20140866 Ver 1_Design Report_20140818

Strickland, Bev
From: Deborah Shirley <dshidey0>sandec.com>
Sent: Monday, August l8'ZUl4ll:3ZAK4
To: Strickland, Bev
Subject: RE: Jackson Manor P[NApplication
OK, | just dumped 6 files in the dropbox, all are SW related except the "Jackson Manor-Wetland Exhibit 2014-
O8-134df" file, those are the impact exhibits.
Deborah Edwards Shirley
Soil & Environmental Consultants, PA
919-846-S900 (office)
919-673-8793 (mobile)
ATHINK BEFORE YOUPRINT
From: Strickland, Bev
Sent: Monday August 18, 2014 10:19 AM
To: Deborah Shirley
Subject: RE: 3ackson Manor PCN Application
From: Deborah Shirley
Sent: Friday, August 15, 2014 3:20 PM
To: Strickland, Bev
Subject: ]ackson Manor PCNApplication
0ev,
The Jackson Manor P[N application package was submitted today. The project engineer did not provide a
data CD. Therefore, when you are ready ... please send me an email requesting the SW info and I will send via
Deborah Edwards Shirley
Environmental Specialist
Soil & Environmental Consultants, PA
NEW ("'PFFICE LC,'PCA-riC,'PN:
1

North Quarter Office Park
8412 Falls of Neuse Road, Suite 104
Raleigh, NC 27615
919 - 846 -5900 (office)
919 -673 -8793 (mobile)
�v . wSandiAC,colrl.
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
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THINK BEFORE YOU PRINT

STORMWATER MANAGEMENT REPORT
For
JACKSON MANOR
Wake County
Date: 05 July 2014
la
JOHN W. HARRIS, P.E.
CONSULTING ENGINEER, Inc.
www.harriseng net
5112 Bur Oak Circle
Raleigh, N.C. 27612
(919) 789 -0744

TABLE OF CONTENTS
PROJECT NARRATIVE
VICINITY MAP
SOILS MAP
AERIAL PHOTO
GIS MAP
RAINFALL DATA & RUNOFF COEFFICIENTS
STORM PIPE CALCULATIONS
DISSIPATOR PAD CALCULATIONS
DITCHLINER CALCULATIONS
EROSION CONTROL
STORMWATER BMP MANAGEMENT

PROJECT NARRATIVE:
Jackson Manor is a new residential development located in the northern most part of Wake
County adjacent to the Franklin County line. This Subdivision has planned to have 71 30,000+ SF lots,
with approximately 6,000 if of NCDOT roadway, 8 roadway cross pipes, a community water system and
6 stormwater BMP's. The project will be constructed as a whole and will not be phased. The
construction plans include erosion control methods as per Wake County requirements, wetland permits
and will comply with NCDOT for roadway design and future maintenance.
VICINITY MAP SOILS MAP
AERIAL PHOTO
Wake County, North Carolina (NC183)
U
Map
Map Unit Name
Acres
Percent
Unit
in
of AOI
symbol
AD,
ApB2
Appling sandy loam, 2 to 6
0.5
3.5%
percent slopes, moderately
eroded
CeB2
Cecil sandy loam, 2 to 6
0.5
3.5%
percent slopes, moderately
eroded
DUB
Durham loamy sand, 2 to 6
2.1
15.4%
percent slopes
LoB
Louisburg loamy sand, 2 to 6
1.6
11.5%
percent slopes
LoC
Louisburg loamy sand, 6 to
4.6
33.8%
10 percent slopes
LoD
Louisburg loamy sand, 10 to
3.5
25.5%
15 percent slopes
Lw82
Louisburg- Wedowee
0.9
6.8%
complex, 2 to 6 percent
slopes, moderately eroded
Totals for Area of Interest
13.7
100.0%

GIS MAP
DESIGN METHODOLOGY
The design of this project will involve the determination of roadway grades and stormwater conveyance
to comply with NCDOT standards. The stormwater conveyance is provided by eight cross pipes. They were
each sized in accordance with the rational formula for hydrology which uses the contributing drainage area for
each pipe with a coefficient of run -off and the appropriate rainfall intensity. The 25 year storm frequency was
used for these pipes. Pipe # 5, due to its larger drainage area was examined for the 100 yr. backwater elevation.
Rational Formula:
Q - CIA
The typical "C" values for each run -off surface are as follows:
Typical
"C" Values
Unimproved areas
0.35
Graveled
0.50
Asphalt
0.95
Concrete
0.95
Brick
0.85
Roofs, inclined
1.00
Roofs, flat
0.90
Lawns sandy, <2%
0.10
Lawns sandy, 2 -7%
0.15
Lawns sandy, >7%
0.20
Lawns Heavy, <2%
0.15 Clay
0.17
Lawns sandy, 2 -5%
0.20 Clay
0.22
Lawns sandy,>7%
0.30 Clay
0.35
Wooded
0.15
.2 -.025
Parks
0.25
Playgrounds
Single Family R -4
0.5
Single Family R-6
0.55
Multi - Family R -10
0.6
Multi - Family R -20
0.7
Multi - Family R -30
0.75
Business C &I
0.85
Industrial
0.9
Shopping Centers
0.95

RAINFALL DATA & RUNOFF COEFFICIENTS
=�
_ i
roviuyrnn. nip" -v
1
LOCATION INFORMATION:
10
25
5U
100
200
Name: Wake Forest NONII Cemllae
0
14
yMa
(5.1]5 }14)
1589a]80)
115
1288.69)
'�
,4 n
(B fi4 -10.5!
f9.85O1111
Larirude: 35 9731'
10 -min
13:554622)
(i.11 -4091)
14 21560)
(5.2J 562])
Lo-ngilude: - ]81]26'
ffi. 228545)
o.� °
s_!'g weMetwesl I
f].1 fi -85]81
1]40991 J3
Elevation: 360 fl'
!29532521
(3:ifi 4,12)
(39814]23
14.448629)
14903585)
(5.258301
i5531fifi])
f5 ]fi4381)
(5.81]63])
!fi 19826])
30 -min
12032'31)
(2.39 -2085)
(2830835,
(3.223883)
13 693331
(3.916 J4)
IS 16911
5 900591
15.]85885!
15015821)
60 -min
1121]1850)
(1.5069]8)
11819815;
1- 2.102259)
(25262897
f2. 883521)
(2922352;
[a 153'831
(3:63 -8621)
13 66553;
2 -Nr
(0]38088])
108]810051
110]1228)
(1.2511850)
116561]5!
(1.E48299)
11810221)
5
12.1929]21
123]2898)
3 -Nr
(0508.0630)
a n
e_ G-gle Maps
I[1.89981Z087
11051728)
POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
113219637
f16fi6581Y
f1.fi528GG)
WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION
6 -Nr
!030303]9)
(G 3)d Od ?0)
NOAA AHaa 14. Volume 2, Version 3
(653?50550i
[0fi3,.G)]2)
.J Print P
PDS -based precipitation frequency estimates with 90% confidence intervals (in incheslhour)1
Average recurrence interval (years)
Ouratlon
1
10
25
5U
100
200
500
1000
Xj
��
1{458428)
(5.1]5 }14)
1589a]80)
Ifi.59 ]o85)
1288.69)
fJ.B1903])
182fi'9 Bfi)
(B fi4 -10.5!
f9.85O1111
194m115;
10 -min
13:554622)
(i.11 -4091)
14 21560)
(5.2J 562])
15 o3fi 921
ffi. 228545)
Ifi.8fi 78911
fo.856833)
f].1 fi -85]81
1]40991 J3
!29532521
(3:ifi 4,12)
(39814]23
14.448629)
14903585)
(5.258301
i5531fifi])
f5 ]fi4381)
(5.81]63])
!fi 19826])
30 -min
12032'31)
(2.39 -2085)
(2830835,
(3.223883)
13 693331
(3.916 J4)
IS 16911
5 900591
15.]85885!
15015821)
60 -min
1121]1850)
(1.5069]8)
11819815;
1- 2.102259)
(25262897
f2. 883521)
(2922352;
[a 153'831
(3:63 -8621)
13 66553;
2 -Nr
(0]38088])
108]810051
110]1228)
(1.2511850)
116561]5!
(1.E48299)
11810221)
f"I. 9823531
12.1929]21
123]2898)
3 -Nr
(0508.0630)
(0520 -0]547
C0.]08091]I
I[1.89981Z087
11051728)
(1.198956)
113219637
f16fi6581Y
f1.fi528GG)
11 902828;
6 -Nr
!030303]9)
(G 3)d Od ?0)
(O.d05 6 0 15 5 11
(653?50550i
[0fi3,.G)]2)
10]3d8G 8831
!0880993)
10 B9d'11!
f1.611182fi)
11111 �d1i
12 -N1
(0185[1.221)
(G 220 02fi3)
[0.23103231
(63300'38d)
C0382 [1.459)
f0.43fi 052];
!019099])
(0.185610 EI
P.li4
(0 fi190]]5)
0.802
[0 fi8508]1)
STORM PIPE CALCULATIONS
HYDROLOGY COMPUTATION - Rational Method
PIPE # -1
0.32
acres
Q
C
I
A
Flow
2
=
0.5
4
0.32
=
0.640
cfs
10
=
0.5
5.5
0.32
=
0.880
cfs
25
=
0.5
6.5
0.32
=
1.040
cfs
50
=
0.5
7
0.32
=
1.120
cfs
100
=
0.5
7.8
0.32
=
1.248
cfs
PIPE # -2
5.24
acres
Q
=
C
I
A
=
Flow
2
=
0.5
4
5.24
=
10.5
cfs
10
=
0.5
5.5
5.24
=
14.4
cfs
25
=
0.5
6.5
5.24
=
17.0
cfs
50
=
0.5
7
5.24
=
18.3
cfs
100
=
0.5
7.8
5.24
=
20.4
cfs

