
22.00 ft *(provided length of level spreader)
Yes
Yes
Yes
Elevation of Level Spreader Lip 227.00 ft
Forbav sizin
Required = 0.2% of contributing area's impervious cover.
Impervious cover = 0.31 Ac.
0.2% of impervious cover- 26.73 sf
Proposed Forbay Surface Area = 36 sf
Slooe Downstream of Level Spreader
Maximum slope:
Wooded/Forrested area : 6%
Thick ground cover/grass: 8%
Downstream Ground cover = Thick ground cover/grass
Downstream slope = 2.00%
Recheck Lcalc
Q1o= 2.10
Lmic = 22.00 ft.
Qpipe = 2.20
NEW Lca c = 22 ft.
Lprov = 22.00 ft
r-En =., Inc
LEVEL SPREADER #2 (LS-2)
DESIGN SUMMARY
Project Information
Project Name: US Foods - Zebulon, NC
KHA Project* 011072000
Designed by: WJB Date: 1/14/2011
Revised by: WJB Date: 6/15/2011
Revised by: WJB Date: 9/12/2011
Checked by: COB Date: 9/12/2011
Design Source: DWQ- Level Spreader Design Guidelines, Final Version, Effective Date 7/2007
Level Spreader Design
Flow Rate determined by rational method
Q=CIA C= 0.95
A= 0.52
I1o= 7.22
therefore, Qto= 3.589 cfs
Level Spreader Sizing
Downstream ground cover: Grass or th ick ground cover
Sizing criteria: 10 feet per cfs
L?1e = 36.00 ft *(Q1 _IrYhr x 10ft/cfs)
Lmin = 10 ft
Lma = 100 ft
LProv = 36.00 ft *(provided length of level spreader)
Is Lpmv greater than Lm;n? Yes
Is LPmv greater than LLei.? Yes
Is LPmv less than Lm.? Yes
Elevation of Level Spreader Lip 227.80 ft
Forbav sizin
Required = 0.2% of contributing area's impervious cover.
Impervious cover = 0.52 Ac.
0.2% of impervious cover- 45.58 sf
Proposed Forbay Surface Area = 49 sf
Slooe Downstream of Level Spreader
Maximum slope:
Wooded/Forrested area : 6%
Thick ground cover/grass: 8%
Downstream Ground cover = Thick ground cover/grass
Downstream slope = 2.00%
Recheck Lcalc
Qio= 3.59
Lule = 36.00 ft.
Qp;pe = 3.60
NEW L.I. = 36 ft.
LProv = 36.00 ft
r, Z11 ?,„ =
LEVEL SPREADER #3 (LS-3)
DESIGN SUMMARY
Project Information
Project Name: US Foods - Zebulon, NC
KHA Project #: 011072000
Designed by: WJB Date: 1/14/2011
Revised by: WJB Date: 6/15/2011
Checked by: COB Date: 611512011
Design Source: DWQ- Level Spreader Design Guidelines, Final Version, Effective bate 7/2007
Level Spreader Design
Flow Rate determined by rational method
Q=CIA C= 0.95
A= 1.17
Iio= 7.22
therefore, Q10= 8.040 cfs
Level Spreader Sizing
Downstream ground cover:
Sizing criteria:
L.I. =
Lmin =
Lmex =
LPmv =
Is Lv greater than Lmin?
Is Lpmv greater than L.10?
Is LVOV less than Lm..?
Grass or thick ground cover
10 feet per cfs
81.00 ft '(0,.;vh, x 10tvcfs)
10 ft
100 ft
81.00 ft *(provided length of level spreader)
Yes
Yes
Yes
Elevation of Level Spreader Lip 224.25 ft
Forbav shin
Required = 0.2% of contributing area's impervious cover.
Impervious cover = 1.17 Ac.
0.2% of impervious cover- 102.13 sf
Proposed Forbay Surface Area = 121 sf
Slope Downstream of Level Spreader
Maximum slope:
Wooded/Forrested area : 6%
Thick ground cover/grass: 8%
Downstream Ground cover = Thick ground cover/grass
Downstream slope = 2.00%
Recheck Lcalc
Q}o= 8.04
L.k = 81.00 ft.
QaP. = 2.20
NEW L,?, = 22 ft.
LmOV = 22.00 ft
APPENDIX D
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Scenario: 1-year
Pre-development
('?t -
Pre-development
Site 1 Bypass DA
Post-development
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Large Wetland
DA to Large Wetland
Project Summary
Title
Engineer
Company
Date 6/612011
Dotes
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Table of Contents
Master Network Summary 2
Zebulon, NC 100-year
Time-Depth Curve 4
Time-Depth Curve 6
Time-Depth Curve 8
DA to Large Wetland 1-year-
Time of Concentration 10
Calculations
DA to Small Wetland 1-year
Time of Concentration 12
Calculations
DA to Wet Pond 1-year
Time of Concentration 14
Calculations
Pre-development 1-year
Time of Concentration 16
Calculations
Site 1 Bypass DA 1-year
Time of Concentration 18
Calculations
Site 2 Bypass DA 1-year
Time of Concentration 20
Calculations
DA to Large Wetland 1-year
Runoff CN-Area 22
DA to Small Wetland 1 -year
Runoff CN-Area 23
DA to Wet Pond 1-year
Runoff CN-Area 24
Pre-development 1-year
Runoff CN-Area 2,5
Site I Bypass DA 1-year
Runoff CN-Area 26
Site 2 Bypass DA 1-year
Runoff= CN-Area 27
Unit Hydrograph 28
Equations
Large Wetland 1-year
Elevation-Area Volume 30
Curve
Table of Contents
Small Wetland 1-year
Elevation-Area Volume
Curve
Wet Pond 1-year
Elevation-Area Volume
Curve
Large Wetland Outlet 1-year
Structure
Outlet Input Data
Small Wetland Outlet 1-year
Structure
Outlet Input Data
Wet Pond Outlet 1-year
Structure
Outlet Input Data
31
32
33
36
39
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(vears) (ft3)
DA to Wet Pond 1-year 1 73,876.000 11.900 30.67
DA to Wet Pond 10-year 10 177,848.000 11.900 73.69
DA to Wet Pond 100-year 100 322,506.000 11.900 130.63
DA to Small Wetland 1-year 1 12,143.000 11.900 4.97
DA to Small Welland 10-year 10 25,112.000 11.900 9.93
DA to Small Wetland 100-year 100 42,294.000 11.900 16.26
DA to Large Wetland 1-year 1 175,042.000 12.100 45.07
DA to Large Wetland 10-year 10 375,873.000 12.100 94.34
DA to Large Wetland 100-year 100 644,632.000 12.100 157.60
Pre-development 1-year 1 148,278.000 12.400 20.92
Pre-development 10-year 10 574,900.000 12.300 107.12
Pre-development 100-year 100 1,296,746.000 12.300 252.77
Site 1 Bypass DA 1-year 1 40,648.000 12.200 9.06
Site 1 Bypass DA 10-year 10 127,833.000 12.150 31.25
Site 1 Bypass DA 100-year 100 263,359.000 12.150 65.06
Site 2 Bypass DA 1-year 1 68,654.000 12.350 10.92
Site 2 Bypass DA 10-year 10 241,594.000 12.300 46.74
Site 2 Bypass DA 100-year 100 , 523,214.000 12.300 103.82
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ft3)
Post-development 1-year 1 197,872.000 12.250 20.75
Post-development 10-year 10 585,036.000 12.050 106.84
Post-development 100-year 100 1,416,260.000 12.000 233.84
Pre-development 1-year 1 148,278.000 12.400 20.92
Pre-development 10-year 10 574,900.000 12.300 107.12
Pre-development 100-year 100 1,296,746.000 12.300 252.77
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ft3)
Maximum Maximum
Water Pond Storage
Surface (ft3)
Elevation
(ft)
Wet Pond 1-year 1 73,876.000 11.900 30.67 (N/A) (N/A)
(IN)
Wet Pond 1-year 1 47,988.000 13.950 1.23 237.58 60,592.000
(OUT)
Wet Pond 10-year 10 177,848.000 11.900 73.69 (N/A) (N/A)
(IN)
Wet Pond 10-year 10 121,103.000 12.050 50.90 239.52 88,965.000
(OUT)
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Subsection: Master Network Summary
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ft3)
Maximum Maximum
Water Pond Storage
Surface (ft3)
Elevation
(ft)
Wet Pond
(IN) 100-year 100 322,506.000 11.900 130.63 (N/A) (N/A)
Wet Pond
(OUT) 100-year 100 265,565.000 11.950 121.44 240.25 101,134.000
