20021410 Ver 4_Stormwater Plans_20100609

Sto?mwate? Management Calculations
Dixie River Road
Roadway Project
Prepared for:
City of Charlotte
Engineering and Property Management
600 E. Fourth Street, 14th Floor
Charlotte, North Carolina 28202
0 Kimley-Horn and Associates, Inc. 2010
This document, together with khe 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 byKimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.
DIXIE RIVER ROAD ROADWAY PROJECT
CHARLOTTE, NORTH CAROLINA
STORMWATER MANAGEMENT CALCULATIONS
Prepared for:
CITY OF CHARLOTTE
ENGINEERING AND PROPERTY MANAGEMENT
600 EAST FOURTH STREET
CHARLOTTE, NORTH CAROLINA 28202
Prepared by:
KIMLEY-HORN AND ASSOCIATES, INC.
1919 SOUTH BOULEVARD, SUITE 100
CHAR.L?TTE, NORTH CAROLINA 25203
?? ???? -
? ? ? ?
?. ? ???
*i ???
??? ? ?ry ?
? ? ? ? 4 ??
??q??v ?f ??'
? ? "` ??
????
20???
KHA Ref: 015016055
JiJNE 2010
TABLE OF CONTENTS
OVERVIEW
SITE MAPS
SITE VICINITY MAP
SCS SOIL SURVEY
FEMA FIRM PANEL
WATERSHED MAPS
PREIPOST DEVELOPMENT WATERSHED MAP -WET DETENTION POND #1
PRE-DEVELOPMENT WATERSHED MAP -WET DETENTION POND #2
POST-DEVELOPMENT WATERSHED MAP -WET DETENTION POND #2
WATER QUALITY
WET POND CALCULATIONS
ANTI-FLOTATION DEVICE CALCULATIONS
VOLUME AND SURFACE AREA TABLES
WET DETENTION BASIN SUPPLEMENT FORMS
RIP RAP CALCULATIONS
WATER QUANTITY
CURVE NUMBER CALCULATIONS
TIME OF CONCENTRATION CALCULATIONS
HYDROCAD HYDROLOGY REPORT
CULVERT CALCULATIQNS
CULVERT SIZING CALCULATIONS AND REPORTS
CULVERT 2 DOWNSTREAM DITCH CALCULATIONS
STDRI?IWATER ?VIANAGENIENT CALCULATIONS ?
Dixie River Raad Roadway Project, Charlotte, NC
OVERVIEW
Background
This report contains the approach and results of a stormwater analysis conducted for the Dixie
River Road Roadway Project. The project is located approximately half a mile south of the I-
485/Steele Creek Rd (NC 160) intersection and will require disturbance of approximately 34 acres.
The project includes the realignment of Shopton Rd. West (previously completed), realignment and
widening of Steele Creek Rd (NC 160), and the realignment of Dixie River Road (NC 1155).
Existing Conditions
Steele Creek Road is a two-lane facility with a system of roadside ditches and cross culverts that
contribute to the Beaver Dam Creek Tributary.
Dixie River Road is an existing two lane roadway with a system of roadside ditches and cross
culverts; however, the section of realignment is currently undeveloped.
Floodplain/Floodwav
The proposed site does not lie within a 100-year floodway boundary as determined by FIRM Panel
# 3710451100J.
Water Quality
Water quality treatment by means of permanent Best Management Practices (BMP's) will be
provided using two wet detention basins as treatment. The ponds are desired to treat the first inch
of runoff per the North Carolina Division of Water Quality (NCDWQ) Stormwater Best
Management Practices Manual and will draw down over a period of two to five days. Wet
Detention Basin 1 and 2 are designed to provide a minimum 90% average annual removal of Total
Suspended Solids (TSS).
Wet Detention Basin 1 is designed to treat only the runoff from the roadway. The proposed site
plan for this area includes a separate BMP to treat the offsite drainage area. Wet Detention Basin
2 is designed to treat the roadway and additional offsite drainage that is currently draining to the
basin.
Water Quantity
The proposed wet detention ponds have been designed to address the water quantity requirements
to match pre- and post-development peak runoff rates for the 1-year, 24-hour storm events per the
NCDWQ BMP Manual. These ponds will also control the peak runoff rates for the 10-year, b-hour
and 25-year, 6-hour storm events per the City of Charlotte, NC. The 100-year, b-hour storm event
was checked for b" of freeboard at the top of bank.
STDRMWATER MANAGEMENT CALCULATIONS
Dixie River Road Roadway Project, Charlotte, NC
Results
Pre-development
1-yr, 24-hr storm Post-development
1-yr, 24-hr storm
DA-? 2.43 cfs 1.11 cf s
DA-2 0.84 cfs 0.83 cf s
f'.nnrhtcinn
The proposed wet detention basins were designed using methods prescribed by the aforementioned
resources. HydroCAD software was utilized to evaluate the pre-development and post-
development flow rates. HydroCAD utilizes TR-55 methods of calculating times of concentration
(based on sheet, shallow concentrated, and channelized flows) and SCS curve number method of
generating hydrographs (results are provided in Appendix C). Based on the analyses provided
herein, the proposed system will be adequate to address the starmwater requirements of the North
Carolina Department of Environment and Natural Resources, Division of Water Quality.
STORMYVATER MANAGEMENT' CALCULA2'ION5
Dixie Raver Road Roadway Project, Charlotte, NC
STOR?YIWATER MANAGEMENT CALCULATIGNS
Dixie River Raad Roadway Project, Charlotte, NC
?.
`'" ?? cNa RL o rrF
Dn[lGLAS
AIRPGRT
? ???
1
? ?
a
Z
a
U ? ?? W
? ? a
v
o? i ? W
.?
W
I?
Z y
o?
y
IF
* ?+
y ? SF#?TG'1hII??1;D
i ?
? ?
i ?
? ? SITE ? wk
/•
? ?vcaTlo?v ? S
i
? ?,? _?
l ?,?
?? ? f ?;e 1
? i
,? ? ?
+? i? .
?? ???
? ??'
??
W '
? ??
Y W?
? ?,.
y
0?
?4
WES TlNGIyOUSE ROq D ?¢
y
__
? ? ?imley?Ham R RAC E?I?RE
??? and,4ssaciales,mc. REALIGNMENT
Q zD°? PRE-DEVELOPMENT SITE LGCATI?N I
? 4851 CHARLdTTE PARK DR, STE 3°° ???
Charlotte, North Carolina 28217
THIS DOCUMEM. TOGETHER WITH THE OONCEFIS AND DESIgr5 PRESENTm HEREIN, AS AN INSTRUMENT OF SERVICE. 15 IME]?IDED ONLY FOR THE PURPOSE AND gJEM FOR WHICH R WAS PREPARED,
REUSE OF AND IMPROPER RELIANCE ON THIS DOCUWIENT WRFIOIl? WRRIEN AUTHORIZATION 1WD ADAPTATION EIY KIMLEY-HORN AND ASSOCUITES, INC. SHALL 6E WRHOUT IJABIIJTY TO IQMLEY HORf? AND
ASSOCIATES, INO.
? If?mleyHDm ?E
??? and Associates, Inc, DIME RIVER ROAD
? 2DD9 ROADWAY PROJECT SOILS MAP
1919 South Blvd, 5ux? 100
Charlotte, North Carolhia 7.8203
1HI5 DOCUMENT, 1TJGEIHER WRH THE CONCEFIS AND DESK;N5 PRE5IENTED HERE]N, A5 AN INSIRUAIENT OF 5ETtV1CE, 15 INTENDED ONLY FOR THE PURPOSE AND CLIENT FOR WHK?i IT wA5 PREPARm.
REUSE OF AN6 IMPROPER RELIA4ICE DN 1HI5 DOCUMENT MRIFIOUT WRITTEN AUTHOR12ATK)H AND ADAPTAl10N ElY KIMLEY-HORN AND ASSOCIATES, INC. SHALL EIE WRFIOUT L1ABIllIY TO KIMLEY--HORN AND
ASSOGATES, INC.
K: ~csEloEV~oisois cry or cna~iotte~oss o~x~e R~~e~ rzom s~o~mwa<e~ Ma~a9eme~~~cai~:~~e Po:< as maP.aw9 June 01. 2010 - 3:OBpm 3: pm By. kate.tripl t
r~ yes Bs
~ ~ s \ 9J
- . ~adoa ~33a~ 3~3~s e; - a I ~ m -r
z ~I
~
,m o - -
~J
111

~ i!~i,~
Ql~iiilli~' ~
~1
A D ' iil~i ~ ~
~ v m~ yl'll~
o i l~.
o C~ om III~~'
o a ~ ~1 m n „ .b m ~ i
~~~I~
-T z D ~ M x O N o ~J~~ I
N ~i n ~ ~
~ 9 I~ m T C~ ~
m ~ ~ ~ ~ ~ m
o ~ rtl~~~ ~
~'I \
B~II~~ ~ III D a ~ .e
a '^~~iiii~li~l I ~ ~~i~
~I ip.- ~ f~ A ~ II
? I~Ilill~~llij~ v' d I ~''.j~~~ ;;fi ~ 1
o yl.li~li~l~ Q II ~ ~ ~~I~h ;inn
~I~~~ 1 ~
I II ~ ~ v ~ Ijll
ICI) ~II~ ~ ~ ~ ~ ~ ~ I I~ I~ ~ I~ I~ I~ ~ I~~; ~~II4 , ,
~ aomn~ z `I~ I~ I ~ I'1
~ z~-v ~ ~lll~ll ~II~ ~II~~~~
rr~ I~ ~ ~I ~ I ~i,1 I 0 ~ ono vv~o chi, i (I ~I ~ ~I~
° ~ D ~ D ~-a ~ ~~I~~I~~I~~ IiII~~I~ m ro ~o ^ I~ I I~ ~I ~I
D mz°m m I~~~ ~ I~ I~ ~j~,i~~~~U
~~I'~~I~ fl ~ ,
m v ro `~I ~I ~I~~I~~I I - Dr~~' my III I I ~ / II~i~I I~Ijlll ' ~
III , ,
~ I~~II~ I~Ij~lj~ I~~I~~I~~I
o goy ~D ~ I I I I ~jI~I~~~I o~ D~ ~~~I~~I~~I~~I ~I ~ ~I~~l~~l~~ ~ I~I~III~III~~ li ,
~ ~ N I I I~ I II ~ ~ ~~~~t II n m~~ v~ 1~~~I~~I~Ij~~jll'~ I ~~11'~I~~II~ z Dim m ~ I) I~ I I~ ~ ~ ~
v o cn ao ~ I I I i I I I (I I i I ~ D„~ Iii ~i~~l~~I~Ii~~l I ~~I~~i ~~I~I II'''IIIIIIII~ ,
jllll''II~III~II~~
Z~~ ~ ~~I~ III ~I~ ~II~ ~ I~,I S ~IIIII ~ II ~ ~°D ~O ~j`I~Ilj~li~~l~~ j~ - X89 I~I~ I II ~ ~ om ~z ~ I~ ~ I~ I~ li I~ I II i~
I~~III~IIjl~lljl~ e i
m r ~I I I I I ~a I I~ I~ III li~~lij~l'~~iliill~ ~ ; ,
~ vn '~~~~I~~~~ ~~Ii ~II~I~~I~~~~ ~ r p ~~~~~~I~~II~ ~ I I I I o ~ ov_r ~~~~~I~~~~ I~~I~~I~~ ~
IIIIII ,
c ~ mZ~ ICI I~~I ~If~~ ~ ~ II I!` ICI) I
0 0 ~ m ~ i~~~ il~~ I~ I~ I~i~~l~~lj~~~
,i,i~ii~i i ~ 1 0
z C `1'~I ~ ~~1 ~ 1 ~ I~ I ~ I (I I o ~ I ~ ~ III ~I~ ~ i (i
~~,~I~II ~ r ,c z~
r j~ i~ ~r'~~~~~~~~~'~~ ~r~~~~ s~ ~I i ~ ~ ~ ~ ~ j ~Ii ~ I ilk I~I'~'ll~'~~ ~ m ~a ~J
~ ~i iii i'iii ~ ~ ~ ~D
m ~ ijl~~l~~~'j~~j~~l~~~~~'+ ~~9 ~I~IjI ~~I~ VIII o m
m l o
Z _ - _ _ 1~f~~~l~ ~~,~~~i~~l~jl~ _ JIB ;~~~~I~` ~~I
z ~ ~ l~~~t l ~j J~ ~ I ~ I I I I I ~ I ~ I
~~~I
~ ~ i/~ ~i~~li iii/i ~i/1 ~<9 i I ~ I~ ~ I~ I~ I I ~ I ~ ~ ~ ~i l~~ l~~ l~ ~ ~ I ~ I ~ I ~ I I ~ I
illl'il'Ijlll~lY ~ , H 1
C~ N
~~I'~' z ~z°~d 1
iii o~
~ ,~~'is ii~~i
li~ ,
D lj ~I ~j rJ~~~I ~~I j ~~j ~I
Z ,,~T ~~Ijij~l~~l ll~, `
T ~ ~ ddAL
r_' - - - 1
e !V ~ ~p7
i/T~ 1 ~ r
e
~ _ v `y\ e
~ i ~ ~j~ l~ ~1~~! ~ O ~ r ~~~l~jliflj l O ~ o ~ ~ ~ t =3'- ~ ? ~ ff~~~ 1 00 W
~ :
Z rn Q
r0 Rl c ,v
~i~~ii~/ i/~ z H II ~ e W a II
M 4J _ 't Q
~ ~ y ~ ~ ~ ,i P u ~ 't..,
N ~ , ~ a e 0 ° a ....i.. J r.
n / ~~/~~~/j~~~ X30
r ~
m ~~~~~~/~~~~~j~ ti ~l
~ ' k ~j ~ i
~ ~ %i'
~ ~ ` v a~~ ` ~ 1'=~ ~ oti ~ .m ~
- , . ~ ~ ~ n
o ~
~ ~
~ i~~~ h~ . ~
~ !~i
20 ~ j~~ 0~'
/ ~ Z %j .
o ~ '~~i~i~ ~ ,ti
.i I a s a a
' n a~~~~ ~ ~~ti 9 1
61~ _f
s C
r
~~i~ A ~ ~ 6 1
i ~ i ~ 1 I
o%~ 0~1~1 ~~~~~~A ~ r. ® I
\ ~o~ \ ~ 1 1 T
I M
-
~
h~O~
NO. DATE BY DESCRIPTION
SHEET DIXIE RIVER ROAD 015016055 ,N = 60 Plans Prepared By: •
STORMWATER JOB NO. SCALE
DA-l K,=-=vM,eme 04 0 awata aas otia wv~ Roaa sue. ww.m.nY~.\s.. na0 do mm.da
MANAGEMENT PLANS CAD FILE PATH o0co
? m Kimley-Horn m ? and Associates, Inc QC 2009 NC License #F-0102
OF PRE/POST DA MAP PREPARED BY CHECKED BY
4651 Charlotte Park Drive, Suite 300 CHAH IARLOTTES.
DA-3 WET POND 1 BT 12-04-2009
APPROVED BY DATE Charlotte, NC 28217 00)