PIPE # -3
Kirpich
acres
Q =
C
I
A =
Flow
2 =
0.5
4
0.41 =
0.8
cfs
10 =
0.5
5.5
0.41 =
1.1
cfs
25 =
0.5
6.5
0.41 =
1.3
cfs
50 =
0.5
7
0.41 =
1.4
cfs
100 =
0.5
7.8
0.41 =
1.6
cfs
Pipe # 5 will have a much higher time of concentration due to the size of the contributing basin. The Kirpich
Method is used to determine Tc.
Kirpich
Used at Pipe #5
tc
=
0.0078(L *0.77/S *0.385)
L
=
5400
H
=
130
S
=
2.4%
tc
24.5

PIPE # -7
14.51
acres
Q
Q
=
C
I
A
=
Flow
2
=
0.5
2
=
0.5
4
14.51
=
29
cfs
0.5
5.5
10
=
0.5
5.5
14.51
=
40
cfs
6.5
1.67
25
=
0.5
6.5
14.51
=
47
cfs
1.67
=
50
=
0.5
7
14.51
=
51
cfs
=
7
100
=
0.5
7.8
14.51
=
57
cfs
PIPE # -8
1.67
acres
Q
C
I
A
Flow
2
=
0.5
4
1.67
=
3
cfs
10
=
0.5
5.5
1.67
=
5
cfs
25
=
0.5
6.5
1.67
=
5
cfs
50
=
0.5
7
1.67
=
6
cfs
100
=
0.5
7.8
1.67
=
7
cfs

Culvert Report
pipe 91
map eev nn (ft)
Pipe LeryfiM1 (Rj =
men ­ Up (1)
Riss 9nl
= 409.10
= 24.9
ia0xaler Elev em =Normal
Irnen Eler On ml
=38990
Host ilg�
IWalue
= 0.012
Ow�r4op (da! = Otl0
Etlge
Ccep. K,M,c,Y,k
Pr 1-r
= 0.W. 2, 0.031], 9.W, -0.S
Vdm 9n (We) = 3.5]
Velce UNM) =260
Emmm�kvrcrr
= Uro
-
=.]8
HGL en (m 408
T.P ExvaBOn ml
Ip Widn lm
=411.0°
=39.0°
FMRev{m 409.51
Grsd -(fl)
W.90
Flow Ragme =OtmetCmitd
EIS'. (fl)
ptpglp
w Dew (R)
R� Im
Culvert Report
Pipe R
Pipe C]
Irnen Eler On ml
=38990
falaletlpnm
P1pe �n9m Im
sl�e ( %1
-
9.83
a'e" lnrsl -
¢rm Idsl = s)ao
Imen Rea up (m
=
=3]9x9
Tadaml�Elw, (m - Normal
s- (mJ
naps
Pan 9nJ
= Uro
-
xlgnlglren
pifi fns? -
OVeNe ds
= 9.912
O�avps (nsl =81.39
EdW
Cce
- 5y E0ga
= 0.
Gmp(rusl
-Up {ills) = TW
kenMxrq
= e.
on m)
HGLUp 09 3T2.35
TopR 1..(.1
TPpw.nfim>
=3]S.W
-
FMr Rav ml =3TLT1
-on
Coed W ken Ifl)
=59.99
Fbw Re®me = 9utle1 Contrd
Elev(m
w...xre
Hw OepinD
',Ji=- U
Culvert Report
Pipe R2
Pipe C]
Irnen Rer On mJ
=38100
CelalNsnm
P1Pe ��M1 mJ
Slope l %)
� ar
3.23
afin f�)
Qriaz IdsJ 1].011
R- pRer Up (m
ee C.
=
=38900
TaNVala-Eler 9V Mxrnal
snaps
soaeam�
= cu
- za.9
xlgnlgmae
files! n99
s
9.012
°
(nsY 1]00
n -Value
Edge
= 9.012
= Przgedlrg
O�ovps
Vdw (N6) U.a
Cce .qYk
= e.
Hd oUP (NSV = 8921
m
Irenkm.rx
Top Elevation lm
=W389
H. Up Im =359.4s
FM Rer m1 = 331.28
Top W k]tfi (m
= 30 40
HNC (n)
Gresiwkin lfll
=50.90
Flex Regme InletCmtrd
Rer IRI
a..nw
FM GePIM1 dfq
ReacM1(m
Culvert Report
Pipe p5
Pipe C]
men ReVgm
= 388.10
Cebtletlww
PP pe ler (nl h(R)
Slope ( %)
-
175
amin (ds)
Omaz (nsl =432 09
men Rev Up Ifl)
= 388.10
Tawrater Eler (m =rA�mal
Snaps
Zvi
Pan Onl
Qr°
Mlgnlgni9
omtal (ns)
IfVaPEe,
9.012
mV�(nsl _ 4 .99
a _
t EK,
Coe
- 0 Etlga
= 9.
Velm CP IZ
, . ,
crestwlnm (n) _`+9.99
(Rost
op (m
nenknrerx
Top Re
am (m
= 3]684
HGL Gp fm =311.45
FM EIeV(m = 3T1Z]
pp wwn (
T (
-
Hkro tm -
GredWklNlfl7
W.W
Rvx RWe =Outlet C09tld
Rev (nl
FkoRY
PrpnM FM G 9m M)
(m
Culvert Report
Pipe C]
Imen Rer Gn (flJ
onm) -
alalPw
Pips h(r) = ]z.90
Gmin (ch) 0100
1.39
INeO Rev Up (fll =450.39
ftiee
Omar (ctsl = d]Oo
TalWater Ebw (m Nonnd
tin) -36.9
SPasPn
Olotalik]b0
_ 9].90
Ho�Rart Ja 1
(�ipe(I.) 470°
Irne[Etl `'9 Enge
GrveMPW.) ='1
YelW =11.19
CceIL K,M,c,Y,k = 0.099°, 2, °.9308,0.61,9.5
,
up WS)
Yd S) = 8.52
E
n1-
HGLUp (m = 451.°2
L.. (M
HGLUp (m =0.52.49
p El
Tcp Elevanon [flJ =45823
ToP W Nin (R7 =3).90
FM Rev yR) =454.°5
FMfC im = 1 P5
crestwlnm (n) _`+9.99
Hox xegme = Inld contra
ReV (fry
Pre flM Fix Gepin (n)
R� Im
Culvert Report
Culvert Report
Pipe M3
men Rev Un(R7 =445W
Imen Rer Gn (flJ
= 381.05
mow
Pipe Eergm (n)
= rzm
0.'.
omen Iclsl = la9
Slope l %)
m n Rer Up Ifl)
1.01
= 381.811
omaz { E 1.33
Takxaer IaV (m = NomrW
R. C )
Snaps
Lir°
= te.9
Mlgnlgnc9
tfi (nsl = la9
14�o�lRanei)
rrVaMe s
= 9.012
BPS {cis) = 1.30
Enga
Prgacnrg
vdoc onp (NSj 4.W
Hdm'
("
nenknmrx
Top EleVa -(m
384.]0
m
HGL Gp (m =382.24
MyR
Rankmwfl
=
-(RI =38231
RW..
l WitlN Ifl1
59.00
Rvx =Outlet Control
Rsv IR)
w..aae
Fnv 0.mm W)
-m,d
Culvert Report
Pipe YG
men Rev Un(R7 =445W
men Rev on (m
= doRZO
bbsletlwm
Pipe unpin (rt)
Slope
ralnva[er Elev (m = N«md
min (emJ -
men Rev Up Im
sim Onl
= 41030
Or°
TaiMelw Ekav R9 = Normal
naps
span nn)
-
xlgnllgnce
oral Ins) -
HGL Gn (m = 445.10
HGL Op (m = dtl8.35
Top Revanon (m adRBf
m) = 5om
(cfs7 = 2fipp08
rrValue�s
A. Etlge
= °.012
Pn-e
O�ovps
eonp (�sj
Cce ,c,Y.k
= 0.
Yelps W-0
Rankmwfl
ym
HGL on Gp (m 412.08
Top Elevation Im
mpwidfi(m
= 41528
-
FM Rn IR1 = 41286
14aeo(m
Crest WPlmllm
W.90
Ron Repime =Inld CpnOd
Elev lftl
FkoRY
Hw GePm VO
Reecn(m
Pipe 98
men Rev Un(R7 =445W
falwlrtlsnm
Pips LergN lfll =48.99
Slope ( %) 1 04
Omin ON =590
Omar (- Ids) = 590
oven ReV up m7 ° 4a5.w
Rm(nl = 18.9
ralnva[er Elev (m = N«md
Snaps Llr
'8:0
�panft-
HIgM1IgM1MA
(da) = 590
_
p-vame =oo1z
up.
�ermp ldsl =a9m9
Inlet Edge = F49ecen9
2, 1
Coen. KM,c,Yk = RR9S %. ], R.W, 0 5
RR3
Vdpc Gn
Vdm Up (NS) 4.82
W.)
F:mMnlvslmt
HGL Gn (m = 445.10
HGL Op (m = dtl8.35
Top Revanon (m adRBf
m) = 5om
Fix Rev Cm = 446.53
HaaG mJ = 9.W
- wm
Crest Witlm ml
GPdet Control
E (f) PmBY
�Pm dn)
�(m