Small
Wetland (IN) 1-year 1 12,143.000 11.900 4.97 (N/A) (N/A)
Small
Wetland 1-year 1 7,652.000 12.500 0.41 233.56 9,536.000
(OUT)
Small
Wetland (IN) 10-year 10 25,112.000 11.900 9.93 (N/A) (N/A)
Small
Wetland 10-year 10 20,223.000 12.450 0.89 234.86 17,211.000
(OUT)
Small
Wetland (IN) 100-year 100 42,294.000 11.900 16.26 (N/A) (N/A)
Small
Wetland 100-year 100 36,918.000 12.000 13.41 235.26 19,905.000
(OUT)
Large
Wetland (IN) 1-year 1 175,042.000 12.100 45.07 (N/A) (N/A)
Large
Wetland 1-year 1 32,929.000 21.350 0.83 213.53 197,412.000
(OUT)
Large
Wetland (IN) 10-year 10 375,873.000 12.100 94.34 (N/A) (N/A)
Large
Wetland 10-year 10 74,283.000 20.000 1.75 215.01 359,337.000
(OUT)
Large
Wetland (IN) 100-year 100 644,632.000 12.100 157.60 (N/A) (N/A)
Large
Wetland 100-year 100 327,204.000 12.800 24.11 215.87 457,579.000
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Subsection: Time-Depth Curve
Label: Zebulon, NC
Time-Depth Curve: 100-year
Return Event: 100 years
Storm Event: 100-year
Label 100-year
Start Time 0.000 hours
Increment 0.100 hours
End Time 24.000 hours
Return Event 100 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
0.500 0.0 0.1 0.1 0.1 0.1
1.000 0.1 0.1 0.1 0.1 0.1
1.500 0.1 0.1 0.2 0.2 0.2
2.000 0.2 0.2 0.2 0.2 0.2
2.500 0.2 0.2 0.3 0.3 0.3
3.000 0.3 0.3 0.3 0.3 0.3
3.500 0.3 0.4 0.4 0.4 0.4
4.000 0.4 0.4 0.4 0.4 0.4
4.500 0.5 0.5 0.5 0.5 0.5
5.000 0.5 0.5 0.5 0.6 0.6
5.500 0.6 0.6 0.6 0.6 0.6
6.000 0.7 0.7 0.7 0.7 0.7
6.500 0.7 0.8 0.8 0.8 0.8
7.000 0.8 0.8 0.9 0.9 0.9
7.500 0.9 0.9 0.9 110 1.0
8.000 1.0 1.0 1.0 1.1 1.1
8.500 1.1 1.1 1.1 1.2 1.2
9.000 1.2 1.2 1.3 1.3 1.3
9.500 1.4 1.4 1.4 1.4 1.5
10.000 1.5 1.5 1.6 1.6 1.6
10.500 1.7 1.7 1.8 1.8 1.9
11.000 1.9 2.0 2.1 2.2 2.3
11.500 2.3 2.5 2.9 3.6 4.7
12.000 5.5 5.7 5.8 5.9 6.0
12.500 6.1 6.2 6.2 6.3 6.3
13.000 6.4 6.4 6.5 6.5 6.6
13.500 6.6 6.7 6.7 6.7 6.8
14.000 6.8 6.8 6.9 6.9 6.9
14.500 6.9 7.0 7.0 7.0 7.1
15.000 7.1 7.1 7.1 7.1 7.2
15.500 7.2 7.2 7.2 7.3 7.3
16.000 7.3 7.3 7.3 7.4 7.4
16.500 7.4 7.4 7.4 7.4 7.5
17.000 7.5 7.5 7.5 7.5 7.5
17.500 7.6 7.6 7.6 7.6 7.6
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Subsection: Time-Depth Curve Return Event: 100 years
Label: Zebulon, NC Storm Event: 100-year
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
18.000 7.6 7.6 7.7 7.7 7.7
18.500 7.7 7.7 7.7 7.7 7.8
19.000 7.8 7.8 7.8 7.8 7.8
19.500 7.8 7.8 7.9 7.9 7.9
20.000 7.9 7.9 7.9 7.9 7.9
20.500 7.9 8.0 8.0 8.0 8.0
21.000 8.0 8.0 8.0 8.0 8.0
21.500 8.0 8.1 8.1 8.1 8.1
22.000 8.1 8.1 8.1 8.1 8.1
22.500 8.1 8.2 8.2 8.2 8.2
23.000 8.2 8.2 8.2 8.2 8,2
23.500 8.2 8.3 8.3 8.3 8.3
24.000 8.3 (N/A) (N/A) (N/A) (N/L)
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Subsection: Time-Depth Curve
Label: Zebulon, NC
Time-Depth Curve: 10-year
Label 10-year
Start Time 0.000 hours
Increment 0.100 hours
End Time 24.000 hours
Return Event 10 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
Return Event: 10 years
Storm Event: 10-year
0.000 0.0 0.0 0.0 0.0 0.0
0.500 0.0 0.0 0.0 0.0 0.0
1.000 0.1 0.1 0.1 0.1 0.1
1.500 0.1 0.1 0.1 0.1 0.1
2.000 0.1 0.1 0.1 0.1 0.1
2.500 0.1 0.2 0.2 0.2 0.2
3.000 0.2 0.2 0.2 0.2 0.2
3.500 0.2 0.2 0.2 0.2 0.2
4.000 0.3 0.3 0.3 0.3 0.3
4.500 0.3 0.3 0.3 0.3 0.3
5.000 0.3 0.3 0.3 0.4 0.4
5.500 0.4 0.4 0.4 0.4 0.4
6.000 0.4 0.4 0.4 0.4 0.5
6.500 0.5 0.5 0.5 0.5 0.5
7.000 0.5 0.5 0.5 0.5 0.6
7.500 0.6 0.6 0.6 0.6 0.6
8.000 0.6 0.6 0.7 0.7 0.7
8.500 0.7 0.7 0.7 0.7 0.8
9.000 0.8 0.8 0.8 0.8 0.8
9.500 0.9 0.9 0.9 0.9 0.9
10.000 0.9 1.0 1.0 1.0 1.0
10.500 1.1 1.1 1.1 1.2 1.2
11.000 1.2 1.3 1.3 1.4 1.4
11.500 1.5 1.6 1.9 2.3 3.0
12.000 3.5 3.6 3.7 3.7 3.8
12.500 3.8 3.9 3.9 4.0 4.0
13.000 4.0 4.1 4.1 4.1 4.;
13.500 4.2 4.2 4.2 4.2 4
14.000 4.3 4.3 4.3 4.3 4.4
14.500 4.4 4.4 4.4 4.4 4.4
15.000 4.5 4.5 4.5 4.5 4.5
15.500 4.5 4.6 4.6 4.6 4.6
16.000 4.6 4.6 4.6 4.6 4.6
16.500 4.7 4.7 4.7 4.7 4.7
17.000 4.7 4.7 4.7 4.7 4.8
17.500 4.8 4.8 4.8 4.8 4.8
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Subsection: Time-Depth Curve
Label: Zebulon, NC
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
Return Event: 10 years
Storm Event: 10-year
18.000 4.8 4.8 4.8 4.8 4.9
18.500 4.9 4.9 4.9 4.9 4.9
19.000 4.9 4.9 4.9 4.9 4.9
19.500 4.9 5.0 5.0 5.0 5.0
20.000 5.0 5.0 5.0 5.0 5.0
20.500 5.0 5.0 5.0 5.0 5.0
21.000 5.0 5.1 5.1 5.1 5.1
21.500 5.1 5.1 5.1 5.1 5.1
22.000 5.1 5.1 5.1 5.1 5.1
22.500 5.1 5.1 5.2 5.2 5.2
23.000 5.2 5.2 5.2 5.2 5.2
23.500 5.2 5.2 5.2 5.2 5.2
24.000 5.2 (N/A) (N/A) (N/A) (N/A)
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Subsection: Time-Depth Curve
Label: Zebulon, NC
Time-Depth Curve: 1-year
Label 1-year
Start Time 0.000 hours
Increment 0.100 hours
End Time 24.000 hours
Return Event 1 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) 0n) (in) (in) (in) (in)
Return Event: 1 years
Storm Event: 1-year
0.000 0.0 0.0 0.0 0.0 0.0
0.500 0.0 0.0 0.0 0.0 0.0
1.000 0.0 0.0 0.0 0.0 0.0
1.500 0.0 0.0 0.1 0.1 0.1
2.000 0.1 0.1 0.1 0.1 0.1
2.500 0.1 0.1 0.1 0.1 0.1
3.000 0.1 0.1 0.1 0.1 0.1
3.500 0.1 0.1 0.1 0.1 0.1
4.000 0.1 0.1 0.1 0.2 0.2
4.500 0.2 0.2 0.2 0.2 0.2
5.000 0.2 0.2 0.2 0.2 0.2
5.500 0.2 0.2 0.2 0.2 0.2
6.000 0.2 0.2 0.2 0.2 0.3
6.500 0.3 0.3 0.3 0.3 0.3
7.000 0.3 0.3 0.3 0.3 0.3
7.500 0.3 0.3 0.3 0.3 0.3
8.000 0.3 0.4 0.4 0.4 0.4
8.500 0.4 0.4 0.4 0.4 0.4
9.000 0.4 0.4 0.4 0.5 0.5
9.500 0.5 0.5 0.5 0.5 0.5
10.000 0.5 0.5 0.5 0.6 0.6
10.500 0.6 0.6 0.6 0.6 0,7
11.000 0.7 0.7 0.7 0.8 0.8
11.500 0.8 0.9 1.0 1.2 1.6
12.000 1.9 2.0 2.0 2.1 2.1
12.500 2.1 2.1 2.2 2.2 2.2
13.000 2.2 2.2 2.3 2.3 2.3
13.500 2.3 2.3 2.3 2.3 2.4
14.000 2.4 2.4 2.4 2.4 2.4
14.500 2.4 2.4 2.4 2.4 2.4
15.000 2.5 2.5 2.5 2.5 2.5
15.500 2.5 2.5 2.5 2.5 2.5
16.000 2.5 2.5 2.5 2.6 2.6
16.500 2.6 2.6 2.6 2.6 2.6
17.000 2.6 2.6 2.6 2.6 2.6
17.500 2.6 2.6 2.6 2.6 2.6
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Subsection: Time-Depth Curve
Label: Zebulon, NC
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
Return Event: 1 years
Storm Event: 1-year
18.000 2.7 2.7 2.7 2.7 2.7
18.500 2.7 2.7 2.7 2.7 2.7
19.000 2.7 2.7 2.7 2.7 2.7
19.500 2.7 2.7 2.7 2.7 2.7
20.000 2.7 2.7 2.7 2.8 2.8
20.500 2.8 2.8 2.8 2.8 2.8
21.000 2.8 2.8 2.8 2.8 2.8
21.500 2.8 2.8 2.8 2.8 2.8
22.000 2.8 2.8 2.8 2.8 2.8
22.500 2.8 2.8 2.8 2.8 2.8
23.000 2.8 2.9 2.9 2.9 2.9
23.500 2.9 2.9 2.9 2.9 2.9
24.000 2.9 (N/A) (N/A) (N/A) (N/A)
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: DA to Large Wetland Storm Event: 1-year
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
Hydraulic Length 200.00 ft
Manning's n (NIA)
Slope 0.020 ft/ft
2 Year 24 Hour Depth 3.5 in
Average Velocity 0.14 ft/S
Segment Time of
Concentration 0,397 hours