K: CSE LDEU 015016 Cit of Charlotte 055 Dixie River Raad Stormwa er Mana ement Calcs re ost da ma .dw _ _ y g p_ p_ _ p g June 01. 2010 - 3:09pm 3: Q9pm By. kate.triplett
cn
p
n c
m z
p
m
z
a;
n 0 z
n s. r
m 0 N
Z e..... m
Q' fil' ~~----r~
- : s Z
a
hl
f~l' w i~ ~ A
Z ° _ _ . hl' ~o
3 ~ ~o
fil' 0 r•
n 3 n Z i"i .
H
~
O y Z
Z o - _ ~i ~
ZJ C
Pl
Z
O i
rrl b
~ 0
C fTl
Z ~
--1' f~l' N Z -P t
O
Z r a. ~
~
O _ F ¦
~ ¦
~ '
I ~
i
r i o
o , x
/
A ~ 1 o
t
t
n ~
D , ~ ~j / Z
Z
~ ~ r , ~ ~
m ~ , ~
~l ~ $
O~ ~
o ~ ~ /
m
O ~
,
m ~ ~
o ~ ~ ~d ~ ~
~~y
y`~N
- m j ~z~ N ~ N~,~ . .
o ~ ono ~o~ ~
z O ~ ova ~ ~ ~ ~
o ~ ~ n o . ~ ! o
r
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
N ~ , ~ D
X
m
1
o / ~
o , D

i t
o , z ~ •
~ p ~
~ , Z ~ m C7
~ m N z=
O , ~D
z , ~ ~
D ~o~ z
v , D
N ,
O n
D ~ _ , m
m
z ~ n -r~ ~ ,
D
z ~ ~ D ~ r
r
~ , ' ~ w -
_ • o ~ r?
r ~ • D ,
W , r ,
0 ,
m ,
z 0
z 1
D Z D
D I
1
O c7 I
D
1 1
Z C~
~ v ~ ~ V N
m D
O Z I
TI ~
n m O D I ~ rn I 1 - 1
Z ~
C7 m m y e
z
D
O Z I
NO. DATE BY DESCRIPTION
SHEET DIXIE RIVER ROAD 015016055 ,N = 60 Plans Prepared By: •
STORMWATER JOB NO. SCALE
DA-2 K,M-WvM,eme 0" 0 awaca oas oea. wvw ieoaa six. ww.m.nV~.*. vd do m4aro ~ Kimley-Horn
MANAGEMENT PLANS CAD FILE PATH (CCO
? MMI ? and Associates, Inc Q 2009
OF PRE DEVELOPMENT ~ PREPARED BY CHECKED BY NC License #F-0102 CIAHAH
4651 Charlotte Park Drive, Suite 300 Charlotte, NC 28217 IARLOTTE...,
DA-3 WET POND 2 BT 12-04-2009
APPROVED BY DATE '00)

K: \CSE~DEV\015016 City of Charlotte\055 Dixfe Rfver Road Stormwater Management\Calcs~pre post da map.dwg
d~~e oz, zoio - s: saP I,~ $ 5:54pm By. lorin.les
2
v
0 n
c
m z
0 c~ m
m I~
z m ~ ~
c~
0 z c~
m v o 1 1
cn D ,
z
v v , l ~ 1
m ~ ~ ~
c~ z
v~
m
m z ~ ,
v ~
~ , z ~ ~ 1 ~ ~ ~
m d m ^ ~
z ~ z x ~ , ~ ,1
cDi~ ~ ~ ` i C~
t~ , D o~ C J v;
Z ~
Z ~ ~ f ~ ~ ~
~7
m ~ , z
~ , o ~ o
v~
~ g m
5 n a ~
m , ~ I','
z ,
z v
m v
o , z
_ ~ ~ ~ ~ ~ ~ ~~I~~~~~
.Z)
l llllll~ l i J ~ ' I~~~'
~ , m
c~ ,
n
v c , y .
n ~ ~ i / ~ E
~
o v' ~ a N o.. ~
co
Z , ~oo~°Q /4
~i.~~v~ _ ~
moo' o ~ Z Z~4C ~ O ,
~~_z ~
d
~ rO~~ Q , j y a
v m Tl 0 O rn ~aN
U r+ ~ '
o ~c-~ID r , O 0~ ~
~ pC~~ ~
m ~ ~ , c Z ~ O y
m 0~0
o ~ D ~ Z rn Az d
v C D y ~ , m
~ r ~nj I c ,
~ ~ C N C o ~ rn ~
~ DD ~ m ~ ~ ~ ~ ' D ~ 'i
m zv,~ O Z Z
Z DN[n
~ ~ ~ fTl ,
v ~f~Tlrn N
o ~ ~ ~ , m ,
o
z
~ ~ 0
1
t 1
m , z
D o
C
O
o ~ r ~
Z I
z t
v
D O
~ , - , A~ ,
~ , , , 0
z , , W ,
~ ~ ,
r m
x \
0 z
D
Z v n r
D
O
C7 D
N
Z
C7 r
2
D r r
m m 0
z
0 c
r ,
D m ~a¢
r '
~,~TC
~ r~•
{ ~ D ~
0 z ~ ~ Z ~ , ? • ~ ~ ~c~ • `~~F ,
Z ~ o ~
D m D ~ ~ ~ ~ 9eo ~ ~
o O D ~ z~
D
c np r'_' ~ L~
Z D Z
n ~ m 0 , Z D - ~
.
D - - ~ e
O , Z
~ ~ ~
- ~
~ _ - -R>~~- 'li"9~~y D
f
~~'c~` i
.s~~e
Fob ~
SHEET DIXIE RIVER ROAD 015016055 1" = 60' NO. DATE BY DESCRIPTION
Plans Prepared By: •
STORMWATER '°B NO SCALE DA-3
MANAGEMENT PLANS of 4 ~ p~ CAD FILE PATH ~ Kimley-Horn
? ~ ? and Associates, Inc (CCO
OF 1)0ST DE''IOPMNT ELE- PREPARED BY C BR~~M~AY Q 2009
NC License #F-0102 CHAI
DA-3 "ET POND 2 BT 12-04-2009 4651 Charlotte Park Drive, Suite 344 Charlotte, NC 28217 HARLOTTE.
APAtpVED BY DATE
mo)

??? IGmleyHom
? and associates, Inc.
Project Information
1NET DETENTION BASIN 1
Project Name: Dixie River Road
KHA Project #: 015016055
_
Designed by: IRT Date: 911712000
Revised b: Kl Date: 1I4J201 tl
Revised by: Date:
Site Information
Sub Area Location: Drainage Area 1
+.
Drainage Area FDA} = 5.41 Acres
Imperviaus Area ?IA? = 2.51 Acres
Percent Impervious ?I) = 46.4
Required Surface Area
Permanent Pool Depth:
SA1DA =
Min Req'd Surface Area =
Required Storage Volume:
Design Storm =
Determine Rv Value =
Storage Volume Required =
Elevations
2.9
6834
1
0.05 +
9182
-ft
_ X90°l° TSS Removal via Pond)
sf fat Permanent Pool)
_ inch Project Does Not Drain to SA waters)
.009 ?I) = 0.47 inlin
cf ?abave Permanent Pool)
Area ?s.f. )
Bank Elevation = 638.00 ft
Tap of Pond Elevation = 638.00 ft
Temporary Pool Elevation = 635.10 ft 10,625
Permanent Pool Elevation = 634.00 ft 1,800
Shelf Beginning Elevation = 633.50 ft
Forebay Weir = 54.00 ft
Shelf Ending Elevation = 634.50 ft
Sediment Cleanout Elevation = 627.00 ft
Bottom Elevation = 626.00 ft
Wet Basin AreasNolumes
Area @ Tap of Temporary Pool = 10625 sf (Elevation = 635,10 }
Area @ Top of Permanent Pool = 7800 sf Elevation = 634.00 }
Volume of Temporary Storage = 10134 cf
Side Slopes of Pond = 3 :1
Side Slopes of Shelf = 10 :1
Side Slopes of Pond (below shelf) = 2 ;1
Yes ? 7800 ? 6834 } sf
Is Permanent Pool Surface Area Suffcient ?yeslno}?
Volume of Storage Provided 10134 cf
Total Volume Sufficient ryesJno)? Yes
Orifice Size = 1.50 inches
Drawdown Time = 3.4 days
? ? KimleyHam
? and Aasociates, Inc.
INET DETENTION BASIN 1
Project Information
Project Name: Dixie River Road
I<HA Project #: 015015055
Designed by: IRT
Revised by:
Revised by:
Site Information
Date:
Date:
Date:
114/2010
Sub Area Location: Draina a Area 1
Drainage Area FDA} = 5.41 Acres
Impervious Area CIA} = 2.51 Acres
Percent Impervious ?I} = 46.4 % Drainage Area}
Qrifice Sizing
Q? Days = 0.0586 cfs ?Flowrate required fora 2 day drawdown}
?5 Days = 0.0235 cfs ?Flowrate required fora 5 day drawdown}
orifice Size = 1.50 in Diameter}
Q o?f°° = 0.035 cfs
Drawdown Time = 3.4 days
less than 5 days ?yeslno} ? YES
greater than 2 days ?yeslno} ? YES
Orifice Equation; Q=CAg?l?2gh? Qz ? ? ? Q5
c = 0.6
Ag= Area of Pipe = n/4D2
g =gravity = 32.2 ft/sz
h =orifice head = 1/3 (TPE-PPE-1/2D)
TPE =Temporary Pool Elevation
PPE =Permanent Pool Elevation
D =Diameter
?ii ? ? Ifi?ey+lam
? and ll?sadales, Inc.
NCDENR ANTIFL4ATAT14N DEVICE DESIGN CALCULATIONS
per NCDENR Manual}
Project Information
Project Name: Dixie River Road Roadway Project
KHA Praject #: 0?? 5?605b
Designed by, IL#?T Date, 114!2009
Revised by: Date:
Revised by: Date:
Revised by: ? Date:
Pond ?
Drainage Area Information:
Drainage Area (acy = 5.41
Flow ?Q?n} ?cfs) = 15,0
Storage Dimensions:
Basin Side Slopes (X :1 } = 2 0 j2:1 max side slopes}
Storage Depth "R" (ft} = 8 0
_ Elev fk? Area jF} C?e?mw?!aC+ve Vof?,me ?CF}
Top of Basin Elevation ??;??.??.? ?.y. ??*?:

7 ?y?{ .}y#
W 4f ?i i
Temporary Pool Elevation ?:?? d9.?[? '?.?°"?' ????
Permanent Pool Elevation ???f?r.???? i +' ?'?? ?? ?'3??5Q
?r:?1 fir] ' . ? {.
?
.??. ? +
_
Bottom of Basin Elevalio?? Q
Sizing of Antiflotation Block:
Control Structure Length (in} = 48
Control Structure Width din} = 36
Riser Area ?sf} = 12.00 Check riser geometry vs. area equation}
Volume of Water Displaced ?cf} = 96.0
Weight of Water Displaced (Ib} = 5,990
Min. Required Weight of Anchor Block (Ib} = 6,589 j1.1 factor of safety}
Anchor Size;
Width ?If} = 4.5
Length ?If} = 4.5
Height ?If} = 4.00
Weight of Anchor (Ib} = 7,096 O.K. ? Minimum Required Weight
Sizing of Emergency Spillway:
Quo ?cfs} = 15.0
Qsp;;;,?y ?cfs} = 15.0 Riser ignored}
Water Depth Over Spillway eft} = 0.5
Spillway Length eft} = 45.0 (10 ft minimum spillway length, Cw=2.7}
Spillway Crest Elevation eft} = 636.8 (1 ft min. above sediment storage depth}
Freeboard (ft} = 1.00 (1 ft minimum}
Page 1 of 1
`o'
_.
?'?
??
11
u
a?i
L
a
u
V1
t
a?
F
0
U
0
N
? ?
00
?X ?
O
0
0
N
0 0 N
? 0 ?
Y
C
0
,_
? N ?k ?,
E ? ????
?0z•ov-??
L C N ?!
? ?o a '?, v v
?DaY?o?ac
L
a

C
ro
m
0
v
a?