The NCDOT requires specific headwater clearances from the roadway shoulder. The chart indicates that each
pipe is properly sized and located.
DISSIPATOR PAD CALCULATIONS:
PIPE
NCDOT PIPE HEADWATER CHART
STONE
1
8' X 4'
PIPE
2
DRAINAGE
C/L
3
BACKWATER
Q
BACK
18.75' X 12'
Class B
BUFFER
25' X 25'
SIZE(IN)
6
18' X 10'
INV. IN
7
18' X 6'
Class B
HW /D
*
Class A
#
AREA
ELEV
(Hw) ELEV.
(CFS)
WATER
(FT)
1
24
0.32
411.9
409.1
409.51
1
0.41
0.20
✓
1.51
2
24
5.24
393.89
389
391.3
17
2.3
1.15
✓
1.71
3
18
0.41
384.7
381.8
382.31
1.3
0.51
0.34
✓
1.51
4
36
20.72
375.69
370.5
373.28
67.3
2.78
0.93
✓
1.53
5
60
177.4
376.84
369.2
374.39
432
5.19
1.04
✓
1.57
6
30
7.92
415.28
410.3
412.9
28
2.6
1.04
✓
1.5
7
36
14.51
458.23
450.3
453.79
47
3.49
1.16
✓
3.56
8
18
1.67
449.81
445.5
446.74
5
1.24
0.83
v/
2.19
IF HW /D >1.2 AND /OR BUFFER TO SHOULDER
POINT IS <1.5 ADJUST
CENTERLINE OF ROADWAY
ELEVATION, INVERT ELEVATION
AND /OR
PIPE SIZE TO
MEET BOTH REQUIREMENTS.
PIPE FRICTION
COEFFICIENTS
MEETS REQUIREMENTS
DOES NOT MEET
RCP
0.012
REQUIREMENTS
C M P
0.025
ALUM.
0.035
PLASTIC RIPPLED
0.018
PLASTIC SMOOTH
0.01
DISSIPATOR PAD CALCULATIONS:
PIPE
DISSIPATER
LENGTH/WIDTH
STONE
1
8' X 4'
Class A
2
12' X 6'
Class B
3
6' X 4'
Class A
4
18.75' X 12'
Class B
5
25' X 25'
Class 1 medium
6
18' X 10'
Class B
7
18' X 6'
Class B
8
6' X 4'
Class A
LATERAL DITCH CALCULATIONS:

In three specific locations our design calls for the conveyance of stormwater areas larger than roadway ditches
may normally handle. To determine the adequacy of these 3 special (lateral) ditches we analyzed the 3
conditions to determine if special depth or geometry were needed. These ditches are located on the plans as
indicated by centerline stationing. None of these Lateral diversions involve a wetland, perennial or
intermittent stream.
Donlin Drive Sta. 11 +00 to 12 +50, right side.
Donlin Drive Sta. 4 1 +50 to 46 +00, right side.
Lateral Ditch #1
22.1
acres
Q
=
C
I
A
_
Flow
2
=
0.5
4
22.1
=
44
cfs
10
=
0.5
5.5
22.1
=
61
cfs
25
=
0.5
6.5
22.1
=
72
cfs
50
=
0.5
7
22.1
=
77
cfs
100
=
0.5
7.8
22.1
=
86
cfs
Donlin Drive Sta. 4 1 +50 to 46 +00, right side.
This ditch is upstream of BMP #4 and is in open space beyond the proposed road R /W.
Lateral Ditch #2
14.51
acres
Q
=
C
I
A
Flow
2
=
0.5
4
14.51
=
29
cfs
10
=
0.5
5.5
14.51
=
40
cfs
25
=
0.5
6.5
14.51
=
47
cfs
50
=
0.5
7
14.51
=
51
cfs
100
=
0.5
7.8
14.51
=
57
cfs
This ditch is upstream of BMP #4 and is in open space beyond the proposed road R /W.
Lateral Ditch #3
5.7
acres
Q
C
I
A
Flow
2
=
0.5
4
5.7
=
11
cfs
10
=
0.5
5.5
5.7
=
16
cfs
25
=
0.5
6.5
5.7
=
19
cfs
50
=
0.5
7
5.7
=
20
cfs
100
=
0.5
7.8
5.7
=
22
cfs

Channel Report
BASIN
L,-d Ditch 91
TmpexoWel
m5cw
soda 3lopa fz:)1 -3.oa
oral oagn lre) _
K,e�lsl
Sl�ye0.) = 1 W�
nvame =o.ota
Calala0one
compnsq:
Knpvmolsls7 °]z.au
Eler 117
Hlghgq W
gym)
olmsY
rea lWn) -
vel®glnrsl -
weila]Pedm lfl) = 1113
cm.aeply, rc (nl =
Topwlmlo (nJ
EDrMI = �.
gelye -PIM1 M
Trepaoldel
Hlgh%h
�M1 mJ
Side Slope l %:1) =3.Iq
� ma
Qlolsl =4].00
Orel cepm (nl _
Ele.lnl
res f! -
vela:ny Iles)
Slope l %) =S.W1
Weihtl P- (In =9.Od5
cew.mKoe.
iop wHm f.) -
Ect_IHI = 3.n
o pno q:
Q (slsl m.ao
Known�
Eler(fl)
3ew0oe De lM1l
0.3
5.5
5.53
9.12
4
9954
2.50
63.0
8.61
45
89
SB -2
1.25
0.3
5.5
1.83
3.02
1315
3294
2.50
36.3
2.85
30
44
SB -3
480
0.3
5.5
4.6
7.59
3306
8280
2.50
57.5
7.16
40
83
SB -4
2.25
0.3
5.5
0.8
1.32
575
1440
2.50
24.0
1.25
18
R ®r�i 07
Channel Report
BASIN
L,*ml Ditch 92
H*1iehW
Trepaoldel
Hlgh%h
�M1 mJ
Side Slope l %:1) =3.Iq
� ma
Qlolsl =4].00
Orel cepm (nl _
Ele.lnl
res f! -
vela:ny Iles)
Slope l %) =S.W1
Weihtl P- (In =9.Od5
cew.mKoe.
iop wHm f.) -
Ect_IHI = 3.n
o pno q:
Q (slsl m.ao
Known�
Eler(fl)
3ew0oe De lM1l
Channel Report
Lekrel Ditch 93
BASIN
TM�gWSr
H*1iehW
papa a1)
Total>lafdi R I50
D.W Ire)
Q(.) 18.00
13m.IreJ _
Hlope %)
Area I q 7
valooly pua)
WaOetl P-
l =5]14
r♦>,�� - 0.0,4
M) =4.55
om nepn. Ts (nl -
Ce
-L(r) InJ
EDLInI
Wa by:
cmpneq: Knowna
KnwmUlolsl ° tsaa, --
- - - - --
Eler ltU
sesawe I,epfifl7
o , z a . ReacM1 li7 I e e io n I
EROSION CONTROL:
Erosion Control will be handled with a combination of sediment basins, check dams and silt fences. Please refer to
the design plan and profiles for flow patterns and device locations. There are 6 sediment basins with appropriately
sized skimmers as indicated in the charts below.
Jackson Manor TEMPORARY SEDIMENT BASIN wl SKIMMER DESIGN
' Based on 0.01 Ac. /cfs " Based on 1800 cf /acre w /skimmer
tAll temporary sediment basins will be a minimum of 2' in depth as per NCDENR requirements
"C" of 0.3 is used for construction period,temporary sediment basins (Minimum size 10x20x2 to support spillway)
BASIN
DRAINAGE
AREA
"C"
he
AREA
Qto
SURFACE AREA
REQUIRED'
VOLUME
REQUIRED"
DEPTH}
X•Y
Min. Weir
Length
Limited
Width
Length based
on Limited Width
Y
SB -1
3318
0.3
5.5
5.53
9.12
3975
9954
2.50
63.0
8.61
45
89
SB -2
1.25
0.3
5.5
1.83
3.02
1315
3294
2.50
36.3
2.85
30
44
SB -3
480
0.3
5.5
4.6
7.59
3306
8280
2.50
57.5
7.16
40
83
SB -4
2.25
0.3
5.5
0.8
1.32
575
1440
2.50
24.0
1.25
18
32
SB -5
3
0.3
5.5
6.1
10.1
4384
10980
2.50
66.2
9.50
50
88
SB -6
#DIV /0!
0.3
5.5
3.95
6.52
2839
7110
2.50
53.3
6.15
30
95
SB -7
0
0.3
0
0
0
0
#DIV /0!
0.0
0.00
0
#DIV /01
SB -8
1
0.4
SB -12
0
0
0
0
#DIV /0!
0.0
0.00
User Entry
#DIV /0!
SB -9
3
0.4
FALSE
0
0
0
#DIV /0!
0.0
0.00
0
#DIV /0!
SB -10
#DIV /01
0.4
SB -15
0
0
0
#DIV /0!
0.0
0.00
#DIV /0!
#DIV /0!
SB -11
0.4
1
1
1 0
1 0
1 0
1 #DIV /0!
1 0.0
1 0.00
1
1 #DIV /0!
Jacksson
Manor SKIMMER CALCULATIONS
SKIMMER FOR
BASIN
OLUME N
REQUIRED
ATS To I,
DENAT9i
Old
(V /td)
SKIMMER
SIZE (in)
HEAD ON
ORIFICE (ft) (H)
SIZE OF ORIFICE DIAMETER (D)
(D =Vqd /(23l0x1/h!)
USE ORFICE
DIAMETER OF
SB -1
9954
3
3318
1.5
0.125
2.02
2
SB -2
3294
3
1098
1.5
0.125
1.16
1.25
SB -3
8280
3
2760
1.5
0.125
1.84
2
SB -4
1440
3
480
1.5
0.125
0.77
0.75
SB -5
10980
3
3660
1.5
0.125
2.12
2.25
SB -6
7110
3
2370
1.5
0.125
1.70
1.75
SB -7
0
3
0
FALSE
#DIV /0!
#DIV /0!
SB -8
0
3
0
FALSE
#DIV /0!
#DIV /0!
SB -9
0
3
0
FALSE
#DIV /0!
#DIV /0!
SB -10
0
3
0
FALSE
#DIV /01
#DIV /0!
SB -11
0
3
0
FALSE
#DIV /0!
#DIV /0!
SB -12
0
3
0
FALSE
#DIV /0!
#DIV/0!
User Entry
SB -13
0
3
0
FALSE
#DIV /0!
#DIV /0!
SB -14
0
3
0
FALSE
#DIV /01
#DIV /01
SB -15
0
3
0
1 FALSE
I #DIV /01
#DIV /0!
Automated
SKIMMER SIZE (in) HEAD ON ORIFICE (ft) TIME OF DAY
1.5 0.125
2 0.167 2
2.5 0.208 3
' Skimmersize 3 0.25 4
shall always be
smallerthen 5 0.333
the 6 0.417
8 0.5