Segment #2: TR-55 Shallow Concentrated Flow
Hydraulic Length 265.89 ft
Is Paved? False
Slope 0.053 ft/ft
Average Velocity 3.70 ftts
Segment Time of 0.020 hours
Concentration

Time of Concentration (Composite)
Time of Concentration 0.416 hours
(Composite)
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: DA to Large Wetland Storm Event: 1-year
SCS Channel Flow
R=Qa/Wp
Tc = V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft(ft
n= Manning's n
Tc-- Time of concentration, hours
Lf= Flow length, feet
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
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Subsection: Time of Concentration Calculations
Label: DA to Small Wetland
Time of Concentration Results
Segment #1: User Defined Tc
Time of Concentratlon 0.083 hours
Time of Concentration (Composite)
Time of Concentration 0.083 hours
(Composite)
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: DA to Small Wetland Storm Event: 1-year
==== User Defined
Tc = Value entered by user
Where: Tc= Time of concentration, hours
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Subsection: Time of Concentration Calculations
Label: DA to Wet Pond
Time of Concentration Results
Segment #1: User Defined Tc
Time of Concentration 0.083 hours
Time of Concentration (Composite)
Time of Concentration 0.083 hours
(Composite)
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: DA to Wet Pond Storm Event: 1-year
==== User Defined
Tc = Value entered by user
Where: Tc= Time of concentration, hours
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Pre-development Storm Event: 1-year
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
Hydraulic Length 200.00 ft
Manning's n (N/A)
Slope 0.021 ft/ft
2 Year 24 Hour Depth 3.5 in
Average Velocity 0.14 ft/s
Segment Time of 0.389 hours
Concentration

Segment #2: TR-55 Shallow Concentrated Flow
Hydraulic Length 1,499.40 ft
Is Paved? False
Slope 0.018 ft/ft
Average Velocity 2.16 ft/s
Segment Time of 0.192 hours
Concentration

Segment #3: TR-55 Channel Flow
Flow Area 15.8 ft2
Hydraulic Length 2,057.11 ft
Manning's n (N/A)
Slope 0.010 ft/ft
Wetted Perimeter 17.39 ft
Average Velocity 6.98 ft/s
Segment Time of 0.082 hours
Concentration

Time of Concentration (Composite)
Time of Concentration 0.663 hours
(Composite)
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Pre-development Storm Event: 1-year
SCS Channel Flow
R=Qa/Wp
Tc = V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
==== SCS TR-55 Sheet Flow
Tc = (0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))
Tc= Time of concentration, hours
n= Manning's n
Where: Lf= Flow length, feet
P= 2yr, 24hr Rain depth, inches
Sf= Slope, %
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Site 1 Bypass DA Storm Event: 1-year
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
Hydraulic Length 200.00 ft
Manning's n (N/A)
Slope 0.040 ft/ft
2 Year 24 Hour Depth 3.5 in
Average Velocity 0.18 ft/s
Segment Time of 0.301 hours
Concentration

Segment #2: TR-55 Shallow Concentrated Flow
Hydraulic Length 359.17 ft
Is Paved? False
Slope 0.015 ft/ft
Average Velocity 2.00 ft/s
Segment Time of 0.050 hours
Concentration

Segment #3: TR-55 Channel Flow
Flow Area 15.8 ftz
Hydraulic Length 2,185.65 ft
Manning's n (N/A)
Slope 0.007 ft/ft
Wetted Perimeter 17.39 ft
Average Velocity 5.67 ft/s
Segment Time of 0.107 hours
Concentration

Time of Concentration (Composite)
Time of Concentration 0.457 hours
(Composite)
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Site 1 Bypass DA Storm Event: 1-year
SCS Channel Flow
R=Qa/Wp
Tc = V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
==== SCS TR-55 Sheet Flow
Tc = (0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))
Tc= Time of concentration, hours
n= Manning's n
Where: Lf= Flow length, feet
P= 2yr, 24hr Rain depth, Inches
Sf= Slope, %
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Site 2 Bypass DA Storm Event: 1-year
Time of Concentration Results
Segment #1: TR-55 Sheet Flow
Hydraulic Length 200.00 ft
Manning's n (N/A)
Slope 0.015 ft/ft
2 Year 24 Hour Depth 3.5 in
Average Velocity 0.12 ft/s
Segment Time of 0.445 hours
Concentration

Segment #2: TR-55 Shallow Concentrated Flow
Hydraulic Length 1,341.81 ft
Is Paved? False
Slope 0.023 ft/ft
Average Velocity 2.45 ft/s
Segment Time of 0.152 hours
Concentration

Segment #3: TR-55 Channel Flow
Flow Area 15.8 ftz
Hydraulic Length 1,016.83 ft
Manning's n (N/A)
Slope 0.007 ft/ft
Wetted Perimeter 17.39 ft
Average Velocity 5.85 ft/s
Segment Time of 0.048 hours
Concentration