? rv u? n m ? ? ?a
U ? ? ? N 00 rl Ol ? 00 ?
? o o ?a rn m ? m rn n ?n n
Q
0 N ? rI N m m ? u? ?

?-, ? rn o? m m ?a m ?
? ? o o ? rv cv ?o ?, n ?n m _
o?. rv ? ?o oo ? ? n oo 0
? o

u
?v
r•
?
ao
rn
rn
?
m
oo
?
N
`-' ,? ? n r-I lD N Ol N ?Q O
O O O ? ? N N m m ?
? 0 0 0 0 0 0 o v o 0
? 0 0 0 0 0 0 0 0 0 0

? oo o n c, ?
n oo ?
00 ?
n rn m rv m ao r
v ? u
i n
Q_• ? m u? ,n ? ? ? ? ?
? I? OQ al O r-I N m ? ? ?
to ?
v,
W +?
?? ? 0 0
?I
J
?
o C
0 ? o

a
? a ?
? a o v ?
Q ?? ? I E ? c

m
? 0 ?
?
?

? ?
O
.
?
?
m a
? ?
0
m
N
O
N
i?
N
l0 `?
??
n ?
? m
N
u
a, ?
0-
a, ? o
? o ?
? 7 a?
p ?+ ?3
? ? ?
? ? ?
? E tea,
? L L
o a? o
? a ?
?
?' rn ? o ?n m ?o ? m o? ao oo
E
u ?
o
o N
?n ° o
i ? ?
? ?
a? ?n
o ?
n o
m ?n
? ?
o ?
o m
o m
rn m
rn
Q ? ?
N m
d" rn
? O m ? oO N ?D oo oO O N rv
j rl rl rl ri N N N ['? I.f} lD lD
?
?
N 00
? f?
oo O
c? N
ca N
rn O1
m ?
?a 00
oo 4D
?n cG
? O1
rn N ?
?
? u
o
o
?
?
a?
?n
?
?
?
?
?n
?
o
a? o ?
. .
=
`? ? rl rl N m m N N cry ? ri 01 ? ?
j 0

o ? rn m N o ?n n ? o w co n rn N O N

w `'` 00
o tp
? f?
N Ol
m N
?rl u1
? Ol
n ?
o? N
o N
? l0
o0 O
? m
d' l?
?D l0
oo to
O
? a o 0 o O o 0 0 ? ? ? N N N N m
a ? o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
? Q

?
'v
oa
n
n
o
?
?
n
?
?
?
m ?n
N ?
01 n
?11 o
?
,}
?n ? m o
o
? n ?
rv u
i
oo ? ? ? N ? ? ?n ? m
p Q" m n ?, ? N N m ? d' ? oa ? ? ? ?
a

z
Q
?
?
?
?
oo
rn
o
?
rv
m
`r'
m
?
`"
?
?n
?
?
?
n
m
oo
m
r? N rv N N m m m m m
?D m
4D m
lD ?D 1D
? lD t0 CG cD tD ?G lD l0 ? ? ?

° ? d ? d
o a ?
a o U o c ? ? Y
? c E ? ° o ?
+? ?,

0
? o
d ?
o
0
0 a? m ? a
V1 p

ri
m
??
?+ o N
? o
? ?
N
?,
? ??
? a
? ? o
? ? ?
? c ?
a? n? ?
C ?
C
.?
N N co
a a m
Permit No.
(?o be provided by DWQ)
? ?4 ??
?? ? ? "i
??? ? ?
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
this form must be filled out, printed and submitted.
The Required hems Checklist (Part 111) must be printed, felled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Dixie River Road Roadway Project
Contract person Rob Hume • Kimley-Hom and Associates, Inc.
Phone number X104) 954-1462
Doke 112012010
Drainage area number DA-1
II. DESIGN INFORMATION
Site Characteristics
Drainage area 235,660 ?
Impervious area, post-development 109,336 fkz
°/o impervious 46.40 °/Q
Design rainfall depth 1.0 in
5tarage Volume: Non?SA Waters
Minimum volume required
Volume provided
9,200 ft3 OK
10,134 ft3
QK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5"runoff volume
Pre?evelopment 1 •yr, 24-hr runoff
Post-developmenk 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the preipost control of the 1yr 24hr storm peak f<ow required?
1-yr, 24•hrrainfall depth
Rational C,pre-development
Rational C, post?evelopment
Rainfall intensity:1-yr, 24-hr storm
Pre-development 1 •yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
PrelPost 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation approx. at the perm. pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanaut, top elevation bottom of pond
Sediment cleanauk, bottom elevation
Sediment storage provided
Is there additional volume stored above the statre-required temp, pool?
Elevation of the top of the additional volume
ft?
_ft3
ft3
0 ft3
ft3
Y ?Y or Nj
2.6 in
0.42 junitless)
0,72 ?unitless?
0.12 inlhr Ct?
2.43 ft3lsec
13.36 ft3lsec
10,93 ft3lsec
635.10 fmsl
634,00 fmsl
634.00 fmsl
fi34.50 fmsl
633.50 fmsl Data not needed for calculation option #1, but OK if provided,
621.00 fmsl
62fi.04 fmsl Data not needed for calculation option #1, but OK if provided.
1,40 ft
N (Y ar Ny
?fmsl
Form SW4a1-Wet Detention Basin-Rev,7-8113109 Parts i & II. Design Summary, Page 1 of 2
Ptsrmil N?.
(to he provided by DWQ)
II, DEIQN INFORMATION
Surface Areas
Area, temporary pool 10,625 f#?
Area REQUIRED, permanent pool 6,834 ftz
SArDA ratio 2.90 (unikless)
Area PROVIDED, permanent pool, A??m_?i 1,800 ? OK
Area, bottom of 10ft vegetated shelf, A?°? ?1°,r 5,872 ?
Area, sediment cleanout, kop elevation ?boktom of pond), A?,_?,? 737 f?
Volumes
Volume, temporary pool
Volume, permanent pool, V?,„_F?,
Volume, forebay sum of forebays if more than one forebay?
Forebay °/° of permanent pool volume
SAlDA Table Data
Design TSS removal
Coastal SA1DA Table Used?
MountainlPiedmonk SA1DATable Used?
SA1DA ratio
Average depth fused in SA1DA kabley:
Calculation option 1 used? See Figure 10-2b)
Volume, permanent pool, V?e???i
Area provided, permanent pool, ApeRT_?
Average depth calculated
Average depth used in SAIDA, day, Round ko nearest 0,5ft?
Calculation option 2 used? See Figure 10-2b?
Area provided, permanent pool, A??,_??
Area, bottom of 10ft vegetated shelf, A?? ?,f
Area, sediment cleanouk, kop elevation (bottom of pond), A??_?nd
"Depth" distance btw bottom of 10ft shelf and top of sediment
Average depth calculated
Average depth used in SA1DA, day, Round to nearest 0,5fty
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice cif circulars
Area of orifice (ifnon-circular)
Coefficient of discharge ?Co?
Driving head (H°J
Drawdown through weir?
Weir type
Coefficient of discharge ?Cw?
Length of weir ?L?
Driving head ?Hy
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies
Form SW4a1-Wet Detention Basin-Rev.7-8113109
10,134 ft3 Olt
23,461 ft3
4,74fi ft3
20.2°/° °/° DK
90
N ?Y or N)
Y ?Y or N?
2,90 (unitlessJ
Y (Y or N?
23,461 ft3 OK
1,800 fr2 OK
3.10 ft Check calculation. Need 3 ft min.
3.0 ft insufficient, Gheck calculation
t~t ?Y or Ny
ft?
ft?
ft?
ft
ft
fk
Y (Y or N)
1.50 in
?in?
060 ?unitlessy
0.35 ft
N ?YarN)
?unitless?
?unitless?
ft
ft
2.43 ft3lsec
OK
13,36 ft3lsec lnsufficienkposc-development peak flow,
0.04 ft3lsec
3.40 days OK, draws down in 2-5 days.
OK, drawdown time is correct.
3 ;1 OK
10 ?1 OK
10.0 ft OK
3 :1 OK
3.2 :1 OK
Y ?Y or N) OK
1.0 ft OK
rd ?Y or Ny OK
Y ?Y or N? DK
Y ?Y or Ny OK
24-HOUR EMERGENCY PUMP
Parts I, 8? II Design Summary, Page 2 of 2
Permi# e?
(to be provided by DWQ)
I'II? REQUIRED ITEMS CHECKLIST
Please indicate the page ar plan sheet numbers where the supporting documentation can be found, An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the fallowing design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Paget P Ian
Initials Sheet No.
? . ? 1. Plans ?1" - 50' ar larger of the entire site showing;
- Design at ultimate build-out,
-Off site drainage cif applicable,
-Delineated drainage basins include Rational C coefficient per basin,
-Basin dimensions,
-Pretreatment system,
-High flow bypass system,
-Maintenance access,
-Proposed drainage easement and public right of way BROW},
-Overflow device, and
- Boundaries of drainage easement.
?_ 2. Partial plan ?1" = 30' ar larger and details far the wet detention basin showing;
-Outlet structure with trash rack or similar,
-Maintenance access,
-Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
-Basin crass-section,
-Vegetation specification for planting shelf, and
-Filter strip.
D 3, Section view of the wet detention basin 1" = 20' ar lar er shawin
? 9? 9
-Side slopes, 3:1 ar lower,
-Pretreatment and treatment areas, and
-Inlet and outlet structures.
4. If the basin is used for sediment and erasion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin,
??
?? for overall and and far fareba
5. A table of elevat?ans, areas, Incremental volumes & accumulated volumes p y,
to verify volume provided.
t
til th
di
un
e
men
5, A construction sequence that shows haw the wet detention basin will be protected from se
entire drainage area is stabilized,
??
1. The supporting calculations.
? 8, A copy of the signed and notarized operation and maintenance ?0&M? agreement.
? 9. A copy of the deed restrictions cif required.
? t
C
? y
oun
10. A sails report that is based upon an actual field investigation, sail borings, and infiltration tests,
sail maps are not an acceptable source of sails information.
Form SW401-Wet Detention Basin-Rev.7-8113!09 Part Ill. Required hems Checklist, Page 1 of 1
? IGmleyH°rn
? and Assodales, Inc.
1NET DETENTIQN BASIN 2
Project Information
Site Information
Project Name: Dixie River Road
KHA Project #: 015016055
Designed by: KIST Date: 1141201 D
Revised by: Date:
Revised by: Date:
Sub Area Location: Drains a Area 2
Drainage Area FDA} = 19.79 _ Acres
Impervious Area CIA} = 14.29 Acres
Percent Impervious ?I} = 72.2 °/°
Required Surface Area
Permanent Pool Depth: 4.4 ft
SA1DA = 3.16 X90°/° TSS Removal via Pond}
Min Req'd Surface Area = 27413 sf fat Permanent Pool}
Required Storage Volume:
Design Storm = 1 inch Project Does Not Drain to SA waters}
Determine Rv Value = D.05 + .009 ?l} = O.10 inlin
Storage Volume Required = 50277 cf above Permanent Pool
Elevations Area ?s.f.}
Bank Elevation = 657.00 ft
Top of Pond Elevation = 657.00 ft
Temporary Pool Elevation = 653.40 ft
Permanent Pool Elevation = 652.00 ft
Shelf Beginning Elevation = 651.50 ft
Forebay 1Neir = fi52.00 ft
Shelf Ending Elevation = 652.50 ft
Sediment Cleanout Elevation = fi45.00 ft
Bottom Elevation = 644.00 ft
1Net Basin AreaslVolumes
Area @ Top of Temporary Pool = 39322 sf
Area @ Top of Permanent Pool = 32706 sf
Volume of Temporary Storage = 50420 cf
Side Slopes of Pond = 3 :1
Side Slopes of Shelf = 10 :1
Side Slopes of Pond ?belowshelf} = 3 :1
Is Permanent Pool Surface Area Sufficient ?yeslno}?
Volume of Storage Provided 50420 cf
Total Volume Sufficient ?yeslno}? Yes
orifice Size = 350 inches
Drawdown Time = 2.6 days
39,322
32,706
Elevation = 653.40 )
Elevation = 652.00 }
Yes ? 32706 ? 27413 } sf
? ? ?imfeyHam
? and Associates, Inc.
V11ET DETENTION BAS1N 2
Project Information
Project Name: Dixie River Road
KHA Project #: 01 X016055
Designed by: KRT Date:
Revised by: Date:
Revised by: Date:
Site Information
Sub Area Location: Draina a Area 2
Drainage Area FDA} = 19.79 Acres
Impervious Area CIA} = 14.29 Acres
Percent Impervious ?I} = 72.2 % Drainage Area}
Orifice Sizing
Q2 Days = 0.2918 cfs ?Flowrate required fora 2 day drawdown}
Q5 Days = 0.1161 cfs ?Flowrate required fora 5 day drawdown}
Orifice Size = 3.50 in Diameter}
Q Qrifice = 0.208 cfs
Drawdown Tirne = 2.8 days

less than 5 days ?yeslno} ? YES
greater than 2 days ?yeslno} ? YES

Orifice Equation: Q =cA9?J?2gh? Qz ? Q ? ??
c = 0.6
A9= Area of Pipe = n/4Dz
g =gravity = 32.2 ft/s2
h =orifice head = 1/3 (TPE-PPE-1/2D)
TPE =Temporary Pool Elevation
PPE =Permanent Pool Elevation
D =Diameter
1 !412010
?:n???
NCDENR ANTIFLOATATIDN DEVICE DESIGN CALCULATIONS
per NCDENR Manual
Project Information
Project Name: Dixie River Road
KHA Project #: 015016055
Designed by: KRX Date: 11412009
Revised by. Date:
Revised by, Date;
Revised by: Date:
Pond 2
Drainage Area Information:
Drainage Area {ac} _
Flow (Q25} {cfs} = 10 9?
Storage Dimensions:
Basin Side Slopes { X :1 } = 3 0 (3.1 max side slopes}
Storage Depth "R" (ft} = 7 0
Tap of Basin Efe?+atiorr
Temporary Pool Eleyatior?
Permanent Poal Elevation
Bottom of Basin fileva#fon
EI??? {fly Area 4SF? C?urcu3at?ve l?olur?e ?DF1