DITCH LINER CALCULATIONS:
Because all the ditches (permanent and temporary diversion) have little to no water for the slope it will be
installed at, I only ran one computation for all ditches using the most extreme ditch which in my opinion is the
temporary diversion ditch that starts in the North Eastern part of the site and runs along the path the existing
storm pipes which will be removed (replaced by this diversion ditch until further measures can be installed. All
ditch liners will be installed within 7 days of creating each ditch.
DITCH LINER CHART -- JACKSON MANOR
DITCH 0-10 SLOPE LENGTH LINER TYPE STAPLE PATTERN
A
0.7
1
230
DS75
D
B
0.35
5.52
275
D575
D
C
0.35
5.52
275
DS75
D
D
0.31
3.29
250
D575
D
E
0.22
3.29
150
DS75
D
F
1 2.9
5.481
200
SC150
F
G
48.6
1
150
DS75
D
H
1.1
11.4
550
C125
F
1
17.8
11.4
400
P300 /SC250
E/F
J
0.22
4.4
200
DS75
D
K
17.4
3.65
2001
P300 / /SC250
E/F
L
0.6
4.4
475
DS75
D
M
0.8
4.4
650
DS75
D
N
0.29
5.9
225
DS75
D
O
3.7
5.9
225
P300 /SC250
E/F
P
0.42
1.4
325
DS75
D
Q
91
1.4
5251
D575
D
R
2.4
1
200
DS75
D
S
31.9
1
650
P300 /SC250
E/F
T
0.66
8.8
200
P300 /SC250
E/F
U
0.66
8.8
200
P300 /SC250
E/F
V
0.22
4.7
100
DS75
D
W
0.66
4.7
47SI
DS75
D
X
0.22
3.7
100
DS75
D
Y
1 0.44
3.7
150
DS75
D
Z
0.44
9
400
DS75
D
AA
3.5
9
400
D575
D
AB
0.221
5.4
125
DS75
D
AC
0.221
5.41
1251
DS751
D
STORMWATER MANAGEMENT:
The site will be evaluated for Pre -Post storm water quantity run -off and nutrient export of nitrogen and
phosphorus. The Wake county Stormwater Design Tool uses the SCS method for hydrology and calculates the
existing 1 yr. 24 hr storm and compares it with the anticipated post development potential of storm run -off. The
results are shown to indicate the volume of storm water that must be detained. The pre -post detention ponds
indicate that the run -off quantity requirements are met.
Storm water quality is also evaluated and the selection of specific proposed structural BMP's allows us to see
the reduction in nutrient levels when they are applied. The devices used for this project do not bring the nutrient
levels down to the required level but they do allow us to reach a point to which the remaining levels may be
"bought down" to satisfy the goals.
The storm water quantity increase will be handled with 4 appropriately place dry detention ponds. The outlet
devices for these dry ponds have been sized for the individual drainage areas and each will significantly reduce

the amount of the anticipated rainfall run -off. The water quality will be handled with a combination of 2 level
spreaders in addition to the 4 dry ponds and a buy down. Without the 4 dry ponds and 2 level spreaders, the
computed nitrogen post development is 4.41 #`s. With the dry ponds and level spreaders, the added, nitrogen is
3.26 #`s. We will recommend the developer buy down from 3.26 to 2.2 as computed below.
4.41 #'s post devel. Nitrogen -2.2 target = 2.21 #'s
2.21 / 2 = 1.105
4.41 - 1.105 = 3.305 our post Nitrogen must be 3.305 or less to show a 50% reduction.
The Stormwater Tool indicates we are at 3.26 which is < 3.305... therefore, OK for buy down.
A buy down of 3.26 - 2.2 = 1.06 #'s is required.
WAKE COUNTY STORM WATER TOOL
Basic S
ite liata is input:
AKE SITE DATA
F n
COUNTY
PraJ§d IriftaailaiDrl
Roleot are.:
JacRSOn Mawr
APPI11164:
James A.'flf'6
= coaorrt CanOat Nii
JDM ^{MIa
:.opart Cabot aMnbr
9S�r2E4�251
Cabd Ewa:
23Y1 W1S 3Di J7ft1
Sat6 Dam:
Rt.er t3acln:
Nellie
FeP4abrY YWtii
Fa116
Prr,T*?a0hkn. eo..'IPo Repon:
PIeA*IORt
Type d De'relop�rlk laded rtor, DrxOCwn metwl:
Reaa]attlal
wilrq:
Rd01V
7d,L aae Wsa iAOi:
80.68
Falctlnp LalcsrFFOrW Wea iaoi:
3.85
Rc0uoe0 Dk0i0etl ,Wea , tui:
8.1 i
11,892
RvPOree MnOSrNOka 1utaoe Aisa laurel:
2420
P'ereeft BVt 110on Area SSW:
3Ci
Ic [fit pfo0oe00 croJect J clte expansion'!
no
NunGer M :arape Aeas cc alle:
1
dfYtB Ra,ntall :hi
Onsysar, CLMV']'IL`II :IV'
? X
T'�ysa. 30.h[af �.'Ryl Iii:
R9eldentl al 5'omnv3*3r Details {If appllnDtaj,
ar. aw.. rdptaps:
Tdaa nai in Lats:
s.00
l.d aws. Footeoe:
Hv,Eer of Loft:
71
kerape Lot Sa* (9s1:
3E,342
Tdel IIIpeM1lO1R avtaoe NM DeroiteC t0 LOfs (aft:
90E 28C
Total h'p01'Ilpui autaoe .NN DevO1W b RoeOi (aft:
136,154
OtMr Impefytouc Sutaoe Asea (an
:
11,892

Pre - development and post development areas and characteristics are input to develop the model.

The following is a summary of the Pre -Post run -off indicating that the post peak flow of 51.5 cfs needs to be
reduced to less than 28.31 cfs. Our Rational Formula numbers will be larger.
Prolect Name: Jackson Manor
�L
WAKE DA SITE SUMMARY
COUNTY STORMWATER PRE -POST CALCULATIONS
NORTH CAROLINA
SITE SUMMARY
DRAINAGE AREA SUMMARIES
DRAINAGE AREA:
DA1
DA2
DA3
DA4
DA5
DA6
Pre - Development (1 -year. 24 -hour storm)
Runoff (in)_Q' =
0.254
% Loading Reduction Phosphorus Target (Falls and Jordan Lakes Only (Ibtadyr)=
WA
Pre Development Nitrogen and Phosphorus Load
Total Nitrogen (lb/adyr)=
0.93
Peak Flow (cfs) =0,,. =
28.312
Post Development Nitrogen and Phosphorus Load
Total Nitrogen (lb(adyr)=
4.41
Total Phosphorus (Wadyr)=
0.88
Post - Development (1 -year. 24 -hour storm)
Proposed Impervious Surface (acre) =
24.20
Runoff (in) =Q' =
0.463
Peak Flow (c1s)=Qp1=
51.520
TARGET CURVE NUMBER (TCN) - Residential Only
SITE SOIL COMPOSITION
HYDROLOGIC SOIL GROUP
Site Area
%
Target CN
A
48.14
60%
41
B
32.54
40%
62
C
0.00
0%
75
D
0.00
0%
80
Total Site Area (acres) =
80.68
Zoning =
R -40W
Target Curve Number (TCN) =
49
% Impervious =
30%
Post Development CNadi,nea =
62
Required Volume to be Managed (TCN)= ft' =
90,457
SITE NITROGEN AND PHOSPHORUS LOADING
Nitrogen and Phosphorus Targets (Based on Regulatory Watershed)
Target Nitrogen Load (lb/adyr)`
2.2
Target Phosphorus Load (Falls and Jordan Lakes Only) (lb/adyr)=
0.33
% N Loading Reduction Option for Expansions (Falls and Jordan Lakes Oft =
WA
% Loading Reduction Nitrogen Target (Falls and Jordan Lakes Only) (Ibradyr)=
WA
% P Loading Reduction Option for Expansions (Falls and Jordan Lakes Only =
I WA
% Loading Reduction Phosphorus Target (Falls and Jordan Lakes Only (Ibtadyr)=
WA
Pre Development Nitrogen and Phosphorus Load
Total Nitrogen (lb/adyr)=
0.93
Total Phosphorus (Ib(adyr)=
0.17
Post Development Nitrogen and Phosphorus Load
Total Nitrogen (lb(adyr)=
4.41
Total Phosphorus (Wadyr)=
0.88