Time of Concentration (Composite)
Time of Concentration 0.646 hours
(Composite)
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Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Site 2 Bypass DA Storm Event: 1-year
--_= SCS Channel Flow
R=Qa/Wp
Tc = V = (1.49 * (R**(2/3)) * (Sf**-0.S)) / n
(Lf / V) / 3600
R= Hydraulic radius
Aq= Flow area, square feet
Wp= Wetted perimeter, feet
Where: V= Velocity, ft/sec
Sf= Slope, ft/ft
n= Manning's n
Tc= Time of concentration, hours
Lf= Flow length, feet
==== SCS TR-55 Shallow Concentration Flow
Unpaved surface-
V = 16.1345 * (Sf**O.S)
Tc = Paved Surface:
V = 20.3282 * (Sf**0.5)
(Lf / V) / 3600
V= Velocity, ft/sec
Where: Sf= Slope, ft/ft
Tc= Time of concentration, hours
Lf= Flow length, feet
==== SCS TR-55 Sheet Flow
Tc = (0.007 * ((n * Lf)**0.8)) / ((P**O.5) * (Sf**0.4))
Tc= Time of concentration, hours
n= Manning's n
Where: Lf= Flow length, feet
P= 2yr, 24hr Rain depth, Inches
Sf= Slope, %
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Subsection: Runoff CN-Area
Label: DA to Large Wetland
Runoff Curve Number Data
SolVSurface Description CN Area C
(acres) (a/o)
Return Event: 1 years
Storm Event: 1-year
UC Adjusted CN
Impervious Areas - Paved parking lots, 98
000 19.557 0.0 0.0 98.000
roofs, driveways, Streets and roads ,
Open space (Lawns,parks etc.) - Good 61.000 3.149 0.0 0.0 61.000
condition; grass cover > 75% - Soil B
Open space (Lawns,parks etc.) - Good 80
000 0.372 0.0 0.0 80.000
condition; grass cover > 75% - Soil D .
Open space (Lawns,parks etc.) - Good 74.000 1.640 0.0 0.0 74.000
condition; grass cover > 75% - Soil C
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 24.718 (N/A) (N/A) 91.423
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Subsection: Runoff CN-Area
Label: DA to Small Wetland
Runoff Curve Number Data
Soil/Surface DescAption CN Area C
(acres) (91o)
Return Event: 1 years
Storm Event: 1-year
UC Adjusted CN
(%)
Open space (Lawns,parks etc.) - Good 80.000 01252 0.0 0.0 80.000
condition; grass cover > 75% - Soil D
Open space (Lawns,parks etc.) - Good 61.000 0.102 0.0 0.0 61.000
condition; grass cover > 75% - Soil B
Impervious Areas - Paved parking lots,
roofs, driveways, Streets and roads - Soil 98.000 1,212 0.0 0.0 98.000
B
COMPOSITE AREA & WEIGHTED CN --> (N/A) 1.565 (N/A) (N/A) 92.696
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Subsection: Runoff CN-Area
Label: DA to Wet Pond
Runoff Curve Number Data
Soil/Surface Description CN Area C
(acres) (%)
Return Event: 1 years
Storm Event: 1-year
UC Adjusted CN
(off)
Open space (Lawns,parks etc.) - Good 61.000 4.788 0.0 0.0 61.000
condition; grass cover > 75% - Soil B
Impervious Areas - Paved parking lots,
roofs, driveways, Streets and roads - Soil 98.000 8.908 0.0 0.0 98.000
B
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 13.695 (N/A) (N/A) 85.066
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Subsection: Runoff CN-Area
Label: Pre-development
Runoff Curve Number Data
Soil/Surface Description CN Area C
(acres) (%)
Return Event: 1 years
Storm Event: 1-year
UC Adjusted CN
(%)
Open space (Lawns,parks etc.) - Good 61
000 40.880 0.0 0.0 61.000
condition; grass cover > 75% - Soil B .
Woods - good - Soil B 55.000 12.545 0.0 0.0 55.000
Open space (Lawns,parks etc.) - Good 74.000 4.497 0.0 0.0 74.000
condition; grass cover > 75% - Soil C
Woods - good - Soil C 70.000 3.784 0.0 0.0 70.000
Open space (Lawns,parks etc.) - Good 80.000 2.528 0.0 0.0 80.000
condition; grass cover > 75% - Soil D
Woods - good - Soil D 77.000 20.695 0.0 0.0 77.000
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 84.929 (N/A) (N/A) 65.667
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Subsection: Runoff CN-Area
Label: Site 1 Bypass DA
Runoff Curve Number Data
So]I/Surface Description CN Area C
(acres) (0/0)
Return Event: 1 years
Storm Event: 1-year
UC Adjusted CN
(%)
Woods - good - Soil B 55.000 1.339 0.0 0.0 55.000
Woods - good - Soil D 77.000 4.338 0.0 0.0 77.000
Open space (Lawns,parks etc.) - Good 61.000 5.015 0.0 0.0 61.000
condition; grass cover > 75% - Soil B
Open space (Lawns,parks etc.) - Good 80.000 1.280 0.0 0.0 80.000
condition; grass cover > 75% - Soil D
Impervious Areas - Paved parking lots, 98,000 2.430 0.0 0.0 98.000
roofs, driveways, Streets and roads
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 14.402 (N/A) (N/A) 73.193
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Subsection: Runoff CN-Area
Label: Site 2 Bypass DA
Runoff Curve Number Data
Soil/Surface Description CN Area C
(acres) M
Return Event: 1 years
Storm Event: 1-year
UC Adjusted CN
(°/0)
Impervious Areas - Paved parking lots, 98
000 1
170 0.0 0.0 98.000
roofs, driveways, Streets and roads , .
Open space (Lawns,parks etc.) - Good 61.000 7.758 0.0 0.0 61.000
condition; grass cover > 75% - Soil B
Open space (Lawns,parks etc.) - Good 74,000 1.822 0.0 0.0 74.000
condition; grass cover > 75% - Soil C
Open space (Lawns,parks etc.) - Good 80.000 0.761 0.0 0.0 80.000
condition; grass cover > 75% - Soil D
Woods - good - Soil B 55.000 5.383 0.0 0.0 55.000
Woods - good - Soil C 70.000 3.784 0.0 0.0 70.000
Woods - good - Soil D 77.000 10.955 0.0 0.0 77.000
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 31.633 (N/A) (N/A) 69.171
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Subsection: Unit Hydrograph Equations
Unit Hydrograph Method (Computational Notes)
Definition of Terms
At Total area (acres): At = Ai+Ap
Ai Impervious area (acres)
Ap Pervious area (acres)
CNi Runoff curve number for impervious area
CNp Runoff curve number for pervious area
(Loss f loss constant infiltration (depth/time)
gKs Saturated Hydraulic Conductivity (depth/time)
Md Volumetric Moisture Deficit
Psi Capillary Suction (length)
hK Horton Infiltration Decay Rate (time A-1)
fo Initial Infiltration Rate (depth/time)
fc Ultimate(capacity)Infiltration Rate (depth/time)
Ia Initial Abstraction (length)
Computational increment (duration of unit excess rainfall)
dt Default dt is smallest value of 0.1333Tc, rtm, and th
(Smallest dt is then adjusted to match up with Tp)
UDdt User specified override computational main time increment
(only used if UDdt is => .1333Tc)
D(t) Point on distribution curve (fraction of P) for time step t
K 2 / (1 + (Tr/Tp)): default K = 0.75: (forTr/Tp = 1.67)
Hydrograph shape factor = Unit Conversions * K: = ((1hr/3600sec)
Ks (1ft/12in) * ((5280ft)**2/sq.mi)) * K
Default Ks = 645.333 * 0.75 = 484
Lag Lag time from center of excess runoff (dt) to Tp: Lag = 0.6Tc