.?
?'1 _ f X4159

Sizing of Antiflotation Block:
Control Structure Length {in} = 4.
Control Structure Width {in} = 3t<
Riser Area {sfy = 12.00 {Check riser geometry vs. area equation}
Volume of Water Displaced {cf} = 96.0
Weight of Water Displaced {Ib} = 5,990
Min. Required Weight of Anchor Block {Ib} = fi,5$9 {1.1 factor of safety}
Anchor Size:
Width {If} = 4.0
Length {If} = 4.0
Height {If} = 5,00
Weight of Anchor {Ib} = 7,008 O.K. > Minimum Required Weight
Sizing of Emergency Spillway:
QZS {cfs} = 40,9
Qspillway {Cf5} = 10.9 {Riser ignored}
Water Depth Over Spillway {ft} = 0.5
Spillway Length {ft} = 20.0 {10 ft minimum spillway length, Cw=2.7}
Spillway Crest Elevation {ft} = fi55.6 {1 ft min. above sediment storage depth)
Freeboard eft} = 1.Ofi {1 ft minimum}
Page 1 of 1
y
?.?
w'•
??
11
u
Q
u
f0
GJ
3
0
c?
? ?
N t0
? O
??
.X
°? ? o
0
0
N
N N
? ? ?
? ?
Y
C
0
,_
? ? ? ?.
? ? v???
?oz•o ?,??
? ? d ? •? ,?
? 'p Q ? ? ai
.?dYptYOc
0
a
N
C
?o
t0
•o
c
0
a?

?
u ?
??
o
O 1
0
m ?
N ?
n ? uv1 0?0 0?0 O m O
Q 0 N 1!1 00 N I? N u1 01 N 01
? rl rl N N N m N
? lD O m m N m lD N r1
?-?
? ?
o
o
m
rn
?
o
°
m
rn
?
`? N N c'r1 d' ? u1 N t0 lp
0

? In ln n rn N n rn ? ? o
ro?. ? rn o N ln v ul ? o rn o0
? u ct ? ?a n o0 0 ?+ m ? d? ?
o O o 0 0 ? ? ? ? ? ?
W v o 0 0 0 0 0 0 0 0 0

J
4
?o.?
?
m
?
ul
?
m
?
?o
?
?
?
?
a?
m
oo
?
n
?
?
a1
?
ao
??.
N o1 ? ? ? n m o n ? ? oa
? Q`? ?I 1?v N m m ? ul ln ? ? ?
Q
-
W ? --

N .111 111 111
?L ? ? ? d' ? ? ? 111 111 ? u1 N
? l?D ? ?D ?D lD l0 tG lQ ? ?D ?
7
°
c
o o ?
? o
a

? a
o v
U
c

• v
? ? ? c
?o
`^
°' o
*' E
?
?
m
? a

I
\°
e
0
0
0

? ? N
O O
?Ill1
N ?
a?
a?
a? ? o
? o ?
o +? ?
7 ? in
? c ?'
r? ? r?
? E a
L L L
p? N p
IL a u.
?
? oo
? ?
? ?
? n
? rn
? ?
"1
N
°
m
?
?
m
v
o
iA
N
u oo ? oo ? ? oo o
O o 1
v a
o
u ?
Q O V o m r? ? ni rv m ? rn ? +? I,n n m rl ?
? rl N m 1111 n 01 o
rl rl ?
fl N
ri tt
rl l?
fl 00
ri N
N n
N N
m N
m
? DO
u1 m
0o 01
a1 l0
0 N
0 N
0o O
rn N
oa O
rn N
o1 o0
o u1
rn m
? 111
n m
rn
?? o v oo ln m m m m rn ? m m In v ? N .? ••
-- o N ? ?D 00 0 o ni m ? 111 ? N u'1 00 ?
? r1 rl ri ri rl N r1 r-I rl ri rl N ? ? ? 0
?-
111 O ?D N o n lD N O n 00 ? n rI N 111 N
? .? m 0 DO Q1 N iD m N f? rl f? n N rl tiD N O
v u 01 m cD O u1 01 ? Q1 ? O N n O ? O n ?
Q :? rl N N m m m ? ? u1 l0 l? 00 O1 Q1 O
+ O
i r1
i
? o v o o o o v o o 0 0 0 o o ? ? ?
J
oa
a1
n
rI
rI
N
N
01
0
00
ao
N
lD
Q1
v
?
? --• ? r1 01 lG m 00 N ? r1 .--1 ? ,? N 01 N N ?D
Q ? N
-? ? O
o 1D
? ?
m m
u1 N
n m
rn ?
? u'1
N N
?o m
n N
?0 m
rn 01
o 00
m n
?a l0
rn
O Q ? rl rl ri f-I rl ri N N N N [?? m ? ? ? ?

Q
Z
a ? ? ? f N !' m I
f1 Il? ? V1
? ? ?
? ?
? ?
O ?
?o ?
?a ?
a ? 111
?a ? I.
1
? ? 1
1
? ? .
? ? ?a w

? o `? 0 0
c c
a c
ro v
? o
a w
? o
a ?
c
o ro
a o u o c cn ? m
? c ? ? ° o
w
°
?
°
E
o
? a
o
o H ?
° ? m a ?
m n
?

I I
N O m
o?
?i ?
??
a?
? ii
? as
o a
? o
c c v
a? a, ?
C C
? ?
c
? E .N
a? v r?
a. a m
Permit No.
(ta be provided by DWQJ
? ? ?
?? ? ?
?? ? ?
STORMWATER MANAGEMENT PERMITAPPLICATION FDRM
401 CERTIFICATION APPLICATION FDRM
WET DETENTION BASIN SUPPLEMENT
This farm must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
I, PROJECT INFORMATION
Project name Dixie River Road Roadway Project
Contact person Rob Hume Kimley Hom and Associates, Inc,
Phone number (104y 954-7462
Date ? 21812009
Drainage area number DA-2
II? ?E?CN INFORI?MATION
Site Characteristics
Drainage area 862,052 f?
Impervious area, past?evelapment 622,472 f?
°I° impervious 72,21 °I°
Design rainfall depth _ 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre?evelopment 1-yr, 24-hr runoff
Past-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flaw Calculations
Is the prelpost control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre?evelopment
Rational C,post-development
Rainfall intensiky:l-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
PrelPast 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation approx. at the perm. pool elevation)
Top of 10ft vegetated shelf elevation
Battam of 10ft vegetated shelf elevation
Sediment cleanout, tap elevation ?bottam of panel)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the skate-required temp, pool?
Elevation of the top of the additional volume
50,300 ft3 OK
50,420 ft3 OK, volume provided is equal to or in excess of volume required.
ft3
ft3
" ft3
0 ft3
ft3
Y (Y or N?
2.fi in
0 20 ?unitlessj
0.76 ?unitlessj
0.12 inlhr 0K
0-$4 ft3lsec
51.23 ft3lsec
50.39 ft3lsec
653.40 fmsl
652.00 fmsi
_ 652.00 fmsl
653.50 fmsl
652.50 fmsl Data not needed for calculation option #1, but 0K if provided
fi45.00 fmsi
644.04 fmsl Data not needed for calculation option #1, but OK if provided.
1.04 ft
N1 ?Y or N)
fmsi
Farm SW401-Wet Detention Basin-Rev.7-8113f09 Parts I, ? il. Design Summary, Page 1 of 2
Permit Na.
II, ??SIN ?I???ATrt?N
Surface Areas
(1o be provided by DWQJ
Area, temporary pool 39,322 ft?
Area REQUIRED, permanent pool 27,413 ft?
SAIDA ratio 3.18 (unitless}
Area PROVIDED, permanent pool, A?rm_?, 32,706 ft? OK
Area, bottom of 10ft vegetated shelf, A?°r_?1e1f 28,636 f?
Area, sediment cleanaut, top elevation bottom of pond}, A?,_?,? 10,018 f?
Volumes
Volume, temporary pool 50,420 ft3 Old
Volume, permanent pool, V??,_P?, 145,023 ft3
Volume, forebay sum of forebays if more than one forebay) 29,019 ft3
Forebay °/° of permanent pool volume 20,0°?° °?° OK
SAIDA Table Data
Design TS5 removal 90 °/°
Coastal SAIDA Table Used? N (Y or N}
MountainlPietlmant SAIDATable Used? Y ?Y or N}
SAIDA ratio 3.18 ?unitlessy
Average depth fused in SAIDA table}:
Calculation option 1 used? See Figure 10-2b} Y _ ?Y ar N}
Volume, permanent pool, Vpef??, 145,023 ? OK
Area provided, permanent pool, Aperm_pool 32;06 OK
Average depth calculated 4.43 ft Check calculation, Need 3 ft min.
Average depth used in SAIDA, day, Round to nearest 0.5ft} 4,4 ft insufficient Check calculation,
Calculation option 2 used? ?5ee Figure 10-2b} N ?Y or N}
Area provided, permanent pool, Ape?,_?, ftz
Area, bottom of 10ft vegetated shelf, A?,_?ii f ?
Area, sediment cleanaut, top elevation bottom of pond), A??_??? ft2
"Depth" ?tlistance blw bottom of 10ft shelf and top of sediment} ft
Average depth calculated ft
Average depth used in SAIDA, day, (Round to nearest 0.5ft} ft
Drawdown Calculations
Drawdown through orifice? Y ?Y ar N}
Diameter of onfice (if circular} 3,50 in
Area of orifice cif-non-circular} in2
Coefficient of discharge (Co} 0,60 ?unitless}
Driving head ?H°} 0.42 ft
Drawdown through weir? ?Y or N}
Weir kype ?unitless}
Coefficient of discharge ?Cy,} ?unitless}
Length of weir (L} ft
Driving head ?H} ft
Pre-development 1-yr, 24-hr peak flow 0,83 ft3lsec OK
Post-development 1-yr, 24-hr peak flow 51.23 ft3lsec Insufficient post-development peak flow,
Storage volume discharge rate (through discharge orifce ar weir} _ 0.21 ft3lsec