The application of structural BMP's is evaluated to determine nutrient reduction levels.
Project Name:1 Jackson Manor
r� DRAINAGE AREA 1
WAKE BMP CALCULATIONS
COUNTY
DRAINAGE AREA 1 - BMP DEVICES AND ADJUSTMENTS
DA1 Site Acreage=
80.68
DA1 Off -Site Acreage=
246.39
Total Required Storage Volume for Site
ft
TCN Requirement (3)=
90.457
Will site use underground water
harvesting?
1`
Enter Ia volume reduction in
decimal form=
Note: Supporting information-details
should be submitted to demonstrate
water usage.
ENTER AREA TREATED BY BMP
HSG
Sub- DA1(a)
(Ac)
Sub- DAl(b)
(Ac)
Sub-DA1(c)
(Ac)
Sub- DA7(d)
(Ac)
Sub- DA7(e)
(Ac)
Commercial
Site ;Off -site
Ste ; O(fste
Site ;Off -site
Site ; Oflste
Site ;Off -site
Parking lot
I
Roof
Open/Landscaped
Industrial
Site Off -site
Site Off -site
Site Off -s, t-
Site Off -site
Site Off -site
Prinking lot
Roof
_en 'Landscaped
Transportation
Site Off -site
Site Off site
Site Off -s:t-
Site Off -site
Site Off -site
High Density (interstate, main)
High Density (Grassed Right -of -ways)
Low Density (secondary. feeder)
Low Density (Grassed Right- ofways)
I
I
Rural
I
I
I
Rural (Grassed Right -of -ways)
I
I
I
I
I
Sidewalk
I
I
I
MisC. Pmious
Srte 0_ -site
Site Off -site
pit- _- _ .-
Site Off -site
Site Off -site
Managed pervious
I
I
I
I
Unmanaged (pasture)
I
I
I
I
1 "!cu_+ds fnot on lots), Natural Wetlard. or Buffer
I
I
I
I
I
Residential
Site Off -site
Site Off-site
Site Off -site
Site Off -site
Site Off -site
Roadway
0.23
0.37 1
0.61 I
0.57 1
I
Grassed Right- ofways
0.35 j
0.55 1
0.82 1
0.86 I
I
Driveway
5.00
Parking lot
Roof
1 -17
3.08 1
2.49
160
Sidewalk
Lawn
3.20
5.37 1
6.31
7.17 ;
Managed pervious
Woods (on lots)
0.54
3.36
Land Taken up by BMP
0.04
0.04
0.04
0.04
JURISDICTIONAL LANDS
Site Off site
Site Offske
Site Offsite
Site Offsite
Site Offsite
Natural wetland
I
I
I
I
I
Ripariar buffer I I I I I
In this case we will utilize 2 Level Spreaders with vegetative filter strips for nutrient control as well as 4 Dry
Detention ponds for quantity control.

Sub-DAI(a) BMP(s)
Water
Total
Total
Provided
Inflow N
Total
Inflow P
Total
Outflow
Outflow
Outflow
Volume
Device Name (As Shown on Plan)
Device Type
Volume
EMC
Inflow N
EMC
Inflow P
N EMC
N
P EMC
P
Managed
9
(c.f.)
(mg/U
(lb+acyr)
(mgU
(Ibarlyr)
(mgt)
(Ibadyr)
(mg/L)
(lUaa'yr)
(c.f.)
BMP #1
Dry Detention Pond
5.577
1.03
4.49
0.19
1.00
1.18
4.15
0.20
0.70
5.578
Outflow Total Nitrogen (Ib +aayr)=
4.15
Outflow Total Phosphorus (lUacyr)=
0.70
SubaDAO) M13(s)
If Sub-DA1(b) is connected to upstream sub - basin(s). select all contributing sub - basin(s
from dropdown menus):
Water
Inflow N
Total
Inflow P
Total
Outflow
Total
Outflow
Total
Provided
Device Name (As Shown on Plan)
Device Type
Quality
EMC
Inflow N
EMC
Inflow P
N EMC
Outflow
P EMC
Outflow
Volume
Volume
(mg/L)
Obtadyd
(mg'L)
(Ibadyr)
fmgU
N
ImgU
P
Managed
.)
(c.f.)
(lb'adyr)
(IhJaayr)
(c.f.)
BMP #2A
Dry Detention Pond
30.831
126
7.02
029
1.69
121
6.29
0.21
1.09
30,832
BMP #2B
Level Spreader. Filter Strip
121
629
0.21
1.09
120
3.76
0.16
0.50
Outflow Total Nitrogen (Ib +adyr)=
3.76
Outflow Total Phosphorus (Ibacyr)=
0.50
Sub-DA1 (c) BMP(s)
If Sub- DA1(c) is connected to upstream sub- basin(s). select all contributing sub- basin(s):
Water
Inflow N
Total
Inflow P
Total
Outflow
Total
Outflow
Total
Provided
Device Name (As Shown on Plan)
Device Type
Volume
EMC
Inflow N
EMC
Inflow P
N EMC
Outflow
N
P EMC
Outflow
P
Volume
Managed
.)
(c.fJ
(mg/L)
(Ib'aayr)
(mg'U
(Ibaoyr)
(mgt)
(Ibadyr)
(mgrU
(Ibadyr)
(c.f.)
BMP #3
Dry Detention Pad
12.010
0.99
5.30
0.19
1.25
1.18
4.87
0.20
0.82
22,000
Outflow Total Nitrogen (Ihuadyr)=
4.87
Outflow Total Phosphorus (Ibaayr)=
0.82
Sub-DAI (d) BIMIP(s)
If Sub-DA 1(d) is connected to upstream sub- basin(s), select all contributing sub- basin(s):
Water
Inflow N
Total
Inflow P
Total
Outflow
Total
Total
Provided
Device Name (As Shawn on Plan)
Device Type
Quality
EMC
Inflow N
EMC
Inflow P
N EMC
Outflow
P EMC
Outflow Outflow
Volume
Volume
(�)
(Ibacyr)
(mglU
Wadyr)
(mWL)
N
(�)
p
Managed
(c.f.)
(Ibadyr)
(Ibadyr)
(c.f.)
BMP #4A
Dry Detention Pond
16,535
1.03
5.50
0.18
1.17
1.18
5.24
0.20
0.88
16,535
BMP #4B
Level Spreader. Filter Strip
1.18
524
X20
0.88
120
3.19
0.16
0.42
Outflow Total Nitrogen (lb'acyr)=
3.19
Outflow Total Phosphorus (Ibaayr),=
0.42
SubbDA1 (e) BMP(s)
If SubDAI (e) is connected to upstream sutrbasin(s), select all contributing sub-basin(s):
Water
Total
Total
Provided
Quality
Inflow N
Total
Inflow P
Total
Outflow
Outflow
Outflow
Outflow
Volume
Device Name !As Shawn on Plan)
Device Type
Volume
EMC
Inflow N
EMC
Inflow P
N EMC
N
P EMC
P
Managed
(c.0
(mg/L)
Waoyr)
(mg'U
(Ib'aayr)
(mglU
(Ibadyr)
(mg/U
(Ib+adyr)
(c.f.)
Outflow Total Nitrogen
Outflow Total Phosphorus (Ibadyr)=

QA1 BMP SUMMARY
Total Volume Treated (c.f.)--
74.945
DA1 Outflow Total Nitrogen (lb(adyr)=
3.19
DA1 Outflow Total Phosphorus (lb/a*r)=
0.42
"PJMP�G_J4AlJl�lliiiN.WQ
t -year. 24 -hour storm
Pre Development Peak Discharge (cfs)= 01..,
28.31
Lj� tit �°
Post BMP Peak Discharge (cfsk 01..=
_2 „i
P�tIiP9fMlh�l� 61�+
The result is a total nitrogen export of 3.26 and the Developer will be required to buy down (3.26 -2.2 =) 1.06 #
of nitrogen.
pm*n N�:
[A NM ELOMMM”
®p rAL< LLATV7G
1 E=D,
"PJMP�G_J4AlJl�lliiiN.WQ
®r�ss �: ti-eRSrsm
•+erg 4�.� s. kw ay7�• -� s� e•�
r:�R
i 7J °a..3 f 4.7 fF b {f � r� by �. �1 - v.
a`17��aaPaotlblFw l9ar��Fh�.rr�
a TFI= r>r3r r:ltfr� tr*l��r. ®
[iiAF41Gd �i4 E3A I ]5: i:�,ll', :rAt 6iA: :A;
Ftf Saty�P��r, bk,t�r aor�=
Lj� tit �°
,-ost�or �d'i #s ae•h!�
P�tIiP9fMlh�l� 61�+
M�'
32C
°A ° I lin
A3 �
- ��i. ]Ai �
ai7G s o CDR au
�". 70 GdT tyYi �a
CLI3f 10 IWIT 13K �
DETENTION POND DESIGNS
We chose to use the rational formula instead of SCS because the drainage areas we are analyzing are smaller
and the SCS as used in the Wake County Tool is not a recommended method for areas of less than 100 acres.
For that reason, and because the basins have a much smaller time of concentration, the resulting flows will not
match that of the stormwater tool. They will, in fact be larger due to the short
er time of concentration. However,
we will reduce the outflows sufficiently to match the rational formula pre development conditions.
The following hydrographs represent the pre -post storm flows based upon the rational formula
I♦i +� � i�4'e
IQ
DETENTION POND DESIGNS
We chose to use the rational formula instead of SCS because the drainage areas we are analyzing are smaller
and the SCS as used in the Wake County Tool is not a recommended method for areas of less than 100 acres.
For that reason, and because the basins have a much smaller time of concentration, the resulting flows will not
match that of the stormwater tool. They will, in fact be larger due to the short
er time of concentration. However,
we will reduce the outflows sufficiently to match the rational formula pre development conditions.
The following hydrographs represent the pre -post storm flows based upon the rational formula