P Total precipitation depth, inches
Pa(t) Accumulated rainfall at time step t
Pi(t) Incremental rainfall at time step t
Peak discharge (cfs) for lin. runoff, for lhr, for 1 sq.mi. = (Ks * A * Q) /
qp Tp (where Q = lin. runoff, A=sq.mi.)
Qu(t) Unit hydrograph ordinate (cfs) at time step t
Q(t) Final hydrograph ordinate (cfs) at time step t
Rai(t) Accumulated runoff (inches) at time step t for impervious area
Rap(t) Accumulated runoff (inches) at time step t for pervious area
Rii(t) Incremental runoff (inches) at time step t for impervious area
Rip(t) Incremental runoff (inches) at time step t for pervious area
R(t) Incremental weighted total runoff (inches)
Rtm Time increment for rainfall table
Si S for impervious area: Si = (1000/CNi) - 10
Sp S for pervious area: Sp = (1000/CNp) - 10
t Time step (row) number
Tc Time of concentration
Tb Time (hrs) of entire unit hydrograph: Tb = Tp + Tr
Tp Time (hrs) to peak of a unit hydrograph: Tp = (dt/2) + Lag
Tr Time (hrs) of receding limb of unit hydrograph: Tr = ratio of Tp
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Subsection: Unit Hydrograph Equations
Unit Hydrograph Method
Computational Notes
Precipitation
Column (1) Time for time step t
Column (2) D(t) = Point on distribution curve for time step t
Column (3) Pi(t) = Pa(t) - Pa(t-1): Col.(4) - Preceding Col.(4)
Column (4) Pa(t) = D(t) x P: Col.(2) x P
Pervious Area Runoff (using SCS Runoff CN Method)
Rap(t) = Accumulated pervious runoff for time step t
If (Pa(t) is <= 0.2Sp) then use: Rap(t) = 0.0
Column (5) If (Pa(t) is > 0.2Sp) then use:
Rap(t) _ (Col.(4)-0.2Sp)**2 / (Col.(4)+0.8Sp)
Rip(t) = Incremental pervious runoff for time step t
Column (6) Rip(t) = Rap(t) - Rap(t-1)
Rip(t) = Col.(5) for current row - Col.(5) for preceding row.
Impervious Area Runoff
Column (7 & 8)... Did not specify to use impervious areas.
Incremental Weighted Runoff
Column (9) R(t) = (Ap/At) x Rip(t) + (Ai/At) x Rii(t)
R(t) = (Ap/At) x Col.(6) + (Ai/At) x Col.(8)
SCS Unit Hydrograph Method
Column (10) Q(t) is computed with the SCS unit hydrograph method
using R(t) and Qu(t).
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Subsection: Elevation-Area Volume Curve
Label: Large Wetland
Return Event: 1 years
Storm Event: 1-year
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ftz) (acres) (Al*A2) (ft3) (ft3)
(acres)
209.00 0.0 0.237 0.000 0.000 0.000
210.00 0.0 0.279 0.773 11,229.000 11,229.000
211.00 0.0 0.325 0.905 13,145.000 24,375.000
211.50 0.0 0.386 1.065 7,735.000 32,109.000
211.75 0.0 1.153 2.206 8,007.000 40,116.000
212.00 0.0 1.808 4.404 15,988.000 56,105.000
212.50 0.0 1.856 5.496 39,903.000 96,008.000
212.81 0.0 2.195 6.070 27,013.000 123,021.000
213.00 0.0 2.410 6.905 19,400.000 142,420.000
214.00 0.0 2.496 7.358 106,840.000 249,260.000
215.00 0.0 2.584 7.620 110,641.000 359,901.000
216.00 0.0 2.673 7.886 114,499.000 474,400.000
217.00 0.0 2.764 8.155 118,413.000 592,813.000
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Subsection: Elevation-Area Volume Curve
Label: Small Wetland
Return Event: 1 years
Storm Event: 1-year
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ft2) (acres) (Ai*A2) (ft3) (ft3)
(acres)
229.00 0.0 0.001 0.000 0.000 0.000
230.00 0.0 0.007 0.011 163.000 163.000
231.00 0.0 0.016 0.034 487.000 650.000
231.50 0.0 0.028 0.065 475.000 1,125.000
231.75 0.0 0.067 0.138 502.000 1,627.000
232.00 0.0 0.081 0.221 801.000 2,428.000
232.50 0.0 0.101 0.272 1,977.000 4,405.000
232.99 0.0 0.111 0.317 2,260.000 6,665.000
233.00 0.0 0.111 0.332 47.000 6,712.000
234.00 0.0 0.131 0.362 5,257.000 11,969.000
235.00 0.0 0.152 0.424 6,163.000 18,132.000
236.00 0.0 0.175 0.491 7,125.000 25,257.000
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Subsection: Elevation-Area Volume Curve
Label: Wet Pond
Elevation Planimeter Area Al+A2+sqr
(ft) (ft2) (acres) (Al*A2)
(acres)
Return Event: 1 years
Storm Event: 1-year
Volume Volume (Total)
(ft3) (ft3)
229.00 0.0 0.037 0.000 0.000 0.000
230.00 0.0 0.056 0.140 2,030.000 2,030.000
231.00 0.0 0.078 0.200 2,905.000 4,935.000
232.00 0.0 0.101 0.267 3,881.000 8,816.000
233.00 0.0 0.127 0.341 4,956.000 13,773.000
233.50 0.0 0.166 0.438 3,182.000 16,955.000
233.56 0.0 0.171 0.505 440.000 17,396.000
234.00 0.0 0.202 0.558 3,568.000 20,963.000
234.71 0.0 0.222 0.636 6,554.000 27,517.000
235.00 0.0 0.231 0.679 2,858.000 30,375.000
236.00 0.0 0.261 0.736 10,691.000 41,066.000
237.00 0.0 0.289 0.824 11,968.000 53,034.000
238.00 0.0 0.319 0.912 13,244.000 66,277.000
239.00 0.0 0.351 1.005 14,590.000 80,867.000
240.00 0.0 0.384 1.102 15,998.000 96,865.000
241.00 0.0 0.423 1.210 17,562.000 114,427.000
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Subsection: Outlet Input Data
Label: Large Wetland Outlet Structure
Requested Pond Water Surface Elevations
Return Event: 1 years
Storm Event: 1-year
Minimum (Headwater) 209.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 217.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Orifice-Circular Temporary Forward Culvert - 1 213.00 217.00
Pool Orifice
Inlet Box Riser - 1 Forward Culvert - 1 215.10 217.00
Orifice-Circular Low Flow Forward Culvert - 1 212.00 217.00
Orifice
Culvert-Circular Culvert - 1 Forward TW 212.00 217.00
Tailwater Settings Taitwater (N/A) (N/A)
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Subsection: Outlet Input Data Return Event: 1 years
Label: Large Wetland Outlet Structure Storm Event: 1-year
Structure ID: Culvert -1
Structure Type: Culvert-Circular
Number of Barrels
Diameter 1
24.0 in
"
C_ V l
2
Y
Length 57.89 ft -
Length (Computed Barrel) 57.89 ft 0
?
Slope (Computed) 0.005 ft/ft r J
/
Outlet Control Data
Manning's n 0.013
Ke 0.200
Kb 0.012
Kr 0.000
Convergence Tolerance 0.00 ft
Inlet Control Data
Equation Form Form 1
K 0.0045
M 2.0000
C 0.0317
Y 0.6900
Ti ratio (HW/D) 1.093
T2 ratio (HW/D) 1.195
Slope Correction Factor -0.500
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
T1 Elevation 214.19 ft T1 Flow 15.55 ft3/s
T2 Elevation 214.39 ft T2 Flow 17.77 ft3/s
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Subsection: Outlet Input Data
Label: Large Wetland Outlet Structure
U S_Food s_2011-06-17. p p c
6/17/2011
Structure ID: Riser-1
Structure Type: Inlet Box
Number of Openings 1
Elevation 215.10 ft
Orifice Area 16.0 ft2
Orifice Coefficient 0.600
Weir Length 16.00 ft
Weir Coefficient 3.00 (ft^0.5)/s
K Reverse 1.000
Manning's n 0.000
Kev, Charged Riser 0.000
Weir Submergence False
Orifice H to crest False