Storage volume drawdown time
2.80 days OK, draws down in 2-5 days.
OK, drawdown time is correct,
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width raga
Trash rack for overflow &onfice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies
Form SW4a1-Wet Detention Basin-Rev.7-9113109
3 :1 OK
10 :1 OK
10.0 ft OK
3 :1 OK
3,3.1 OK
Y ?Y or N} OK
1.3 ft OK
N (Y ar N} OK
Y ?Y or N} OK
Y (Y or N} OK
24 HOUR EMERGENCY PUMP
Parts 1. & II. Design Summary, Page 2 of 2
Permit No.
{fo be provided by DWQJ
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the fallowing design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page! Plan
Initials Sheet No.
?_ 1. Plans ?1" - 50' or larger of the entire site showing:
- Design at ultimate build-out,
- Off site drainage cif applicable),
-Delineated drainage basins include Rational C coefFcient per basin,
-Basin dimensions,
-Pretreatment system,
-High flow bypass system,
-Maintenance access,
- Proposed drainage easement and public right of way BROW},
-Overflow device, and
- Boundaries of drainage easement.
? ? 2. Partial plan ?1" = 30' or [arger? and details for the wet detention basin showing:
..
-Outlet structure with trash rack ar slmllar,
-Maintenance access,
-Permanent pool dimensions,
- Farebay and main pond with hardened emergency spillway,
-Basin cross-section,
-Vegetation specification for planting shelf, and
- Filter strip.
3. Section view afthe wet detention basin ?1" = 2a' ar larger showing:
-Side slopes, 3:1 orlawer,
-Pretreatment and treatment areas, and
-Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean auk of the basin is specified
on the plans prior to use as a wet detention basin.
?? 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for farebay,
to verify volume provided.
6. A construction sequence that shaves haw the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
?''t? 7. The su ortin calculations.
pP g
8, A copy of the signed and notarized operation and maintenance ?0&M? agreement,
g. A apy ?f the deed restd?tio?s cif required.
?? 1g, A sbils report that is based open an actual field investigation, sail borings, and infiltration tests. County
sail maps are not a? acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.1-8113109 Part III, Required Items Checklist, Page 1 0l' 1
Dixie River Road Erosion Control I?irnle ¢Horn and ssaciates, Inc.
Charlotte, North Carolina Date: 9114200
KHA Project #: 015016055 Prepared by: KRT
Checked by:
RIP RAP APRON CALCULATIQNS
Per NCDENR Design Manual
Structure: Apron 1
Pipe Diameter ?in?: 18
Slope ?°/o}: 0 79 OA079
Manning ?n?: 0.013
Radius din): 9
Pipe Area ?sf): 1.17
Wekted
Perimeter Flaw Area Hydraulic Flaw Velocity
Depth Theta (ft} ?sf} Radius Flow GPD ?CFS fps
Flov?ing Full: 18.0 6.283 4.712 1.787 0.315 6,050,397 9.36 5.30
10-year flow: 14,13 4.355 3.266 1.488 0.456 5,801,932 8.98 6.03
Discharge ?Q10} = 8.98
Pips Diameter din} = 18
450 = 0.9 Figure S.O6a
Design Conditions = Assume Minimum Tailwater
l?Vidth at Pipe Outlet'Do' ?ft? = 4.5
Length of Apron'La' eft} = 10 Figure 8,06a
Widt11 at End of Apron'W' eft} = 14.5
Min. Stone Depth din} = 24.3
Stone Class = Class B
RIP RAP APRON CALCULATIONS
Per NCDENR Design Manual
Structure: Apron 2
Pipe Diameter (in}; ? ??
Slope ?%?: ? 5 O.Q'196
Manning (n?: !; ?7?;?
Radius (ir??; 9
Pipe Area Est}: 1,7
Vetted
P+?rir?eter F??w Area I+fdruli? Flow ?lelocity
Depth rthet? tt sf? Radius Ffow ?GPD} CF} fps}
Flowing Full: 18.4.. - 6.283 4.712 1,7?a?` 0.375 9,530,120 14.7'5 8.34
10-year flow from ICPR: `?? .??
.. ?... 3.197 2.398 0.915 0.38 4,990,534 1.72 8.44
Discharge ?Q10} _ ?'.?'
Pipe Diameter din} = 18
450 = 0.? Figure 8?06a
Design Conditions = Assu+a tin?murn T?iiwater
Width at Pipe Outlet'Do' eft} _ ?.5
Longthw of Apron'La' eft) = 1 ?? Figure 8.08a
Width at End of Apron'W' eft} = 14.:5
Min, Storrs C?epth din} = 24,3
Sloane Class = ???t?? k
? ? ? iUmleyHam
t
I
A
i
a
es,
nc.
ssoc
? _ _ _ and
Pre vs. Post Runoff Analysis
Composite Curve Number RCN)
Project Information
Project Name: Dixie River Road
KHA Project #: X01 X016055
Designed by, i{RT Date: 11412010 _
Revised by: Date;
Revised by: Date;
- omRasite
Drainage Area Drainage CoverlSoi! Name Hydrologic Soil Product of Curve Number
Name Location Type} Cover Descriptionx Group Curve # (CNy*? Area lac} CN x area (CND
PRE-DEVELOPMENT -
Monacan, Woods

_ DA-1 OUTFACE 1
i
Mecklenburg _ ' i n
Good Condit o C 70 1 fit 113 70
Meadow ?
Davidson Good Condition B 71 ? 2 65 ' 188 71
I 4.26 ? 301 70.6

Mecklenburg,
Woods ? °
DA-2 OUTFACE 2 Wilkes Good Condition ? C 70 3 70 I 259 70
Waads
Cecil Good Condilion B 55 ! 8.10 ? 446 55
11.80 ? 705 59.7
Total Pre?leveloprnent Area = 16.06
POST DEVELOPMENT
i
DA-1 POND 1 Impervious ? 96 _ _ ? 2 51 ? 246 98
Mecklenburg,
?
?_
Monacan, Wilkes
Open Space - Fair Condition
C
79
2.29
_ 181
79
Davidson Open Space -Fair Condition ? B ? 69 0.61 42 69
y I ? 5.41 ? 468.98 i 86.69
DA-1 FUND} OUTFACE 1 Monacan Open Space -Fair Condilion C 79 0.17 13 _ 79
. i ? 0.17 i 13.43 79.00
+??
DA-2 POND 2

- ?

Mecklenburg,
Monacan, Wilkes p Im erviaus
9 p _
c
Open Space -Good Condition
-.. ?
_

C ? ?
? 98

74
s 14.29

0.72 140D

_ 53 I 98

_ 74
Cecil Open Space -Good Condition B ? 61 4.78 ° 292 61
? - 19.19 1745.2$ ? 88.19
-2 UND OUTFACE 2 ?
DA } Cecit ? Open Space -Good Condition B I fit 1.08 ? fi6 61
1.08 65.88 61.00
Total Past-tle?relop m?nt Area = 26.45
k Cover Descriptions per TR-55 Manual
?* From TR-55 Manual, Table 2-2 a & c
??` Assumed approximately 90°/° impervious for un developed acreage to be develo ped.
K;ICSE LDEV1015016 City of CharlottelD55 Dixie River Road Stormwater ManagementlCalcslStormwater Calculations_2009-09-17.x1s 1 of 1
`a?
11
u
?i .
i
E'
mE
]?
F F
N ?
?I R
? U N
O1
a ??
U ?
N
? 7
= f6
L
L
Q? ? r?".++
v
??
^?
W
."ti
C
0 D
U LL
? 4-
? ?
O ?
N
n?
ya
??
tl ?

H

.?' C
R 0
C ++
Q ro
0 ?
C v
? 0
N V
? N N
L (?
w
? ? ?=
3 r
w.

c
cc m
'? a

??U
0
D
am
$
? f+
? N
?
a a
0

O
r
N J

?
J ?
r
O
N ? d7
?
? s
C
0
a
U

lQ
??

r
D
l0
r N
N
?
7
D
U
D
'?
3
°
? -
LL
0
Q1
? a
h
m?t? ?a
E? ??

? ? N N ?
¢ ?
0 = ? ? ? ? J
oaY
ro
?
?
L 91
N
++
m
?O
L
a ?
roz
{V
r ?Y ?
? ? ti 47
? ? ? N
N

?
I v7 II
.?
C
??
?;
C

?
I V uy II
.-.
C
E
H
C
?
a:?
? ?
+,
?
V

- k
? w
0
m
E

s
?
rs ? ? i
a,
c ?
I ? ?

o °
D O

G j
E
?' D
M
a ? a
? ?