Hydrograph Report
AREA
POST FLOW
Hydrograph Report
rNaeAw. rhdoad+b e4eYaMe real nmr.�e lz x014
Hyd. No. 1
Pre -Storm
Hydrograph type = Rational Peak discharge = 109.38 da
Storm frequency = 1 ym Time to peak = 5 min
Time interval = 1 min Hyd. volume = 32,814 cuft
Drainage area = 80.680 ac Runoff coeff. = 0.3
Intensity = 4.519 m/hr Tic by User = 5.00 min
IDF Curve = Ralegh.IDF AsdRec limb fact = 1/1
rrya,mwaaybo®egabimmkdewa i r. �e .v .+
Hyd. No. 2
Post Storm
Hydrograph type = Rational Peak discharge . 145.84 ds
Storm frequency = 1 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 43,752 tuft
Drainage area = 80.680 ac Runoff -ff. = 0.4
Intensity = 4.519 in /hr Tic by User 5.00 min
IDF Curve = Raleigh.IDF AsdR6c limb fact = 1/1
o (da)
PnaStorm
HYQ W. t -t year
O(ds)
0 (de)
Post Storm
Hyd. H9.2- t You
o (de)
MAD
loo.ao
2
20.72 AC'S
46.82 CFS
19.77 CFS
3
11.48 AC'S
25.94 CFS
7.1 CFS
120.00
1aoao
160.00
31.52 CFS
7.9 CFS
TOTAL
51.68 AC'S
t6o.no
38.07 CFS
38.07 > 36.46
140.00
-
140.00
w.oa
moo
120.00
120.00
60-00
80.00
1oo.0o
100.0o
60.00
60.00
40.00
-01)
80.00
60.00
20.00
20.00
40.OD
40.00
o..
oao
20.00
x0.90
o.00
o.00
0 1 2 3 4 5 6 7 8 9 to
Hyd 14D.i Tit - (rein)
o 1 2 3 4 5 6 7 8 9 10
Hy,l No.2 Time Iminl
Pre - development 1 -yr = 109.38 cfs Post - development 1 -yr = 145.84 cfs
The run -off must be reduced by ( 145.84 - 109.38 = ) 36.46 cfs
The four detention basins have been placed in locations where run -off can be easily captured without
compromising the environmental buffers. The following chart provides the basin areas and run -off as well as
the routed flow through each representative basin.
BASIN
AREA
POST FLOW
ROUTED FLOW
1
5.53 AC'S
12.5 CFS
3.3 CFS
2
20.72 AC'S
46.82 CFS
19.77 CFS
3
11.48 AC'S
25.94 CFS
7.1 CFS
4
13.95 AC'S
31.52 CFS
7.9 CFS
TOTAL
51.68 AC'S
116.78 CFS
38.07 CFS
38.07 > 36.46
The routed flow from our 4 detention basins has reduced the run -off by 38.07 cfs. Therefore, since this is more
than the required 36.46 cfs, the detention requirement has been met. See Pond schematics and routing diagrams
below for each ponds performance.

Hydrograph Report
HyAaMv irydmryaphs b
�meli�Me v9.2±
Toady, A,, 122014
Tuovdey. Aug 11 114
Hyd. No. 3
Areal
Area 1
Hydroqraph type
Hydrograph type
= Rational
Peak discharge
= 12.50 cis
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 3,749 tuft
Drainage area
= 5.530 ac
Runoff coeff.
= 0.5
Intensity
= 4.519 iri
Tc by User
= 5.00 min
OF Curve
= Raleigh.IDF
AsdRec limb fact
= 1/1
Areal
0 (cfs) Hyd. No. 3 -- 1 Year O (cfs)
14.00
12.00
10.80
8.00
6.00
4.00
2.00
0.00
0 1 2 3 4 5 6 7 8 9 10
(mini
Time
- Hyd No.3
14 -0
12.00
10.00
8.00
6.00
400
2.00
0.00
Hydrograph Report
1Vd -9yhog1q b
iime.ow4.s.z:
Toady, A,, 122014
T -d..AW 1z ae14
Hyd. No. 5
Areal
Area 3
Hydroqraph type
Hydrograph type
= Rational
Peak discharge
= 25.94 cts
Stone frequency
= 1 yre
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 7,782 tuft
Drainage area
= 11.480 ac
Runoff coeff.
= 0.5
Intensity
= 4.519 in/hr
Tic by User
= 5.00 min
OF Curve
= Raleigh.IDF
Asc(Rec limb fact
= 1/1
Area
O Icisl Hyd. No. 5 -- 1 Year 0 (d)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
a-0
0 1 2 3 4 5 6 7 8 9 10
- Hyd No.5 Time (min;
25.00
24.00
20.00
16.00
12.00
a.OD
4.00
0.00
Hydrograph Report
Fi,i llwr ayd,oyap by LpeGwbe re.2Y
iime.ow4.s.z:
Toady, A,, 122014
Hyd. No. 4
Hyd. No. 6
Areal
Area 4
Hydroqraph type
= Rational
Peak discharge
= 46.82 efs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 14,045 tuft
Drainage area
= 20.720 ac
Runoff coeff.
= 0.5
Intensity
= 4.519 inihr
Tic by User
= 5.00 min
OF Curve
= Raleigh.IDF
Asc/Rec limb fact
= 1/1
Area 2
0 (da) Hyd. No. 4 -- 1 Year O (dii)
50.00
40.00
30.00
20.00
10.00
000
50.00
40.00
30.00
20.00
10.00
0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 4 Time (rmin)
Hydrograph Report
nrnmo. ayamy.as: b
iime.ow4.s.z:
T-,,,. ay 1z so14
Hyd. No. 6
Area 4
Hydrograph type
= Rational
Peak discharge
= 31.52 cs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 9,456 cuff
Drainage area
= 13.950 ac
Runoff coeff.
= 0.5
Intensity
= 4.519 in/hr
Tic by User
= 5.00 min
OF Curve
= Raleigh.IDF
Aso/Rec limb fact
= 1/1
Area
0 (GFS) Hyd. No. 6 - -1 Year 0 lots)
35-0
30.00
25.80
20.00
15.00
10.00
5.00
000
35.00
30.00
25.00
2a.00
15.00
10.00
5.00
0.00
0 1 2 3 4 5 6 7 8 9 10
Time (-4
Hyd No.6

BASIN SCHEMATIC #1
--------------------
-------------------------
--------------------
7/777/7-77-7-777,77
BASIN SCHEMATIC #2
sopsp 7, 7777777,\7 7 7 7
cr_aesm mgr
NTS
Hydrograph Report
[Murano. H+4pa+Ma M uxwd o.s.as
T,­, A , 1 ^ 2, - 4
Hyd. No. 7
Pond #1
Pond 2
Hydrograph type = Reservoir
Peak discharge
= 3.247 cfs
St.. frequency = 1 ym
Time to peak
= 9 min
Time interval I min
Hyd. volume
curt
cu
Inflow hyd. No. = 3 -Area 1
Max. Elevation
= 386.70 ft
Reservoir name = Pond #1
Max. Storage
= 2,754 cuft
= 4 -Area 2
Max. Elevation
= 371.78 ft
Pond #1
0 (cis) Hyd. No-7 -- I year a (,is)
14.00 14.00
12.00 112.00
10.00 10.00
8.00
6.00
4.00 1 1 1 1 1 4.00 2-00 _ J 2.00
0.00 - I L 0.00
0 10 20 30 40 50 60 70 80 so
— Hyd No. 7 Hyd W 3 U= Total storage used - 2,754 vA Time (min)
Hydrograph Report
Hy— 1bd.Ws- 1,1 IieWdvawa
Tumtley Me [2201a
Hyd. No. 8
Pond 2
Hydrograph type
= Reservoir
Peak discharge
= 19.77 cfs
Storm frequency
= 1 yrs
Time to peak
= 8 min
Time interval
= 1 min
Hyd. volume
= 14,042 tuft
Intl. hyd No.
= 4 -Area 2
Max. Elevation
= 371.78 ft
Reservoir name
= Pond #1
Max. Storage
= 8,290 cult
0 (cfs)
50.00
40.00
30.00
20.00
1000
PabiIII2
Hyd. No. 8 - I Year
0 (cis)
50.00
40.00
WOO
20.00
10.00
0.10 1 1 1 1 6 6 6 6 1 1 1 1 0.00
. . . 10 12 .. .. .. 20 22 24 26 28 30 32 34 36 38 40 42
Hyd No. 8 — Hyd No. 4 O= Total storage used = 8,290 -it Time (min)