Structure ID: Low Flow Orifice
Structure Type: Orifice-Circular
Number of Openings 1
Elevation 212.00 ft
Orifice Diameter 3.5 in
Orifice Coefficient 0.600

Structure ID: Temporary Pool Orifice
Structure Type: Orifice-Circular
Number of Openings 1
Elevation 213.00 ft
Orifice Diameter 6.0 in
Orifice Coefficient 0.600

Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfall

Convergence Tolerances
Maximum Iterations 30
Tailwater Tolerance 0.01 ft
(Minimum)
Tailwater Tolerance 0.50 ft
(Maximum)
Headwater Tolerance 0.01 ft
(Minimum)
Headwater Tolerance 0
50 ft
(Maximum) .
Flow Tolerance (Minimum) 0.001 ft3/s
Flow Tolerance (Maximum) 10.000 ft3/s
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Center
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Return Event: 1 years
Storm Event: 1-year
"XY I P,
?dX

47 C1
Bentley PondPack V8i
[08.11.01.51]
Page 35 of 43
Subsection: Outlet Input Data
Label: Small Wetland Outlet Structure
Requested Pond Water Surface Elevations
Minimum (Headwater) 232.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 239.00 ft
Return Event: 1 years
Storm Event: 1-year
Outlet Connectivity
Structure Type Outlet ID Direction Outfall ES E2
(ft) (ft)
Orifice-Circular Temporary Forward Culvert - 1 233.00 236.00
Pool Orifice
Inlet Box Riser - 1 Forward Culvert - 1 234.90 236.00
Orifice-Circular Low Flow Forward Culvert - 1 232.00 236.00
Orifice
Culvert-Circular Culvert - 1 Forward TW 221.51 236.00
Tailwater Settings Tailwater (N/A) (N/A)
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/17/2011 27 Siemon Company Drive Suite 200 W Page 36 of 43
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Subsection: Outlet Input Data
Label: Small Wetland Outlet Structure
Structure ID: Culvert -1
Structure Type: Culvert-Circular
Number of Barrels 1
Diameter 24.0 in
Length 51.49 ft
Length (Computed Barrel) 51.50 ft
Slope (Computed) 0.010 ft/ft

Outlet Control Data
Manning's n 0.013
Ke 0.200
Kb 0.012
Kr 0.000
Convergence Tolerance 0.00 ft

Inlet Control Data
Equation Form Form 1
K 0.0045
M 2.0000
C 0.0317
Y 0.6900
T1 ratio (HW/D) 1.090
T2 ratio (HW/D) 1.192
Slope Correction Factor -0.500
Return Event: 1 years
Storm Event: 1-year
2 `1 it Cy)
67?,41e. -?
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
T1 Elevation 223.70 ft Ti Flow 15.55 ft3/s
T2 Elevation 223.90 ft T2 Flow 17.77 ft3/s
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Subsection: Outlet Input Data
Label: Small Wetland Outlet Structure
Return Event: 1 years
Storm Event: 1-year
Structure ID: Riser -1
Structure Type: Inlet Box
Number of Openings 1
Elevation 234.90 ft
Orifice Area 16.0 ft2
Orifice Coefficient 0.600
Weir Length 16.00 ft Lf{ 7 ;
Weir Coefficient 3.00 (ft^0.5)/s
K Reverse 1.00 0
Manning's n 0.000
Kev, Charged Riser 0.000
Weir Submergence False
Orifice H to crest False
Structure ID: Low Flow Orifice
Structure Type: Orifice-Circular
Number of Openings 1 F COQ
Elevation 232.00
Orifice Diameter 1.0 in in
Orifice Coefficient 0.600
Structure ID: Temporary Pool Orifice
Structure Type: Orifice-Circular
?i
Number of Openings 1
Elevation
Orifice Diameter 233.00 ft
5
0 in ^
?
. d
Orifice Coefficient 0.600
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfall
Convergence Tolerances
Maximum Iterations 30
Tailwater Tolerance 0.01 ft
(Minimum)
Tailwater Tolerance 0.50 ft
(Maximum)
Headwater Tolerance 0.01 ft
(Minimum)
Headwater Tolerance 0.50 ft
(Maximum)
Flow Tolerance (Minimum) 0.001 ft3/s
Flow Tolerance (Maximum) 10.000 ft3/s
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Subsection: Outlet Input Data
Label: Wet Pond Outlet Structure
Return Event: 1 years
Storm Event: 1-year
Requested Pond Water Surface Elevations
Minimum (Headwater) 229.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 241.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Orifice-Circular Temporary Forward Culvert - 1 234.71 241.00
Pool Orifice
Inlet Box Riser - 1 Forward Culvert - 1 238.50 241.00
Orifice-Circular Low Flow Forward Culvert - 1 233.50 241.00
Orifice
Culvert-Circular Culvert - 1 Forward TW 231.88 241.00
Emergency
Rectangular Weir Spillway Forward TW 240.00 241.00
Weir
Tailwater Settings Tailwater (N/A) (N/A)
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/17/2011 27 Siemon Company Drive Suite 200 W Page 39 of 43
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Subsection: Outlet Input Data
Label: Wet Pond Outlet Structure
Structure ID: Low Flow Orifice
Structure Type: Orifice-Circular
Number of Openings 1
Elevation 233.50 ft
Orifice Diameter 1.8 in
Orifice Cceff;rienr 0.600
Bentley Systems, Inc. Haested Methods Solution
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Return Event: 1 years
Storm Event: 1-year
PC,(
BenNey PondPack V8i
(08.11.01.51]
Page 40 of 43
Subsection: Outlet Input Data
Label: Wet Pond Outlet Structure
Structure ID: Culvert -1
Structure Type: Culvert-Circular
Number of Barrels 1
Diameter 48.0 in
Length 39.49 ft
Length (Computed Barrel) 39.49 ft
Slope (Computed) 0.007 ft/ft