o? m
c
t
?? ? U
-
?
a1 ? .?.
d C

? N C

U ,?
? v
?J ? ? N
? m
C
? ? r1 C
CGG ?
? U

0 ? .?
a
r 0
w ?
r
I ?
I (V
d
v
0
N
?-.
m
J
C
h
O
O
0
m
c
m
v
0.
0
a
U
N
Ol
O
v
D
U
u
r 3
rn o
? ?
? `o
Of ?
m
'cv?
`°??
? m '?
lA N N
? C ?
?E
Ef9o
r
°Uli
???
? O ?
N
x
0
0
0
N
1
c
0
.?
U
l?
U
d
m
Ql
I?
E
L
O
++
N
0
a?
O
u?
0
a?
0
`m
L
U
a
U
co
O
O
W
0
J
wl
U
Y
?? ??
?1??,11?I?t ???? ? ??f??
?? ?.
?f???h ?n? ?c??r??? p??ram ?r P?aa?d ?
??. Pr??ari ? 4???lr??l-Ir??r? ?r?? ?E?a, Ire., i rip????? ????L ? .a
?'• Hytl? ?.?? ?I? ?1 ??? F°??CI? rf?w??? ?lut?? LLB
Pond ? Type 1124-hr T year, 24 hour storm Rainfall=2.58"
Prepared by Kimsey-Horn and Associates, Inc. Printed 2/2212010
HydroCAD®9.00 sin 05123 ©2009 HydroCAD Software Solutions LLC Pa e 2
Summary for Subcatchment ?S: Pre?iev DA-?
Runoff - 2.43 cfs ? 12.10 hrs, Volume= 0.188 af, Depths 0.53"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year, 24 hour storm Rainfall=2.58"
Area ac CN Descri Lion
4.60 ?1
4.260 ? 00.00°/o Pervious Area
Tc Length Slope Velocity Capacity Description
min feet ft1ft ftlsec cfs
15.5 Direct Entry, From spreadsheet
Subcatchment ? S: Pre?iev DA-?
Hydrograph
2.4 ifs ?
T? ? i?? e r a? w
l
?o? Sorn? ? .e • ? • ? . ..
? }V} Y i 1 }
? F ? }}
+ f ? R? {
' ? ? r
i v
.
R??ofA ? ;
?:
rea?R c
a ??
a?
^? { • f ` 9
,? _ 1 ? .
i
t 1
Rio oi?n?:?? ? . .
'?
i
?f De o.?,
fl??o ? - i
i.
?-- Tc=? ? rrt?i?
t
??'? ? i - ?
:.
.
I
?.
? i ? ? T {$ 9 10 11 12 1?3 14 1p? 1? 1? 1? 1 ? ?1 ? ?
Time ?houfs?
Pond 1 Type 1! 24-l?r 1 year, 24 hour storm Rainfall=2.5S"
Prepared by Kimley-Horn and Associates, Inc. Printed 212212010
H?r?oCAD 9.?J9 s?r? 0512 99 H??oCAD aftu??are clu#?o?s LLB Pale 3
Summary for Subcatchment 2S: Post-dev DA-1
[49] Hint: Tc?2dt may require smaller dt
Runoff - 13.36 cfs ? 11.96 hrs, Volume= 0.621 af, Depths 1.38"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year, 24 hour storm Rainfall=2.58"
Area ?ac? CN Description
5.410 87
5.410 100.00°/o Pervious Area
Tc Length Slope Velocity Capacity Description
?min? Meet} ?ft1ft? ?ftlsec ?cfs? ,_
5.0 Direct Entry, From spreadsheet
Subcatchment 2S: Post-dev DA-1
Hydrograph
14 ? Cf?
ij # ?qi .......P..... P ,
?" v i
12? . t ? ?. ?....:? - hour o??"
p ;
P . , . *'
11? P ¦
ti ., .q.. ..?.......?.. ...,..,. II I
P L i ? R ?
10. o i ? ? -
6
` ? ?o
:. t P
P
N .
F P
? B- P
i
`/ ? S. pia ??? ?.... .'tr •. •.?j ?.
1 ? Pi
.
3 P ? -
??
v ? ? P
_ .
... ;: .;,........m.....???...,.???., r
'? R?r?o?Dt???
LL P
.
P ? • . I i
? ? - n..}1 r.?ne
. • ? _
1 b e , ? P
JJ
. a ? ?
? Y # ?4
t S
{ ? * ?
?•n - ? . ? .
i 0 Y
` + b
1/? * . ¦ .T 7 F s
fin; P . - -
?_
0 1 3 ? ? ? ? ? 10 11 12 13 14 '15 1? ?7 ?? 1J 0 1 ? ? ?4
Time (hours)
Pond ? hype 1124-hr 1 year, 24 hour storm Rarrrfa11=2.58"
Prepared by Kimley-Horn and Associates, lnc. Printed 212212010
H droCAD®9.00 stn 05123 n 2D09 H droCAD Software Solutions LLC Pa e 4
Summary for Subcatchment 9S: Post-Dev DA-? ?UND?
[49] Hint: Tc<2dt may require smaller dt
Runoff - 0.21 cfs @ 11.96 hrs, Volume= 0.013 af, Depths 0.89"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year, 24 hour storm Rainfall=2.58"
Area ac CN Descri? tion
0.110 19
0.170 100.00°/o Pervious Area
Tc Length Slope Velocity Capacity Description
min feet ftlft ftlsec cfs
5.0 Direct Entry,
Subcatchment 9S: Post-Dev DA-? ?UND?
Hydrograph
. ?,:..
: ?? ? 0,7 Oft
M I V Y a 4
..?. ? .,?, s. .. _
???:
o.? ? .
.?
. - o
r o?
a.2? -. 1
. i ii ., •d ?i o fie..: Eie i?
'? a i a
.
?.? ? ? ? M
. f ? G
Oe2° k - ? ? x
0.18 ?? .
o VIr??-o??1 ? f
,? 0.10..
. ,,
? .,
0,12- ? ? ? ? ?
..r ..,......i------?I.......,. . a - .
. , ? - ?
...;. a .?„ ?. t. r ? ... V F? ? N? 9
o.a$ - a i ? ? - .. ` .., .
..`
1J.OVs. ? 1 i ? . i - a i * aii _. .6
yI T I I
. e ? ? i. ? i
0.04 ? LLL i ? ? -
a f
11I {
1
0.02.. ? 2 ? 1 t
__ h
0 ? 1 2 .3 ? 6 ?' ? 10 .11 12 13 14 15 1 17 10 10 20 . ? 1 2 23 2?
Time hours)
Pond 1 Type ?! 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 2!22!2010
1-IbroD 9.00 sln 05123 ©2009 I?dreCD of?ware Solutions LLB P
Summary for Pond 3P: Dixie Wet Pond 1
This pond has been sized based on a future wall to be installed by others. Due to this, the custom stage
data that appears in these calculations is smaller than the actual pond grading. When the wall is installed
above temporary pool on the back side of the pond, the pond will be sufficient.
Inflow Area = 5.410 ac, 0.00% Impervious, Inflow Depth ? 1.38" for 1 year, 24 hour storm event
Inflow = 13.36 cfs a? 11.96 hrs, Volume= 0.621 of
Outflow = 1.09 cfs @ 12.52 hrs, Volume= 0.343 af, Atten= 92°/a, Lag= 33.6 min
Primary = 1.09 cfs @ 12.52 hrs, Volume= 0.343 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24,00 hrs, dt= 0.05 hrs
Peak Elev= 635.45' @ 12.52 hrs Surf.Area=10,988 sf Storage=14,312 cf
Plug-Flow detention time= 242.4 min calculated for 0.343 of X55% of inflow}
Center-of-Mass det. time=126.2 min ? 949.8 - 823.7 }
Volume Invert Avail.Stora a Stora a Descri tion
#1 634.00' 45,482 cf Custom Stage Data ?Prismatic? Listed below ?Recalc}
Elevation Surf.Area Inc.Store Cum.Store
feet s -ft cubic-feet cubic-feet
634.00 1,800 0 0
634.50 9,888 4,422 4,422
635.00 10,486 5,094 9,516
636.00 11,596 11,041 20,551
637.00 ? 2,451 12,021 32,583
638.00 13,340 12,899 45,482
Device Ro?.,tin invert Outlet Devices
#1 Primary 633.30" 18.0" Round Culvert
L= 38.0' RCP, square edge headwall, Ke= 0.500
Outlet Invert= 633.00' S= 0.0079'1' Cc= 0.900 n= 0.013
#2 Device 1 634.00' 1.5" Vert. OrificelGrate C= 0.600
#3 Device 1 635.20' 30.0" W x 10.0" H Vert. OrificelGrate C= 0.600
#4 Device 1 636.80' 14.0' long x 0.5' breadth Top of Grate
Head feet} 0.20 0.40 0.60 0.80 1.00
Coef. English} 2.80 2.92 3.08 3.30 3.32
#5 Secondary 636.80' 45.0' long x22.0' breadth Emergency Spillway
Head feet} 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. English} 2.68 2.10 2.10 2.64 2.63 2.64 2.64 2.63
Prirr?r OutFlow Max=1.09 cfs @ 12.52 hrs HW=635.45' Free Discharge}
?=Culvert Passes 1.09 cfs of 9.34 cfs potential flow}
2=?rificelGrate Orifice Controls 0.07 cfs @ 5.68 fps}
3=Ori?celGrate Orifice Controls 1.02 cfs @ 1.61 fps}
-Top of Grate ? Controls O.OD cfs}
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs Hvv=634.00' Free Discharge}
t-5=Emergency Spillway ? Controls 0,00 cfs}
Pond 1 Type !! 24-hr ? year, 24 ?rour storm Rar'nfall=2.58"
Prepared by Kirnley-Horn and Associates, Inc. Printed 212212010
HydroCAD®9100 stn 05123 ©2Q09 H droCAD Software Solutions LLC Pace 66
Pond 3P. Dixie Wet Pond 1
Hydrograph
Ir?ifaw
,i+r etM ik-? #? jai !Itii .i .Y?F ???{lr
ll?flo ? ????????
.y .. ? 1 •
+j i? ?
,i. ..s.- .?.. ..i.. •aa..
t : : ? ?`?
1 ?o??
.
I
11. 1 -
1 ? e F
F i • °
N •?• •FF R
• ? _ ? • ! ? I I ? 1
,--? T
ki{ 1 I} 9?? ? i . I Rp
e ? E - I 1 ? k
• I
Y ? ? i Y
1
?!? I .1-? i.i ?r? is ly a 9i?s ?r..?? •? - ; .. y .? ?a . ?.. ., '... ..aa?i aLrl yi??..?#•f .- .
Y? n !-? a 1 1 ? ? T TTR t
? 1 1 i 1 1
?6 ?? # 1 k
? ? 1
?., ? - .
?• ?
? .? ??
. .. +ir
,,
r
.L
r
r A?: f
UIF?J? 4?p? ?r ? .
??? -. -
? 1 3 4 7 8 9 ? 10 11-.1,? 13 14 15 ? 1? 16 1? !? 1 ??
Time (hours
Pond
Type 1124-nr 1 year, 24 hour storm Rainfa11=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 212212010
HydroCAD®9.00 sln 05123 0 2009 H droCAD Software Solutions LLC ? e 7
Stage-Discharge for Pond 3P: Dixie 111fet Pond 1
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
634.00 0.00 0.00 0.00
634.05 0.00 0.00 0.00
634.10 0.01 0.01 0.00
634.15 0.02 0.02 0.00
634.20 0.02 0.02 0.00
634.25 0.03 0.03 0.00
634.30 0.03 0.03 0.00
634.35 0.03 0.03 0.00
634.40 0.03 0.03 0.00
634.45 0.04 0.04 0.00
634.50 0.04 0.04 0.00
634.55 0.04 0.04 0.00
634.60 0.04 0.04 0.00
634.65 0.05 0.05 0.00
634.70 0.05 0.05 0.00
634.75 0.05 0.05 0.00
634.80 0.05 0.05 0.00
634.85 0.05 0.05 0.00
634.90 0.05 0.05 0.00
634.95 0.06 0.06 0.00
635.00 0.06 0.06 0.00
635.05 0.06 0.06 0.00
635.10 0.06 0.06 0.00
635.15 0.06 0.06 0.00
635.20 0.06 0.06 0.00
635.25 0.15 0.15 0.00
635.30 0.32 0.32 0.00
635.35 0.53 0.53 0.00
635.40 0.79 0.79 0.00
635.45 1.07 1.07 0.00
635.50 1.39 1.39 0.00
635.55 1.73 1.73 0.00
635.60 2.10 2.10 0.00
635.65 2.50 2.50 0.00
635.70 2.91 2.91 0.00
635.75 3.35 3.35 0.00
635.80 3.81 3.81 0.00
635.85 4.28 4.28 0.00
635.90 4.78 4.78 0.00
635.95 5.29 5.29 0.00
636.00 5.82 5.82 0.00
636.05 6.35 6.35 0.00
636.10 6.80 6.80 0.00
636.15 7.20 7.20 0.00
636.20 7.57 7.57 0.00
636.25 7.91 7.91 0.00
636.30 8.24 8.24 0.00
636.35 8.56 8.56 0.00
636.40 8.86 8.86 0.00
636.45 9.15 9.15 0.00
636.50 9.43 9.43 0.00
636.55 9.70 9.70 0.00
636.60 9.96 9.96 0.00
636.65 10.22 10.22 0.00
Elevation Discharge Primary Secondary
feet} ?cfs} ?cfs} ?cf?
636.70 10.41 10.47 0.00
636.75 10.71 1 D.11 0.00
636.80 10.95 10.95 0.00
636.85 12.97 11.62 1.35
636.90 16.41 12.65 3.81
636.95 20.92 13.91 7.01
637.00 25.40 14.61 10.79
637.05 29.84 14.74 15.10
637.10 34.15 14.86 19.89
637.15 40.09 14.98 25.11
637.20 45.84 15.10 3D.74
631.25 51.90 15.22 36.68
631.30 58.30 15.34 42.96
637.35 65.02 15.46 49.56
631.40 72.04 15.57 56.47
637.45 79.01 15.69 63.32
637.50 86.17 15.80 70.37
637.55 93.52 15.92 77.60
637.60 101.D4 16.03 85.01
631.65 109.16 16.14 93.01
631.70 117.5D 16.26 101.24
637 .l5 126.06 16.37 109.69
637.80 134.83 16.48 118.35
637.85 144.04 16.59 127.46
637.90 153.49 16.70 136.80
63 7.95 16 3.17 16.80 146.37
638.OD 113.08 1 fi.91 15fi.11
Pond 1 hype X124-nr ? year, 241?our storm Rarnfa11=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 212212010
I??ydr?D_.C?? slr? ?5?23 .ADO H dr?AD ?ttwre S?I?t?c?ns LLC Pa e 8
Summary for Pond 8P: ?utfall 1
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 5,580 ac, 0.00% Impervious, Inflow Depth ? O.17" for 1 year, 24 hour storm event
Inflow = 1.11 cfs ? 12.51 hrs, Volume= 0.356 of
Primary = 1.11 cfs ? 12.51 hrs, Volume= 0.356 af, Atten= 0°/°, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0,00-24.00 hrs, dt= 0.05 hrs
Pond $P: 4utfall 1
Hydrograph
? ?ntl?+?
? ?rin??r?
1
..
..
3
0
0
0 1 ? q a 7 8 9 10 11 12 13 14 15 16 17 18 1? ?? ?'? ?? ?? ??
Time (hours
1S ?S '??
Pre-dev QA-2 Pvst-de DA-2 Post C?e? A?Z FUND}
?? ?? ?P
Dixie W?# Pond 2 Outfall
5ut7ca Reach and ??.?.?,j??( drainage Diagram for Pond 2-exarregle
L-',, r? Prepared by K[mieyHarn and Associates, Inc., Printed 5f512?1?
FfydroCAfl? 9.0? }In OSt23 C? 269 HydrvCAd So[lware 5olulioe?s LLC
Pond ?-exam le Type !! 24-hr ? year, 24 Hour storm Rarnfal1=2.58"
p
Pre ared by Kimley-Horn and Associates, Inc. Printed 515!2010
P c ffiNare Solutions LLC _ Pa e
HvdroCAD? 9.DD sln 05123 •2119 H ?r?CA? S• _
Summary for Subcatchment 1 S: Pre?ev DA-2
Runoff = 0.84 cfs ? 12.31 hrs, Volume = 0.190 af, Depths 0.19"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year, 24 hour storm Rainfall=2.58"
Area ac CN Descri tion
11.soo 60
11.800 100.00°/o Pervious Area
Tc Length Slope Velocity Capacity Description
min feet ftlft ftlsec cfs?
24.2 Direct Entry, From spreadsheet
Subcatchment 1S: Pre?ev DA-2
Hydrograph
0.9 . ? ? ? x,84 ?f
0.85, ? ?? ?h? ? r
0.8-
0.75-? hole Stogy
O.l- ? ? ??
Os o Are????o
?. 0.55-. .
?.- Rolf o?e??? o ?
0.45_ R??o? D - h.? ?`
? 0.4 , .
0.35 ?*..?? ?? .. ?,
0.3 - ? , ?,
,?. .
0.25- ?#?? ...?,,, .; '.,.t. r.
1 1 a ? I
? a
s
* Y ' j ? !
C
0,1- . F
f
0.05
0
? ? 3 4 5 l 8 9 10 11 12 13 14 15 19 1?` 18 ?
Time (hoursy
L I 66 6.]!
R??r??
Pond ?-example Type 1124-hr 1 year, 24 hour storm Rarnfal! 2.55"
Prepared by Kimley-Horn and Associates, Inc. Printed 51512010
H droCAD®9A0 stn 05123 ©2009 H droCAD Software Solutions LLC Pa e 3
Summary for Subcatchment 2S: Post-dev DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff - 51.23 cfs @ 11.96 hrs, Volume= 2.389 af, Depths 1.45"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year, 24 hour storm Rainfall=2.58"
Area ac CN Descri Lion
19.790 88
19.190 100.00°/° Pervious Area
Tc Length Slope Velocity Capacity Description
min feet ftlft ftlsec cfs
5,0 Direct Entry, From spreadsheet
Subcatchment 2S: Post-dev DA-2
Hydrograph
- ? ? ? .. .: e r

i t
. ? C'4?IFk1??

a
1
i Y ? V ? .i Lf?
? i
F
t

}?' i
.
???
? ?
?.. ...is } .. a.
._r, ..
?? ? ? ? 11 -h? ?
1 ? `r
,

4?- .
,m.?,

i ..
a, ,??: e .?
hoer sto?rr
? ?,
i h +
??yy ?.. .? P I 1'?????I?isl?'
?V`

+?
? :. - ..
E ?o A??? ? #r+4
?J .,

?y
?? .. :' I fo Vo??.?/ ?
' '
.
?++ .. +
.r .' i- ? ? 1 ... h? ???