BASIN SCHEMATIC #3
�m w
xs- ae:_�.ra
----------------- ---
--------------------- -
---- --- ---
oee n9em � arrA izo-uaac.o-,n�l.ovxi
sew P9 77 �eomnwoQs
sr_vrem — mr
aSecda6 rc
NTS �ro-rc
—rn
plwe wpP Wednesday dun 2s, 2gw
Hydrograph Report
Hr— Hydmg.o. by
IMaliedve X9.22
Tuesdq, Aug 12. -4
Hyd. No. 9
Pond 3
Hydrograph type
= Reservoir
Peak discharge
= 7.106 cis
Storm frequency
= 1 yrs
Time to peak
= 9 min
Time interval
= 1 min
Hyd. volume
= 7,778 cult
Inflow hyd. No.
= 5 -Area 3
Max. Elevation
= 381.86 ft
Reservoir name
= Pond #1
Max. Storage
= 5,449 cult
St—,le IMicetxrc meMOd used.
Q (of$)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
Pond 3
Hyd. No. 9 - 1 Year
o (Cs,
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00 0.00
0.0 0.2 0.3 0.5 0.7 0.9 1.0 1.2
Hyd No.9 — Hyd No.5 ® Total storage used = 5.449 cub Time (hrsi

BASIN SCHEMATIC #4
=,Z: —\
waw- a..uaao
s Z,,, /•\ amon.p.o
NTS
Wedrestlay, Jun 25, m14
Hydrograph Report
ure,ano.. Manar� M InteNSahe w.zz
Tuasmr. n,y +z. m,a
Hyd. No. 10
Pond 4
Hydrograph type
= Reservoir
Peak discharge
= 7.925 cfs
Storm frequency
= 1 yrs
Time to peak
= 9 min
Time interval
= 1 min
Hyd. volume
= 9,453 cult
Inflow hyd. No.
= 6 -Area 4
Max. Elevation
= 450.31 ft
Reservoir name
= Pond #1
Max. Storage
= 6,797 cult
-ge -... used.
Potts 4
25.00 1 tit I I I I I I F 25.00
20.00 a 1111!! 1 I i 20.00
fl•E1.i =,.....= iF3Y]
O C,......M.
5.00 Ifl W H _.k: i 5.00
0.00 — 0.00
0 10 20 30 40 50 60 70
Hyd No. 10 — Hyd No.6 E7TT= Total storage used= 6,797 cuff Time unnu,
2 level spreaders were designed. 1 below detention basin #2 and 1 below detention basin #4. The level spreaders
were sized based upon 10 feet for every 1 cfs of flow. Flow to the level spreaders is the 1 -yr 24 -hr storm being
detained in each basin. The outlet structure of each dry pond has been designed to pipe directly to the level
spreader thereby alleviating the need for a flow diverter or plunge pool. Level spreader at # 2 has a 1 -yr 24 -hr
flow of 8.7 cfs, thus the length of the spreader is 90 If. Level spreader at # 4 has a 1 -yr 24 -hr flow of 7.9 cfs,
thus the length of the spreader is 80 If.

-------------
D
Ta
MM
MMI
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'm
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4.:
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all. p,
,
-------------
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MM
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EXISTING GRADE 32" STONE AGGREGATE,
CUT INTO SLOPE W/
` D50 OF +/— 4"
36..
7-
15 "
PROPOSED GRASS / `30•
LINED SWALE
LEVEL LIP
GEO TEXTILE
FABRIC (SC250)
LEVEL SPREADER SECTIONAL DETAIL
8„
4 A I
° 2a,.
-II--- A �.
° 4 8„
d ° t
I�
24"
CONCRETE LIP FOR LEVEL SPREADER
GEO TEXTILE
FABRIC (SC250)
W 3� STONE
AGGR`GATE, CUT
INTO SLOPE W/
D50 OF +/— J"
PROPOSED GRASS
LINED SWALE
LE =VEL LIP
NOTE:
"LEVEL SPREADERS SHALL BE CONTAINED WITHIN A 20'
MAINTENANCE' AND DRAINAGE EASEEIVIENT AND SHALL CONFORM
TO TOPOGRAPHY TO MEET THE INTENT OF DIFUSE FLOW."
BMP #2 = 87'
EIMP #4, = 79'
­1 lk3
a 0
00-00
v
47 t
1
11�11�11�11�11�11 a
1/�11�11�111• 1 I I 1 I
I I
i no
no
I
I
ro
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a as
.25 TREE
1 •; / PROTECTION
I
`I d) I /
a'
S A: 35 +60.11 1
STq: 0 +00 F OONLIN DRIVE I
OR JERSEY LANE ;
RECONSTRUCT
DRIVEWAY FOR `.<A
EXISTING OWNER
6X6 SEE W/—
___'2-6" GV &B\\ .�
l� �� 1
PARCEL NOT \PART OF SUBDIVISION
-�- 30' VEGETATED FILTER STRIP ® 1
- 36" DIFFUSER
LEVEL SPREADER PLAN DETAIL
LEVE1_ SPREADER
TYPICAL_
NOT TO SCALE
SFr
l0 1
1 '
d /
/ o 235' JERSEY LA
io SY R/W (PUBLIC)
b
I
` 8E
20„
\
r \ I
/ . a'.m\�, _ • I,
. 5
i
d14 np 6„ PVC
_ WATERLINE.
dW to
I N
'd \ n
34 ro
- -� -- - -�- - - - - -- i
d
-11 -- ____1n�p1___-
I -_ - -__ q \
d o
1 � �
N I �
�1
EXISTING N JERSEY LANE
(FRANKLIN CO.)
i
i yyff
Itlt 1
1 /�-f■ °per.
- - -- - -\------ - - - - -,
i 1 �
_ -
�a �a
1a�— �a�s -a CL CL \tea � II
•----
mwk,_I `—
Station
=1 +56.31 1 \ I\ j
° "
W/ 6" B.O.
N DITCH AB &AC 1\
.. DS75 LINTER
STA: 0 +50 -1 +75 11
a �
N � �
N �
�J �jEn SE y
':t
470-
Station = —O +C
elev = 462,
460
6X6 TEE W/
2 -6" GV &B 458
Z 7
I=== A N E
om%%%]/
100' WATER SUPPLY WATERSHED BUFFER
Lr_I%j
I h
0 1 .40
WETLANDS
�
'.
x'o
V
ti
PERMANENT DRY
DETENTION POND
TEMPORARY
SEDIMENT BASIN
- X -
ST
—
+80.0()
-�
FLOW ARROWS
z
\�M
l 1�
EXISTNf3 WELL SITE
�\
\ \; \\ \�\
„ - »
TEMPORARY DIVERSION DITCH
#
AC ;'
OFFSITE DRAINAGE AREA
=
72
Q
a.
:3
w
U A
� O
Z
oo
�
W
Qfd
=
5.21
II
BMP #2 = 87'
EIMP #4, = 79'
­1 lk3
a 0
00-00
v
47 t
1
11�11�11�11�11�11 a
1/�11�11�111• 1 I I 1 I
I I
i no
no
I
I
ro
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a as
.25 TREE
1 •; / PROTECTION
I
`I d) I /
a'
S A: 35 +60.11 1
STq: 0 +00 F OONLIN DRIVE I
OR JERSEY LANE ;
RECONSTRUCT
DRIVEWAY FOR `.<A
EXISTING OWNER
6X6 SEE W/—
___'2-6" GV &B\\ .�
l� �� 1
PARCEL NOT \PART OF SUBDIVISION
-�- 30' VEGETATED FILTER STRIP ® 1
- 36" DIFFUSER
LEVEL SPREADER PLAN DETAIL
LEVE1_ SPREADER
TYPICAL_
NOT TO SCALE
SFr
l0 1
1 '
d /
/ o 235' JERSEY LA
io SY R/W (PUBLIC)
b
I
` 8E
20„
\
r \ I
/ . a'.m\�, _ • I,
. 5
i
d14 np 6„ PVC
_ WATERLINE.
dW to
I N
'd \ n
34 ro
- -� -- - -�- - - - - -- i
d
-11 -- ____1n�p1___-
I -_ - -__ q \
d o
1 � �
N I �
�1
EXISTING N JERSEY LANE
(FRANKLIN CO.)
i
i yyff
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DETENTION POND &LEVEL
SPREADER OPERATION
& MAINTENANCE AGREEMENT
Jackson Manor
Wake Forest, North Carolina
03 July 2014
JOHN W. HARRIS, P.E. 5112 Bur Oak Circle
CONSULTING ENGINEER, Inc. Raleigh, N.C. 27612
www.harriseng net (919) 789 -0744