Outlet Control Data
Manning's n 0.013
Ke 0.200
Kb 0.005
Kr 0.000
Convergence Tolerance 0.00 ft

Inlet Control Data
Equation Form Form 1
K 0.0045
M 2.0000
C 0.0317
Y 0.6900
T1 ratio (HW/D) 0.000
T2 ratio (HW/D) 1.194
Slope Correction Factor -0.500
Return Event: 1 years
Storm Event: 1-year
01AW f
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
T1 Elevation 231.88 ft TI Flow 87,96 ft3/s
T2 Elevation 236.65 ft T2 Flow 100.53 ft3/s
Bentley Systems, Inc. Haestad Methods Solution
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/17/2011 27 Siemon Company Drive Suite 200 W
6/17/2011-
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Bentley PondPack V8i
[08.11.01.51]
Page 41 of 43
Subsection: Outlet Input Data Return Event: 1 years
Label: Wet Pond Outlet Structure Storm Event: 1-year
Structure ID: Riser-1
Structure Type: Inlet Box
Number of Openings 1
Elevation 238.50 ft
2
Orifice Area 16.0 ft
Orifice Coefficient 0.600
Weir Length 16.00 ft
Weir Coefficient 3.00 (ft^0.5)/s
K Reverse 1.000
Manning's n 0.000
Kev, Charged Riser 0.000
Weir Submergence False
Orifice H to crest False
Structure ID: Emergency Spillway Weir
Structure Type: Rectangular Weir
Number of Openings 1 C
Elevation 240.00 ft SI l L( 1,A
Weir Length 40.00 ft lI
Weir Coefficient 3.00 (ft^0.5)/s
Structure ID: Temporary Pool Orifice
Structure Type: Orifice-Circular
Number of Openings 1 l? 47 i?Qd/?
Elevation 234.71 ft
Orifice Diameter 5.0 in
Orifice Coefficient 0.600
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfall
Convergence Tolerances
Maximum Iterations 30
Tailwater Tolerance 0.01 ft
(Minimum)
Tailwater Tolerance 0.50 ft
(Maximum)
Headwater Tolerance 0.01 ft
(Minimum)
Headwater Tolerance 0.50 ft
(Maximum)
Flow Tolerance (Minimum) 0.001 ft3/s
Flow Tolerance (Maximum) 10.000 ft3/s
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Index
D
DA to Large Wetland (Runoff CN-Area, 1 years) ...22
DA to Large Wetland (Time of Concentration Calculations, 1 years)... 10, 11
DA to Small Wetland (Runoff CN-Area, 1 years) ...23
DA to Small Wetland (Time of Concentration Calculations, 1 years).., 12, 13
DA to Wet Pond (Runoff CN-Area, 1 years) ...24
DA to Wet Pond (Time of Concentration Calculations, 1 years)... 14, 15
L
Large Wetland (Elevation-Area Volume Curve, 1 years) ...30
Large Wetland Outlet Structure (Outlet Input Data, 1 years) ...33, 34, 35
M
Master Network Summary ...2, 2,3
P
Pre-development (Runoff CN-Area, 1 years) ...25
Pre-development (Time of Concentration Calculations, 1 years) ...16, 17
S
Site 1 Bypass DA (Runoff CN-Area, 1 years) ...26
Site 1 Bypass DA (Time of Concentration Calculations, 1 years)... 18, 19
Site 2 Bypass DA (Runoff CN-Area, 1 years)...27
Site 2 Bypass DA (Time of Concentration Calculations, 1 years) ...20, 20,21
Small Wetland (Elevation-Area Volume Curve, 1 years) ...31
Small Wetland Outlet Structure (Outlet Input Data, 1 years) ...36, 37, 38
U
Unit Hydrograph Equations ...28, 28,29
W
Wet Pond (Elevation-Area Volume Curve, 1 years) ...32
Wet Pond Outlet Structure (Outlet Input Data, 1 years) ...39, 40, 41, 42
Z
Zebulon, NC (Time-Depth Curve, 1 years) ...8, 8,9
Zebulon, NC (Time-Depth Curve, 10 years) ...6, 6,7
Zebulon, NC (rime-Depth Curve, 100 years) ...4, 4,5
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/17/2011 27 Siemon Company Drive Suite 200 W Page 43 of 43
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APPENDIX E
Conduit FlexTable: Combined Pipe/Node Report (US_Foods-2011.09.13.stc)
Label Start Node Stop Node Upstream Upstream Upstream System Flow (Link) Capacity Manning's Velocity Invert Invert Slope Length Diameter
Inlet C Inlet Area Structure Intensity (ft3/S) (Full Flow) n (Average) (Upstream) (Downstream) (ft/ft) (Unified) (in)
(acres) Flow (Total (in/h) (ft3/S) (ft/s) (ft) (ft) (ft)
Surface)
(ft3/S)
Material Hydraulic Hydraulic
Grade Line Grade Line
(In) (Out)
(ft) (ft)
CO-3 JB-17A SB-18A (N/A) (N/A) 0.00 6.800 10.73 15.96 0.013 5.45 237.22 236.76 0.005 93.0 24.0 Concrete 239.01 238.83
XX. YI
CO-15 JB-59A 0.866 1.766 11.55 7.320 11.55 18.19 0.013 6.53 246.60 240.36 0.030 208.0 18.0 Concrete 248.47 245.96
1
CO-16 JB-59A JB-60A (N/A) (N/A) 0.00 7.164 11.30 7.43 0.013 6.39 240.26 239.06 0.005 240.0 18.0 Concrete 245.46 242.68
CO-19 JB-60A JB-61A (N/A) (N/A) 0.00 6.980 11.01 7.42 0..013 6.23 238.96 237.96 0.005 200.0 18.0 Concrete 242.18 239.98
CO-20 JB-61A JB-17A (N/A) (N/A) 0.00 6.823 10.76 7.38 0.013 6.09 237.86 237.72 0.005 29.0 18.0 Concrete 239.48 239.17
CO-21 DI-4 FES-6 0.860 0.211 1.34 6.621 118.65 101.64 0.013 9.44 229.35 228.00 0.005 269.0 48.0 Concrete 233.32 231.28
PIPE -07 EX. DI-1 JB-2 0.950 12.447 87.25 7.320 87.25 70.27 0.013 9.07 236.30 236.10 0.005 41.0 42.0 Concrete 244.70 244.39
PIPE -08 JB-2 CB-30 (N/A) (N/A) 0.00 7.298 86.96 71.27 0.013 9.04 236.00 234.69 0.005 261.0 42.0 Concrete 243.37 241.42
PIPE -08 (2) CB-30 CB-3 0.929 2.044 14.01 7.156 98.99 71.24 0.013 10.29 234.59 232.86 0.005 345.0 42.0 Concrete 240.44 237.10
PIPE -09 CB-3 DI-4 0,775 0.676 3.86 6.992 100.41 101.57 0.013 9.21 232.36 230,69 0.005 334.0 48.0 Concrete 236.30 234,71
PIPE -16 RD-26 JB-21 0.950 2.600 18.23 7.320 18.23 10.46 0.013 10.31 247.55 247.20 0.010 35.0 18.0 Concrete 250.93 249,88
PIPE -17 JB-21 JB-22 (N/A) (N/A) 0.00 7.303 18.18 16.01 0.013 5.79 246.70 245,65 0.005 210.0 24.0 Concrete 249.46 248.11
PIPE -18 3 B-22 JB-23 (N/A) (N/A) 0.00 7.126 17.74 16.00 0.013 5.65 245.55 244.00 0.005 311,0 24.0 Concrete 247.86 245.96
PIPE -19 JB-23 JB-24- (N/A) (N/A) -0.00 6.856 17.07 32.02 0.013 10.36 -743.90 240,87 0.020 151.0 24.0 Concrete 245.39 241.91
PIPE -20 JB-24 FES-29 (N/A) (N/A) 0.00 6.784 16,89 22.80 0.013 7.95 224.74 224.43 0.010 30,0 24.0 Concrete 226.22 225.75
PIPE -21 JB-25 SB-27 0.950 0.310 2.17 7.320 2.17 3.56 0.013 4.76 242.64 240.27 0.010 237.0 12.0 Concrete 243.27 240.83
PIPE -22 SB-27 FES-28 (N/A) (N/A) 0.00 7.076 2.10 3.55 0.013 4.71 227.04 226.60 0.010 44.0 12.0 Concrete 227.66 227.15
PIPE -24 JB-31 JB-32 0.950 0.520 3.65 7.320 3.65 2.52 0.013 4.64 245.00 244.25 0.005 149.0 12.0 Concrete 247.56 246.00
PIPE -25 JB-32 SB-33 (N/A) (N/A) 0.00 7.163 3.57 2.51 0.013 4.54 244,15 243.47 0.005 138.0 12.0 Concrete 245.74 244.27
PIPE -26 SB-33 FES-34 (N/A) (N/A) 0.00 7.014 3.49 3.57 0.013 5.19 227.76 227.40 0.010 36.0 12.0 Concrete 228.56 228.20
PIPE -28 EX. YI-16 JB-59 (N/A) (N/A) 0.00 7.320 0,00 18.19 0.013 0.00 246,60 240.36 0.030 208,0 18.0 Concrete 246,60 240.36
PIPE-28 (1) JB-59 JB-60 (N/A) (N/A) 0.00 7.320 0.00 7.43 0.013 0.00 240.26 239.06 0.005 240.0 18.0 Concrete 240,26 239.81
PIPE -28 (1)
JB-60 JB-61 (N/A) (N/A) 0.00 7.320 0.00 7.42 0.013 0.00 238.96 237.96 0.005 200.0 18.0 Concrete 239,81 239.81
(1)
PIPE -28 (1) JB-61 JB-17 (N/A) (N/A) 0.00 7.320 0.00 7.36 0.013 0.00 237.86 237.72 0.005 29.0 18.0 Concrete 239.81 239.81
(1) (1)
PIPE -29 JB-17 SB-18 0.950 1.170 8.20 7.320 8.20 15.96 0.013 2.61 237.22 236.76 0.005 93.0 24.0 Concrete 239,73 239.61
PIPE -30 SB-18A DI-4 0.950 1.024 7.18 6.716 17.18 16.00 0.013 5.67 236.66 236,11 0.005 110.0 24.0 Concrete 238.40 237.60
PIPE -31 SB-18 JB-19 (N/A) (N/A) 0.00 7.145 8.01 6.09 0.013 6.52 235,41 233.01 0.009 269.0 15.0 Concrete 239,21 235.08
PIPE -32 JB-62 FES-20 (N/A) (N/A) 0.00 6.865 7.69 6.44 0.013 6.27 224.13 223.85 0.010 28.0 15.0 Concrete 225.41 224.95
PIPE -32 JB-19 JB-62 (N/A) (N/A) 0.00 6.943 7.78 6.46 0.013 6.34 233.01 232.00 0.010 102,0 15.0 Concrete 234.64 233.10
PIPE -35 DI-7 DI-4 0.724 1.123 6.00 7.320 6.00 8.14 0.013 7.25 234.81 233.10 0.016 108.0 15.0 Concrete 235.80 234.71
PIPE -36 CS-35 FES-36 (N/A) (N/A) 0.00 7.320 0.69 22.73 0.013 3.51 230.00 229.49 0.010 51.0 24.0 Concrete 230.32 229.76
PIPE -37 EX. CS-39 EX, FES- (N/A) (N/A) 0.00 7.320 50.90 121.70 0.013 9.25 231,88 231.60 0.007 39.0 48.0 Concrete 234.02 233.49
38
PIPE -38 EX. DI#6 JB-40 0.744 5.992 32.89 7.320 32,89 29.00 0.013 6.70 242,55 241.71 0.005 168,0 30.0 Concrete 251.93 250.85
PIPE -39 JB-40 YI-46 (N/A) (N/A) 0.00 7.197 34.63 29.00 0.013 7.05 241.61 240.68 0.005 186.0 30.0 Concrete 250.31 248.98
PIPE -40 EX. CB #2 JB-40 0.469 0.671 2.32 7.320 2.32 4.55 0.013 1.89 249.54 249.38 0.005 33,0 15.0 Concrete 250.89 250.85
PIPE -41 CB-47 CB-48 0.851 0.392 2.46 7.320 2.46 9.20 0.013 6.35 236.50 233.50 0.020 146,0 15.0 Concrete 237.13 235.50
PIPE -42 CB-48 CB-49 0.924 0.565 3.85 7.206 6.22 4.57 0.013 5.07 233.40 233.26 0.005 28.0 15.0 Concrete 235.26 235.00
PIPE -43 CB-57 FES-50 (N/A) (N/A) 0.00 7.073 8.63 7.40 0.013 4.88 232,37 232.24 0.005 26,0 18.0 Concrete 233.68 233.38
PIPE -44 CS-51 FES-52 (N/A) (N/A) 0.00 7.320 1.75 15.98 0.013 3.34 212,00 211.71 0.005 58,0 24.0 Concrete 212.46 212.16
PIPE -45 YI-46 EX. YI#2 0.889 3.682 24.16 7.068 57,33 28.98 0.013 11.68 240.58 238.95 0.005 327.0 30.0 Concrete 247,92 241.53
PIPE -46 CB-49 CB-57 0.873 0.406 2.61 7.179 8.75 7.44 0.013 4.95 233.01 232.47 0.005 107.0 18.0 Concrete 234.77 234.03
PIPE -47 CB-58 CB-30 (N/A) (N/A) 0.00 7.320 0.00 6.46 0.013 0.00 237,72 236.94 0.010 78,0 15.0 Concrete 241,42 241.42
Bentley StormCAD VBi (SELECTseries 2)
US_Foods-2011-09.13.stc Bentley Systems, Inc. Haestad Methods Solution Center [08.11.02.35]
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Profile Report
Engineering Profile - Profile -1 (US_Foods-2011.09.13.stc)
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Profile Report
Engineering Profile - Profile - 1A (US_Foods-2011-09-13.stc)
245.04
240.00
c
235.40
7
u
230.40
225.44
-0+50 0+00 0+50
Station (it)
1+00
DI-7
Rim: 238.81 it
Invert: 234.81 It
Invert In (1): (NIA) it; (2) (NIA) It
Invert Oui: 234.81 It
1+50
Bentley Systems. Inc. Haestad Methods Solu lion Bentley Storm GAD V8i (S ELrHCT series 2)
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Dl-4
Rim: 243.44 it
Invert: 229,35 it
Invert in (1): 236.11 it, (2) 233.10 it
Profile Report
Engineering Profile - Profile - 113 (US_Foods-2011-09-13.stc)
250.00
CB-30
Rim: 245.91 ft
Invert: 234.59 ft CB-58
Rim: 245.00 ft
Invert In (1): 236-94 fl, (2) 234.69 H - Invert: 237.72 ft
Invert Out: 234.59 ft

d
d
iy
245-00
Invert In (1) (NIA) ft; (2) {ASIA} ft
1 Invert Qul: 237.72 ft
240.00
plpE-47 78.0 ft @ 0.010 tUti
-0+50 0+00 0+50
Station (ft)
235.00
230.00
1+00
Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i (SELECTseries 2)
US Foods-2011-09-13.ste Cenler 108.11 A2-351
9!1312011 27 Siemon Company Drive Suile 200 W Page 1 of 1
Watertown, CT 06T95 USA [phone]
Profile Report
Engineering Profile - Profile - 3 (US_Foods-2011-09.13.stc)