o Dept
F'
. + F
r
+ _
-• bb
?
Y _ R
? - F

4f '

f k
x
o ? '?•

YYY 0 1 2 3 4 5 6 7 8 ? 1? ?1 ? ?- 1? 1 ? 1? i? 1 {l ? ? ??3 4
Time ???u???
Pond 2-example Type 1! 24-nr 1 year, 24 hour storm Ra?nfa11=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 51512010
?roAC 9.00 sln 05123 n 2009 ? ?roCD Softrare Solutions LLB Pa e 4
Summary for Subcatchment 9S: Post Dev DA-2 ?UND?
[49] Hint: Tc<2dt may require smaller dt
Runoff -- 0.24 cfs ? 12.00 hrs, Volume= 0.024 af, Depths 0.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0,00-24,00 hrs, dt? 0.05 hrs
Type II 24-hr 1 year, 24 hour storm Rai nfall=2,58"
Area ac CN Descri tion
1.480 61
1.080 100.00°/o Pervious Area
Tc Length Slope Velocity Capacity Description
min feet f#Ift ftlsec cfs
5.0 Direct Entry,
Subcatchment 9S: Post Dev DA-2 ?UND?
Hydrograph
0.26- - ? ?????
8
??.24 Cfs
0,24 - ? ? i
{
? ..
0,22
?. ? ?.
+??}
??4 r T
w `'
_? R?III
0.1 ? ? .?:
? ... 11,-.,., ?. ....,?- ...?.....
r I r
R?r?o?f Ar=?o!
a,??-?
0.??. ?r?off 'o??aeli ? . k,
..,
a ?? ? ? .
;
0.1 ? Tic=? ? i
i ? a
? oq ?
? a
a i
{
0,08-
?N?? ? ? F .
{ q
9 l
0,06 - ' '
...,
0.04 ? .
0.02
1 2 ? 5 6 ? ? 0 10 11 12 13 14 15 16 17 18 1? 2? 21 22 2 4
Time ?hours?
Pond 2-example Type 1124-hr 1 year, 24 hour storm Ralnfal1=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 5512010
??roCA[ 9.?? 'n ??123 __?9 I-?y?raCAD a????are ?I?t?c??ns LLC ??
??
Summary for Pond 3P: Dixie Wet Pond 2
Inflow Area = 19.190 ac, 0.00°/o Impervious, Inflow Depth ? 1.45" for 1 year, 24 hour storm event
Inflow = 51.23 cfs ? 11.96 hrs, Volume= 2.389 of
outflow = 0.82 cfs a? 17.14 hrs, Volume= 0.655 af, Atten= 98°/0, Lag= 347.1 min
Primary = 0.82 cfs @ 17.14 hrs, Volume= 0.655 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 654.09' @ 17.74 hrs Surf.Area= 41,244 sf Storage=18,057 cf
Plug-Flow detention time= 405.4 min calculated for 0.654 of X27% of inflow}
Center-of-Mass det. time= 275.1 min ? 1,094.7 - 819.6 }
Volume Invert Avail.Stora e_ Stora a Descri tion
#1 652.00' 210,330 cf Custom Stage Data ?Prismatic? Listed below ?Recalc}
Elevation Surf.Area Inc.Store Cum.Store
feet s -ft cubic-feet cubic-feet
652.40 32, l06 0 0
652.50 34, 232 16, l35 16, 735
653.00 38,218 18,113 34, 847
653.40 39,322 15,505 50,355
654.00 40,996 24,095 74,450
655.00 43,829 42,413 116,863
656.00 46,720 45,275 162,137
657.00 49,666 48,193 210, 330
Device Routln?g Invert Outlet Devices
#1 Primary 652.00' 18.0" Round Culvert
L= 51.0' RCP, square edge headwall, Ke= 0.500
cutlet Invert= 651.00' S= 0.0196 'I' Cc= 0.900 n= 0.013
#2 Device 1 652.00' 3.5" Vert. OrificelGrate C= 0.600
#3 Device 1 653.96' 30.0" W x 8.0" H Vert. OrificelGrate C= 0.600
#4 Device 1 655.60' 14.0' long x 0.5' breadth Top of Grate
Head feet} 0.20 0.40 0.60 0.80 1.00
Coef. English} 2.80 2.92 3.08 3.30 3.32
#5 Secondary 655.60' 20.0' long x 31.0' breadth Emergency Spillway
Head feet} 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. English} 2.68 2,70 2.70 2.64 2.63 2.64 2.64 2.63
Prirrrary GutF?? Max=0.81 cfs ? 17,74 hrs HW=654.09' Free Discharge}
1=culvert Passes 0.81 cfs of 9.84 cfs potential flow}
2=Gri?celGrate rifi+?e Controls 0.45 cfs @ 6.71 fps}
3=Gri?celGrate ?Cr?fi+ce Controls 0.37 cfs @ 1.15 fps}
Top of Gra#e ? Controls 0.00 cfs}
Secondary 4utFlow Max=0.00 cfs ? 0.00 hrs HW=652.00' Free Discharge}
L5=Emergency Spillway ? Controls 0.00 cfs}
Pond 2-example Type !! 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 5151200
HydroCAD®9.00 sin 05123 ©2009 HydroCAD Software Solutions LLC Page 6
Pond 3P: Dixie 1Net Pond 2
Hydrograph
?? -
f ?
1.2 ?f
i. d! eii? f.s ??a
t .
c? ? ?
. ,.....,?; :.?,..,?,.?.?.? .;..d.,?.: ..
4-
'/?I ? d Y. I i JY
?Y?ry 1 ?• r # ? Y 1F
i 1 1 ° • ?
I . . i r
d I ? f ? ? ? -
P I .a?ec \f c... iia ••..elvenni.; ?-+Y-+. i?--H•
1 A i
a..,, d
3
1 i
Y ?
i ... d. f +
1 i
7f.1 . i
i F t
? t 1
3 ? ? + 1r1
?Y//?'iY.d`d`''''y1y + 1 ram 1 .....Yq M...ii. „•. ?'.•
111 ?
i i
a
a e • ?
. 1 - t
qY}
. ...
16° Y' ? d ;... ? ?1 ...7n, i : si v .I . :ii-??• ?4 y .. ry.
. n Y . ? y
??`
{•
¦ in?ow
?10??1+?v?
(? P'rimary
???????r
? 1 2 3 ? 6 6 ? ? 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours
Pond 2-example Type !! 24-hr ? year, 24 hour storm Rainfall=2.55"
Prepared by Kimley-Horn and Associates, Inc. Printed 5/512010
H droCAD®9.D0 stn 05123 ©2009 H droCAD Software Solutions LLC _ P l
Stage-Discharge for Pond 3P: Dixie Wet Pond 2
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
652.00 0.00 0.00 0.00
652.05 0.01 0.01 0.00
652.10 0.02 0.02 0.00
652.15 0.05 0.05 0.00
652.20 0.07 0.07 0.00
652.25 0.10 0.10 0.00
652.30 0.13 0.13 0.00
652.35 0.15 0.15 0.00
652.40 0.16 0.16 0.00
652.45 0.18 0.18 0.00
652.50 0.19 0.19 0.00
652.55 0.20 0.20 0.00
652.60 0.22 0.22 0.00
652.65 0.23 0.23 0.00
652.70 0.24 0.24 0.00
652.75 0.25 0.25 0.00
652.80 0.26 0.26 0.00
652.85 0.27 0.27 0.00
652.90 0.28 0.28 0.00
652.95 0.29 0.29 0.00
653.00 0.30 0.30 0.00
653.05 0.31 0.31 0.00
653.10 0.31 0.31 0.00
653.15 0.32 0.32 0.00
653.20 0.33 0.33 0.00
653.25 0.34 0.34 0.00
653.30 0.35 0.35 0.00
653.35 0.35 0.35 0.00
653.40 0.36 0.36 0.00
653.45 0.37 0.37 0.00
653.50 0.37 0.37 0.00
653.55 0.38 0.38 0.00
653.60 0.39 0.39 0.00
653.65 0.39 0.39 0.00
653.70 0.40 0.40 0.00
653.75 0.41 0.41 0.00
653.80 0.41 0.41 0.00
653.85 0.42 0.42 0.00
653.90 0.43 0.43 0.00
653.95 0.43 0.43 0.00
654.00 0.50 0.50 0.00
654.05 0.66 0.66 0.00
654.10 0.87 0.87 0.00
654.15 1.12 1.12 0.00
654.20 1.40 1.40 0.00
654.25 1.72 1.72 0.00
654.30 2.06 2.06 0.00
654.35 2.43 2.43 0.00
654.40 2.83 2.83 0.00
654.45 3.24 3.24 0.00
654.50 3.68 3.68 0.00
654.55 4.14 4.14 0.00
654.60 4.61 4.61 0.00
654.65 5.08 5.08 0.00
Elevation Discharge Primary Secondary
feet cfs cfs} cfs
654.70 5.46 5.46 0.00
654.75 5.81 5.81 0.00
654.80 6.12 6.12 0.00
654.85 6.42 6.42 0.00
654.90 6.70 6.70 0.00
654.95 6.97 6.97 0.00
655.00 7.22 7.22 0.00
655.05 7.47 7.47 O.DO
655.10 7.71 7.71 D.00
655.15 7.94 7.94 0.00
655.20 8.16 8.16 0.00
655.25 8.38 8.38 0.00
655.30 $.59 8.59 0.00
655.35 8.79 8.79 0.00
655.40 8.99 8.99 0.00
655.45 9.19 9.19 0.00
655.50 9.38 9.38 0.00
655.55 9.56 9.56 D.DO
655.60 9.75 9.75 D.00
655.65 10.96 10.36 0.60
655.70 13.04 11.34 1.69
655.75 15.67 12.55 3.11
655.80 18.15 13.95 4.79
655.85 21.69 14.98 6.71
655.90 23.94 15.10 8.84
655.95 26.38 15.22 11.16
656.00 29.00 15.34 13.66
656.05 31.76 15.46 16.30
656.10 34.67 15.57 19.09
656.15 31.72 15.69 22.03
656.20 40.90 15.80 25.10
656.25 44.06 15.92 28.14
656.30 47.31 16.03 31.27
656.35 5D.63 16.14 34.49
656.4D 54.04 16.26 37.78
656.45 57.71 16.37 41.34
656.50 61.47 16.48 45.00
656.55 65.34 16.59 48.75
656.60 69.30 16.70 52.60
656.65 13.45 16.80 56.65
656.70 77.71 16.91 60.80
656.75 82.07 17.02 65.05
656.80 86.53 17.12 69.41
656.85 91.02 11.23 73.19
656.9D 95.60 17.33 78.26
656.95 100.26 17.44 82.82
657.00 105.00 17.54 87.4fi
Pond 2-example Type 1124-nr ? year, 24 Hour storm ?air?fa11=2.58"
1 rep??e? by ale Hc?rr? and Asoo?ates, Inc. I r?r?te? 515I2010
droAD 9.?? ?? 052 209 ? dreAD ofrsr clukicn? I?LD P: e 8
Summary for Pond 8P: ?utfall 2
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 20.870 ac, 0.00°/o Impervious, Inflow Depth ? 0.39" far 1 year, 24 hour storm event
Inflow = 0.83 cfs @ 17.71 hrs, Volume= 0.615 of
Primary = 0.83 cfs @ 17.71 hrs, Volume= 0.675 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Pond 8P: outfall 2
Hydrograph
0.
0.6
0.
O.l
0.
1,f{
YF
... 0.?
N
C? (?.
..•
3 ?,4
0
? 0.
0.3
0,
0.2
0.
0.1
0.
0.0
ir?i'ie? ??
Prim??r:?
0 1 ? ? 7 0 ? 10 11 12 13 14 ?? 5 1 Q ? ? 1 ? ? ? tf ? ?? .s ??
Time (hourly

C,
??
ii
v
H
C
0
7
V
V
_0
LL
V
? ? D
C NNN
? c'? o? N
E •
?, ??N
.?
d1
? N N ?
+? +.• ?
0 ? ? ?
? ? ?
?X? ?m
C ? ?
G ? ? ? ? ?
Erom ???
?Z? ?N?
? V ? m V •N
Boa .aNit?
? ?_ DU
maY
.o
a
'? ? ?
d
? ? ?
.-,
? ?
?, x
N_ ?
VN
p??
N.???
t o?
x,400
d? ??
J
? ? ?
?.,[?
? C ? ?
3 ?? ?
o ?
o ro
E ?
0 0 •?
?d???; ?
??????
a
? a~ ?
L
N
? ?
v H ? ? .C
as ? ?' ? 3
? O
L
N
C
G y ? ?D ?
? v ? ?
? ?
0
? ? ?
? ? G7 (fl O
V ? ? ?
d??"•cfl
? ?
c]
ro
,? ?, a
u? ? t` et A
? ? ?? ?
? U
ro
? +? ? _
?? .3
???,
0 0
U
ro
o?? ?
vs ??
_??? U
:? ?;
C
tl?
? r ?t7 ?
._ C +? iQ N
:.. ?
0
.-. ?
N t ? ?_
._ ? ? ? ?
C
L N
C ? ?
o.?? ro
r fA
. X
0
.? ?
CIL?f? N
.? ? ,r t
V ? ? ?
++
7
N
N
V ?? ?
0 0 °?
0
? ?? ?
Q V ? U
? ?? ?
r ?V N
? ? ? W ?
J'?? c
? ? 0 ?
Z?
Culvert DesignerlAnalyzer Report
DRR CROSSING ?
Peak Discharge Method: User-Specified
Design Discharge 512.82 cfs Check Discharge 654.06 cfs
Grades Model: Inverts
Invert Upstream 641.59 ft Invert Downstream 637,54 ft
Length 206.00 ft Slope 0.019660 ftlft
Drop 4.05 ft
Headwater Model: Allowable HWIHeight
Headwater DepthlHeight 1,20
Tailwater Conditions: Constant Tailwater
Tailwater Elevation N1A ft
Name Description Discharge HVII Elev. Velocity
T x Trial-1 1-10 x 7 ft Box 572.82 cfs 648.77 ft 19.91 ftls
Title: Dixie River Road Project Engineer: Matt Edwards
k:1.,.lstormldixie river roadldrr culvert size.cvm Cary, NC CulvertMaster v3.3 [03.03.00.04]
06/01110 03:50:01 PM©Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 2
Culvert DesignerlAnaiyzer Report
DRR CRaSSING 1
Design:Trial-1
Solve Far: Headwater Elevation
Culvert Summary
Allowable HW Elevation 649.99 ft Storm Event Design
Computed Headwater Elevc 649.77 ft Discharge 572,82 cfs
Headwater DepthlHeight 1.17 Tailwater Elevation NIA ft
Inlet Control HW Elev, 648.98 ft Control Type Entrance Control
Outlet Control HW Elev. 649.77 ft

Grades
Upstream Invert 641.59 ft Downstream Invert 637.54 ?k
Length 205.OD ft Constructed Slope 0.019660 ftlft

Hydraulic Profile
Profile S2 Depth, ?ownstream 2,88 ft
Slope Type Steep Normal Depth 2.53 ft
Flow Regime Supercritical Critical Depth 4.67 ft
Velocity Downstream 19.91 ftls Critical Slope 0.003551 ftlft