Q
v
w
240,00
235.00
230.00
-0+50
FES-50
Rita: 239.25 It
Invert: 232.24 ft
i
i
CB-57
Rim: 239.82 ft
Invert: 232.37 ft
Invert In (1): 232.47 ft; (2) (NIA) ft
J_ Invert Out 232.37 ft
PIPE -46:107. 0 ft @ 0.005 ftlft
Circular Pipe -18.0 in Concrete
CB-49
Rim: 237.05 ft
Invert: 233.01 ft
Invert In (1): 233,26 ft; (2) (N/A) ft
Invert Out: 233.01 ft
CB-48
Rim: 236.85 ft
Invert: 233-.40F ft
Invert In (1): 233.50 ft; (2) (NIA) ft
Invert Out; 233.40 It
0.020 Wtt
148 Co) fit ConCiete
PIPE -4 Pipe .15 0 tin
Ciscula
PIPE -42: 28.0 ft @ 005 ft/ft
Circular pipe -15.0 in Concrete
PIPE -43: 26.0 ft @ 0.005 ft/ft
Circular Pipe -18.0 in Concrete
0+00
0+50
1+00
1+50
2+00
2+50
Station (ft)
CB-47
Rim: 239.88 ft
Invert: 236.50 ft
Invert In (1): (NIA) ft; (2) (NIA) ft
Invert Out 236.50 ft
3+00 3+50
Bentley StormCAD V8i (SELECTseries 2)
U5 Foods-2011.09.13,stc Bentley Systems, Inc. Haestad Methods Solution Center [08,11,02.35]
911312011 27 Siemon Company Drive Suite 200 W Watertown. CT 0 6195 USA +1-203.755.1666 Page 1 of 1
Profile Report
Engineering Profile - Profile - 4 (USLFoods-2011.09.13.ste)
730.00
N5.55
No00
43100
zta.ao
.0+30 0+00 MSO 1#00 I+So 2+00 2+50 J•00 0 5+00 4+60, 3+00 3+56 5400 6.50 7.00
r't-10]
7-59 8900 a+0o 5460
31R 141IN-Al ft
;on
9enlleyStormCAD V8i (S€LECTseries 2)
US Foods-2011.09.13.sic BeriIley Systems, Inc Haestad Methods Solution Center 1081101351
911312011 27 Siernon Company Drive Suite 260 W Watertown, CT 06795 USA +1-203.755.1666 Page 1 of 1
255.00
250.00
245.00
240.00
r
0
W
235.00
230.00
FES-20
Rim' 225.. IO It-
Invert223.8511
225.00
PIPE -32: 28.0 it C 0.010 it/ft
Clrculer Pipe -15.0 in Concrete
220.00
_0-50
Profile Report
Engineering Profile - Profile - 4A (US_Foods-2011.09.13.stc)
J13-19
Rim: 251.92. I1
Invert: 233.Oi It
0+00 0+50 1+00 1+50 2+00 2+50
US.Foods•2011-09.13-0c BenllcySyslams,lnc flaestadMethods Sul ulicnCenter
9113+2011 27 Steman Company Drive Suite 200 W Watertown, CT 06745 USA al-203-755-1666
JB-17
Rim: 244,79 ft
Invert: 237.22 ft
Invert In (1): 237.72 ft; (2) (N/A) ft
Invert Out: 237.22 ft
3+00 3+50 4+00 4+50 5+00
Bentley StormCADV81(SELECTsedes 2)
[06,110235]
Page 2 of 8
Profile Report
Engineering Profile - Profile - 5 (US_Foods-2011-09-13.stc)
240.00
235.00
FES-36
- Rim: 232.28 ft
Invert: 229,40 ft
CS-35
Rim: 235.07 ft
Invert: 234.40 ft
230.00
510@0,010tt1ft
$ PtP? -36- 4.0 in Concrete
Circular Pipe ° 2
c
0
M
a?
W
225.00
-0+50
0+00
0+50
1+00
Station (ft)
Bentley Systems, Inc. Haested Methods Solution Bentley SSormCAQ V81 (SELECTseries 2'
US Foods-2011-09-13.stc Center [05.11,02,35]
9113/201 i 27 Siamon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1-203.755.1656
255.00

C
0
a
v
W
250.00
245.00
240.00
235,00
230.00
FES-28
Rim, 227.60 ft
Invert: 226.60 R '
225.00
-0+50
US Food s-2 011-09-13,s tc
911312011
ptPE -22: 44,0 ft (C, u.u ,w„
Ciccutar pipe -12,0 in Concrete
0+00
0+50
Profile Report
Engineering Profile - Profile - 6 (US_Foods-2011.09.13.stc)
1+00
1+50
2+00
2+50
JB-25
Rim: 252.11 h
Invert, 242.64 ft
Bentley Systems, Inc. Haestad Methods Solution Center
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1.203.755.1666
Invert In (1): (N/A) It; (2) (N/A) ft
Invest Out 242.64 H
3+00
Bentley StormCAD V81 (SELECTseries 2)
[08.11.02,35]
Page 2 of 10
Profile Report
Engineering Profile - Profile - 7 (US_Foods-2011.09.13.stc)
255.00
260.00
JI321
1"0 h (1) 47 2 a (1) lN'AI A
Oe
R0 25
Rm 252610
f Invert 247.550
IOIN'
I?ele
245.00
24000
275.00
EI
20.00
FE&79 -
Rim 226.68 It
1.
Inert 224.47 5 }
22600
PO'E 30; 30 p4.0 m G11 cTI
22000
_0+50 0+00 0+50
1+00 1+50 2500 2+50 3+00 3+50 4+00 4+50 5+00 5150 6+00 6+50 7+00 7+50
SI+Oon (M)
Bentley StormCAD V8i (SELECTseries 2)
US Foods-2011-09.13.stc Bentley Systems, Inc. Haestad Methods Solution Center [08.11.02.35]
911312011 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
255.00
250.00
245.00
s
c
° 240.00
v
w
235.00
230.00
FES-34
Rime 228.4011 -
Invert 221.4011
225.00
-0+50
Profile Report
Engineering Profile - Profile - 8 (US_Foods-2011.09.13.stc)
JB-32
n:_. ern 4a a
PIPE 20; 36.0 (t @ O.U w ,u„
CflcLllar PIP'- • 12.0 in Concrete
0+00 0+50 1+00 1+50 2+00 2+50 3+00
JB-31
Rim' 252.07 ft
Invert: 245.00 (t
3+50
Bentley SlormCAD V8i (SELECTseries 2)
U5_Food s-2011.09.13stc Bunt! eySysten,s.lne. Haestad Methods Solution Center (0811.02351
9113x2011 27 Siemon Colmtany Drive Suile 200 W Watertown. CT 06795 USA 41.203.755.1666 Page 2 of 9
Profile Report
Engineering Profile - Profile - 9 (US_Foods-2011-09-13.stc)
240.00
EX. CS-39
Rim: 236.49 ft
Invert: 231.88 ft
z
?
a
v
W
235.00
PIPE -37: 39.0 ft 0.007 ft/ft
Circular Pipe - 48.0 in Concrete
230.00
-0+50 0+00
Station (ft)
Bentley Systems, Inc. Haestad Methods Solution
US Foods-2011-09-13.stc Center
911312011 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755.1886
0+50
Bentley Storm CAD V8i (SPLECTseries 2)
[08.11.02,35]
Page 1 of 1
EX. FES-38
Rim: 234.39 ft
Invert: 231.60 ft
260.00
255.00
250.00
Profile Report
Engineering Profile - Profile -10 (US_Foods-2011.09.13.stc)
JB-40
Rim: 256.4711
Inverl: 241.61 ft
Invert In (1): 241.71 ft; (2) 249,38 ft
Invert Out: 241.61 ft
EX. CB #2
Rim: 256.09 ft
Invert: 249,54 ft
i
Invert In (1): (NIA) ft; (2) (N/A) ft
Invert Out: 249.54 ft
0 ft @ 0.005 fttft
15.0 in Concrete

0
m
a
m
w 245.00
240.00
235.00
-0+50
0+00 0+50 1+00 1+50 2+00
2+50
Station (fl)
3+00 3+50
4+00 4+50 5+00 5+50
Bentley StornnCAD V8i (SELECTserles 2)
US Foods-2011.09.13.sic Bentley Systems, Inc. Haestad Methods Solution Center ]08.11.02.35]
911312011 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755.1666 Page 1 of 1
Profile Report
Engineering Profile - Profile - 10A (US_Foods-2011-09-13.stc)
260.00
EX. DWS
Rim: 254.27 ft
Invert: 242.55 It
c
0
n
iu
240.00
255.00
250M
245.0G
-0150
0+00 0.50 1+00
Station (It)
1450
2+00
Bentley Systems, Inc. Haestad tutelhods Solution Bentley StormCAD V8i (SELECTseries 2)
US_Foods-2011-08-13.stc Center [08.11,02.351
911312011 27 Siernon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA [phone]
J6-40
Rim: 256.,17 Ft
Invert: 241.61 It
Invert In (1) 241.71 ft. (2) 249.38 It
Profile Report
Engineering Profile -Profile -I I (US_Foods-2011-09-13.stc)
z
c
n
m
a
w
UJ
220.00
215.00
FCS-52
Rim: 214.50 ft
Invert: 211.71 ft
PIPE -44: 58.0 ft @'D,()05 filft
Cireuiar Pipe - 24.0 in Concrete
210.00
-0+50
0+00
Station (ft)
0+50
CS-51
Rim: 215.79 ft
Invert: 212.00 ft
1+00
Bentley Systems. Inc. Haesiad Methods Solution Bentley SSormCAD V& (SELECTseries 2)
U$_Foods-2011-09-13.sie Cenler [0$11.02.35]
911312011 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1-203-755.1666