Section
Section Shape Box Mannings Coefficient 0.013
Section Material Concrete Span 10.00 ft
Section Size 10 x 7 ft Rise 1.D0 ft
Number Sections 1

Outlet Control Properties
Outlet Cantrol HW Elev. 649.77 ft Upstream Velocity Head 2.34 ft
Ke 0.50 Entrance Lass 1.17 ft

Inlet Control Properties
Inlet Control HW Elev. 648.98 ft Flaw Control NlA
Inlet Type 45° wingwall flares -offset Area Full 10.0 ft2
K D.49100 HDS 5 Chart 13
M 0.65700 HDS 5 Scale 1
C 0.03020 Equation Form 2
Y 0.83500
Title; Dixie River Raad Project Engineer: Matt Edwards
k:l...lstormldixie river roadldrr culvert size.cvm Cary, NC CuivertMaster v3.3 [03,03.00.04]
06101/10 03:50:01 PMO Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT Ofi795 USA [phone] Page 2 of 2
HY-8 Culvert Analysis Report
Table ? -Summary of Culvert Flows at Crossing: Crossing 2
Headwater Elevation Total Discharge ?cfs? Culverk 2 -72" Roadway Discharge ' Iterations
??? Discharge ?cfs? (cfs}
646.30 0.00 0,00 0.00 1
648.04 19,46 19.46 0.00 1
648.87 38,92 38.92 0.00 1
649,52 58.39 58.39 0,00 1
650.12 17.85 71.85 0.00 1
650.68 97.31 97,31 0,00 1
651.23 116.17 11 fi.77 0.00 1
651.79 136,23 136,23 O?OD 1
652.39 _ 155.70 155.70 0.00 1
_
652.95 169.68 169.68 0.00 1
654 A 1 194.62 194.62 0.00 1
660.00 301.89 301.$9 0.00 Overtopping
Rating Curve Plot for Crossing: Crossing 2
?'???? ??.t1?1? ?lll??
?.
?1'0??111?: ?1I'i?,??111? ?
???
??
?_
? ???
0
? ???
???'}}
W ??.F?
? ???
2 ??
???
???
a. , p¢ 1 11` 1
.. 4? f a a a a a a a a. a. s. a. a a. t. a a i. a r a. M a ?t F 4 w•?F f T r?. a a .a a a a a. a ?. a.? a a? ..fie ? a a s a a a a .. a. a ? s
1 ? 1 1 I
I # I I 1
1 ? 1 p 1
1 p ? Y I
a. ? 1 1 p I
I 1 ? I 1
,.aaa.aaaaaaaaaa..aa.r=.__.___a,sta.,a.a.a.r_a_____a.?_.._._.?paaa..a .--_-----ai-
? p ? , 1
A I , I 1
I I F I A
? ? , 1 I
r p i ?
---r ..............?--+-ra.a-a_--------a_-_r?-_=_a..aaaaaaa .I.aa_....?,,.r#,?aaaa?,
a, ? I i 1 4
? I ? I
? p F 1 '4
r' ? I , 1 f
a. ¢ p I I ?
---t??..t,. ?aaaaaaa---r. ...-'----a_._a_..r_1_. aa.aaaa-------=I==a,.,.?.z--aaaaaaaaa?a
4 p I 1 1
F 1 I !
r } p k I f
w ? I F ? i
} p I 1 M
a. 1 1 a a ? a a a a .aaa .?.? .. ? a.a a a a ?... a. 1
.; --al
a. } 1 1 ? I
,.. I I I 1 I
p Y I 1 1
Y 1 ? 1
# 1 ? I
¦a?#i.a aaaaa.aa..a .?:......?.??.r?srw+.ar..aaa.a.a.a......a air sw?. aaa.aaaa.a.a. 1a
p I p r Y
Y A I 1 1
s p I I 1 I
1 ? p i 1
I 1 I ? Y
. alaa.a. a...a.aa.??.:a.a?++5re.t•aaa.a.aaL..a.a.aaa.a.ariart?#..?ta=•aaa...a..aa.aJa
p ? p ? 1
1 ? I p I
?' Y 1 1 I 1
1 i I F 1
I ? 1 p 1
i
al a.? a+.aa.F waaa ?1. ?.::aa«a?..a ate+a a.a aYw ......aa.+....a..--
.. a `. a ...... a. a a. 1 a ,. a ...... 1
? i 1 I ?
I 1 1 p 1
? ? 1 I
? II ? p 1
a ?o ? oo ? ?o ??r?
Total Discharge ?cfs)
Table 2 -Culvert Summary Table: Culvert 2 -72"
Total
Discharge
(cfs} Culvert
Discharge
?cfs} Headwater
Elevation
tft} inlet Control

Depth eft} Outlet
Contrel
Depth eft} Fbw

Type Normal

Depth (ft) Critical

Depth (ft} Outlet

Depth eft} Tailwater

Depth (ft} Outlet
Velocity
?ftls} Tailwater
Velocity
?ftls}
0 00 0 00 646.30 O.D00 0 0? 0-NF 0.000 0.000 0.000 0 000 0.000 0,000
19.46 19,46 648,04 1223 1.743 3-M21 1.740 0.778 1,169 1,169 3.201 4.744
38.92 38,92 648.87 1.887 2.568 3-M21 2.653 1.224 1,517 1 517 4,802 5.641
58.39 58.39 fi49 52 2.430 3.219 3-M2t 3.441 1.581 1.766 1,766 6.092 6.243
77.85 77,85 650.12 2.993 3.817 3-M21 4.349 1.897 1.967 1..967 7.217 6.709
97.31 97.31 650.68 3.566 4 378 2-M2c 5,000 2173 2,181 2.138 8062 7,094
116,77 116 77 651,23 4.:127 4 934 2-M2c 5,000 2.433 2.438 2.290 8.566 7.424
136,23 136 23 651,79 4.648 5.487 2-M2c 5.OD0 2,6fi7 2 672 2 42fi 9.,100 7.716
155.70 155.70 652.39 5,169 6,092 2-M2c 5.000 2 891 2.894 2.551 9578 7.978
169.68 169.68 652.95 5.545 6,653 7-M2c 5,000 3,045 3,047 2.634 9.909 8,151
194 62 194.fi2 654,01 6.235 7.712 7-M2c 5000 3,292 3 297 2,773 10.521 8 436
* theoretical depth is impractical. Depth reported is corrected.
t??¦¦¦r+¦¦r¦¦i+t+++r?r*+4r+??.¦¦¦¦+¦?¦.¦r.+++r?rrfYr?¦.¦.?•..rr¦iir¦trift7lrrr??:.
Inlet Elevation (invert: 646,30 ft, Outlet Elevation (invert: fi45,91 ft
Culverk Length: 200,00 ft, Culvert Slope: 0.0019
i?rr?e?i+?••+.¦r.¦¦¦.?ia:++rri+++rrFiars?...¦¦:rf¦¦+ri?+++r+???•¦¦¦¦¦.¦.¦¦¦+¦.¦r
Culvert Performance Curve Plot: Culvert 2 -l2"
??1`??1`111c?11C? ?lll?
0
Inlet Control Elev Outlet Control Elev
??4
? ???
? ???
? ???
W ???
? ?4?
? ?4?
I
???
?4?
lJ ??} IllU IaV LVU
Total Discharge (cfs)
Water Surface Profile Plot for Culvert: Culvert 2 -l2"
?r??sit? - r???itl ' Deli 1 Di??llar ? - ? ?9. ? ifs
? ?a ? ?
Cr?h*ci?t - C??T?i?t ? -??", ?t??*ei? Ibis cl?ar?c -1 ?9. ? c f?
660
65?
656
??
6a4
¦?
io 652
W 650
64?
646
- , , Y i I ? Y
.. a? 8 iF siF Ff¦+ as sL.s r. ?? YrH ¦i.k. _
? .k. ar a? 4
k i ¦ • i.? *?a'?.a. a. a. aarJ rt+
1 I
? ?
1 1 I
Y } I 1 4
M ? ? I 4
.. k ?
- I f
k }
1
k N ,
I ?
s Y
yaa?aa aa.?a+ta?.i??.4....... ar ri ?r?i tfsfi+?? t I
*??a.a.r??.s?ils.?a?.a Y F
..a a.a?a.a?sa ?itra?.a'aaa
.. I F
Y k k
I f
k I
A ? ?
I 1
I k
I k Y
I I
k I
? k
I ?
w I ? '
.rr?ls??i*. *,.a.a?Lrr???f ?*aa4?aaa.ar?atir I ?
rh.*f*...aaaaa????¦ ¦ I
astr..J...aa?aaa?r•.ti?i.s*
I Y
i Y Y q
+ Y
k a
1 A ?
f Y
k
r I k
F k i
6 I
Y ?
? 1
4 I
1 k
aa,????•*; .. ??aa ar.a e I
at??s .. ;,?#.+ aaaaa.a?aa?.a?it ?
a,.+a ...,.?Y..: aa?a ? I
i $,tf.?*. ....a.aaa.,ar.
_ 1 I
k i
f I
I k
k f M
i I
? Y I
? ' Y
a??*®;i*.+?t.a.a? ??.?a?•*?siwFr*aa.a?.saga+ 1
f
rp;sa Y
k
¦*a+...aa.aal.a?Tri 1 I.
1 4
trs?? yaaa.aaaa?rat#a;s
? ? Y } k k 1
I
k } Y k ?
?
I Y I F.
I
.. k 3 ? ? . ? = r = . . a
a ? ' Y
.. a ? a .. ? r ? * t f * * a.. ? . a..
i ? a ?
a#
?.? ,. + .. y a ? I. 4
_.* ? ?,a ? a ? a . a a a ? ..
I Y ? I 1
1
I
r ? k 1 ? ?
i
k
?,f...}a.a.a,.a...?+. f. ' k
?....?....aka;?a,.?ssas.=Fa?a ?
aa..?7+:.-lta.a,...?aa?.aa? .?.?af*?.... ?.y..
I
? I ?
Y Y
I I.
F I
Y
n•r ?
?
? ?
y
? I
k
I k
k
Y k
k
I
i
¦?.a**:..a., aaa?? ire ?+r wes a?.a aa.a.?r ry•s
? ? yW a?
Y
k a
? ? A A k k

F Y
Y
I I
f
y l l f l l l l l P I' I I I ? f l l i ? 1? 1 I?? I L_I
-?0 0 50 100 150 ?UU 15U
Station (ft)
Site Data -Culvert 2 -l2"
Site Data option: Culvert invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 645.30 ft
Qutlet Station: 200.00 ft
Dutlet Elevation: 644.91 ft
Number of Barrels: 1
Culvert Data Summary -Culvert 2 -72"
Barrel Shape: Circular
Barrel Diameter: 6.00 ft
Barrel Material: Concrete
Embedment: 12.00 in
Barrel Manning's n: 0.0120 stop and sides}
Manning's n: 0.0350 bottom}
Inlet Type: Conventional
Inlet Edge Condition: Thin Edge Projecting
Inlet Depression: None
Table 3 -Downstream Channel Rating Curve Crossing: Crossing 2?
Flow ?cfs} water Surface
Elev eft} pepth eft} Velocity ?ftls} Shear ?psf} FrOUde Number
0.00 645.91 0.00 0.00 0.00 0.00
19.4fi 647.08 1.17 4.74 1.19 1.09
38.92 641.43 1.52 5.64 1.54 1.14
58.39 641.68 1.77 6.24 1,80 1.17
77.85 fi47.88 1.97 6.71 2.00 1.19
91.31 648.05 2.14 1.09 2.1 l 1.21
11 fi.77 fi48.20 2.29 7.42 2.33 1.22
136.23 fi48.34 2.43 7.72 2.47 1.23
155.70 648.46 2.55 7.98 2, 59 1.24
169.68 648.54 2.63 8.15 2.68 1.25
194.62 648.68 2.77 8.44 2.82 1.26
Tailwater Channel Data -Crossing 2
Tailwater Channel option: Triangular Channel
Side Slope ?H:V?: 3.00 ?_:1}
Channel Slope: 0.0163
Channel Manning's n: 0.0270
Channel Invert Elevation: 645.91 ft
Roadway Data for Crossing: Crossing 2
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 150.00 ft
Crest Elevation: 660.00 ft
Roadway Surface: Paved
Roadway Top Width: 59,00 ft
Culvert Two Downstream Ditch Calculations
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.01000 ftlft
Left Side Slope 3.00 ftlft ?H:V}
Right Side Slope 3.00 ftlft ?H;V}
Discharge 55.00 ft31s
Results
Normal Depth 1.97 ft
Flow Area 11.62 ft2
Wetted Perimeter 12.45 ft
Hydraulic Radius 0.93 ft
Top Width 11.81 ft
Critical Depth 1.84 ft
Critical Slope 0.01447 ftlft
Velocity 4.73 ftls
Velocity Head 0.35 ft
Specific Energy 2.32 ft
Froude Number 0.84
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number 0f Steps 0
GVF Gutput Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ftls
Upstream Velocity Infinity ftls
Normal Depth 1.97 ft
Critical Depth 1.84 ft
Channel Slope 0.01000 ftlft
Critical Slope 0.01447 ftlft
Bentley Systems, Inc. Haestad Methods SoB?i?e?F?arMaster V8i (SEl.ECTseries 1) [08,11.01.03]
61112010 4:04:00 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 1