Permit Number
Detention Pond Operation and Maintenance Agreement
GENERAL INFORMATION
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a known set
location. Any deficient BMP elements noted in the inspection will be corrected, repaired or replaced immediately. These
deficiencies can affect the integrity of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
• The drainage area will be carefully managed to reduce the sediment load to the detention pond.
• The inlet pipe(s), dissipator(s), and control box will be clear of trash and debris.
• Any and all erosion will be repaired as soon as possible.
• Grass should be maintained around 4 -6 inches in height.
Based on the final recorded plat by XXX the detention pond is located adjacent to property described by PIN XXX (XXX
Donlin Drive) and will be inspected quarterly and within 24 hours after every storm event greater than 1.0 inches (or 1.5
inches if in a Coastal County). Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
II. DESCRIPTION OF DEVICE
• 26' x 46' detention basin area
• 24" CMP Riser with Trash rack
• Control Pipe (orifice)
i. Basin 1 -12" CMP
ii. Basin 2 — 30" CMP
iii. Basin 3 —15" CMP
iv. Basin 4— 15" CMP
• Outlet Pipe
i. Basin 1— 24" CM
ii. Basin 2 — 36" CMP
iii. Basin 3 — 36" CMP
iv. Basin 4 -36" CMP
III. OPERATION
These basins are typically dry between storm events. A low -flow outlet slowly releases water retained over a
period of days. The primary purpose of dry extended detention basins is to attenuate and delay stormwater runoff peaks.
They are appropriate where water quality issues are secondary to managing peak runoff, since the overall pollutant
removal efficiency of dry extended detention basins is low. Dry extended detention basins are not intended as infiltration or
groundwater recharge measures.
IV. INSPECTION AND MAINTENANCE OF BMP
A. Trash Control
It is important to control the potential risk of system blockage due to the presence of trash such as
cardboard, bottle, trash bags, etc. in the piping and outlet structure. Due to the nature of the flow - control
structure, trash or other items could possibly become trapped in the structure and cause partial or complete
blockage. Site maintenance should include routine and effective trash collection and control measures.
Page 2 of 15

Permit Number
B. Sediment
Sedimentation from areas tributary to the site will result in reduction of the storage volume and water
dissipation /filtration. Sediment deposited in the system will require removal. The frequency of the sediment
removal can be reduced by ensuring that the site areas around the building are stabilized with a vegetative ground
cover such that it restrains erosion. This requires periodic applications treatments necessary to promote a stable
groundcover and minimize sedimentation, do not fertilize unless absolutely necessary. When the sediment level at
any point along the device exceeds 6 inches in depth or it reduces the depth to 75% of the original design depth,
the sediment must be removed and the original volume restored. General, the removal process should be carried
out by methods that do not simply wash the sediment downstream. If scouring and flushing is used, filtering or
trapping devices should be installed immediately downstream or below the piping (if applicable) to capture
sediment for removal. It is very important to remove sedimentation prior to any large accumulation, as the degree
of removal difficulty, and the likelihood of downstream impacts increase significantly with increased sediment
depth and volume.
C. Bare Spots
Check for areas that show no signs of vegetative or permanent cover (grass, matting, rip rap, etc.) in an
area greater than 1 square foot. After area is stabilized, inspections should be made quarterly, BMP should be
maintained to keep grass cover dense and vigorous. Maintenance should include periodic mowing, occasional spot
reseeding, and weed control; swale grasses should never be mowed close to the ground. Grass heights in the 4 to 6
inch range are recommended and should never exceed 8 inches.
D. Erosion, & Cavities
Check the entire area and pay special attention to Dams and Embankment for areas that have been
wearing away by the action of water, ice, wind etc. Eroded areas are more than likely associated with bare spots
though cavities which are a hollow space or a pit may have high and thick vegetative or permanent cover
concealing itself. A thorough walk around is required to find these. Check for bare areas, depression, cavity,
rodent burrows. If these items are found at an early stage and repaired in a timely manner, it will maintain a lower
cost of the repairs; left unattended and the degree of repair difficulty and the likelihood of downstream impacts
increase significantly with increased erosive depth and volume.
E. Ponding
When water is diverted into a lower area that has no outlet or is not suitable for drainage, water will
begin to pool, this is where the system is not being able to flush water through the system as designed after 24 -48
hours. This could mean a blocked path or insufficient slope.
F. Short circuiting
This occurs when inflow Stormwater flows directly out of the BMP with little or no dispersion and results
in the direct transport of upstream pollutant loads to the downstream receiving water body, by passing the
pollutant removal process as designed by the engineer.
G. Settlement (If embankments or fill are part of the system)
Occurs both during construction and after the embankment has been completed and places in service. To
a certain degree this is normal and should be expected. It is usually the most pronounced at the location of the
maximum foundation depth or embankment height. Excessive settlement will reduce the free board (difference in
elevation between the water surface and the top of the dam). Any area of excessive settlement should be restored
to original elevation and condition to reduce the risk of overtopping. A relatively large amount of settlement (more
Page 3 of 15

Permit Number
than 6 ") within a small area could indicate serious problems in the foundation or perhaps the lower part of the
embankment. Settlement accompanied by cracking often precedes failure.
H. Conduits
Should be inspected thoroughly once a year. Conduits should be visually inspected at the joints. Pipes
should be inspected for proper alignment (sagging), elongation and displacement at joints, cracks, leaks, surface
water, surface wear, loss of protective coating, corrosion and blocking. Problems with pipes most often occurs at
joints and special attention should be given to them during inspection. Joints should be checked for gaps caused by
elongation or settlement and loss of joint filler material. Open joints can permit erosion of the embankment
material and possibly the piping of soil material through the joints eventually creating a cavity or erosion. Catch
basin should be checked for signs that water is seeping along the exterior surface of the pipe where it enters the
catch basin. A depression in the soil surface over the pipe may be signs that soil is being removed from around the
pipe.
V. SUGGESTED INSPECTION SCHEDULE
A. Monthly
Mow to a height of 4 " -6" grass height should never exceed 8 ". Remove clippings, leaves, and other
debris.
ii. Check for any potential blockage
iii. Remove all trash and debris in and around BMP
B. Quarterly
i. Inspect all structures
ii. Look for bare spots, erosion, and cavities
iii. Inspect all conduits / pipes
C. Annually
BMP certified by Licensed Engineer and submit a report with form 501 to City of Raleigh
VI. RECORD KEEPING
A. Operation of an detention pond system should indicate recording of the following:
i. Annual Inspection Reports — a collection of written inspection report should be kept on file on the last
Sheet of this manual. Inspection will be conducted annually. Copies should be provided to the City of
Raleigh Inspections Department.
ii. Observations — all observations should be recorded. Where periodic inspections are preformed following
significant rainfall events, these inspections should be logged into the Periodic Inspection, Operation and
Maintenance Form on the last Sheet of this manual.
iii. Maintenance — written records of maintenance and /or repairs should be recorded on the Periodic
Inspection, Operations and Maintenance Form on the last sheet of this manual.
iv. Other Operation Procedures — the owner should maintain a complete and up -to -date set of plans (as-
builts drawings) and all changes made to the system over time should be recorded on the as- builts.
VII. Estimated Financial Cost
A. Estimated Construction Cost
i. Structure = $ 4,850
ii. Smooth Top Soil & seed $1,000
Total estimated construction cost = $ 5,850
B. Estimate Maintenance Cost
i. Annual inspection = $500.00
Page 4 of 15

Permit Number
ii. Quarterly trash removal= $100.00
iii. Routine lawn management = $600.00
C. Required annual contribution
$ 5,850/30 years ($ 195) + $ 1,200 = $ 1,395 annual cost
Page 5 of 15

Permit Number
VIII. Maintenance
BMP element:
Potential problem: .
How I will remediate the problem:
Entire BMP
Trash /debris is present.
Remove the trash /debris.
Adjacent pavement (if
Sediment is present on the pavement
Sweep or vacuum the sediment as soon as
applicable)
surface.
possible.
Perimeter of the dry detention
Areas of bare soil and / or erosive
Re -grade the soil if necessary to remove the
basin
gullies have formed.
gully, and then plant a ground cover and water
until it is established. Provide lime and one-
time fertilizer application.
Inlet device: pipe or swale
The pipe is clogged (if applicable).
Unclog the pipe. Dispose of the sediment off -
site.
The pipe is cracked or otherwise
Replace the pipe.
damaged if applicable).
Erosion is occurring in the swale (if
Regrade the swale if necessary to smooth it
applicable).
over and provide erosion control devices such
as reinforced turf matting or riprap to avoid
future problems with erosion.
Embankment
Shrubs or trees have started to grow on
Remove shrubs or trees immediately.
the embankment
Grass cover is unhealthy or eroding.
Restore the health of the grass cover - consult a
professional if necessary.
Signs of seepage on the downstream
Consult a professional.
face.
Evidence of muskrat or beaver activity
Use traps to remove muskrats and consult a
is present.
professional to remove beavers
An annual inspection by an
Make all needed repairs.
appropriate professional show that the
embankment needs repair.
Main treatment area and forebay
Sediment has accumulated and
Search for the source of the sediment and
/ pretreatment area (if
reduced the depth to 75% of the
remedy the problem if possible. Remove the
applicable)
original design depth.
sediment and dispose of it in a location where
it will not cause impacts to streams or the BMP.
Re- vegetate disturbed areas immediately with
sod (preferred) or seed protected with securely
staked erosion mat.
Erosion has occurred or riprap is
Provide additional erosion protection such as
displaced.
reinforced turf matting or riprap if needed to
prevent future erosion problems.
Weeds and noxious plants are growing
Remove the weeds and noxious plants,
in the main treatment area
preferably by hand. If pesticides are used, wipe
them on the plants do not spray).
Water is standing more than 2 days
Check outlet structure for clogging. If it is a
after a storm event
design issue, consult an appropriate
professional.
Receiving water
Erosion or other signs of damage have
Contact the NC Division of Water Quality 401
occurred at the outlet.
Oversight Unit at 919 - 733 -1786.
Weir (or top of Riser)
Weir wall is damage or not level
Repair weir wall if damage or level with
concrete mix if not level.
Flow diversion structure and/ or
The structure is clogged.
Unclog the conveyance and dispose of any
outlet device (if any are
sediment offsite.
applicable)
The structure is damaged.
Make any necessary repairs or replace if
damage is too large for repair.
Sediment has accumulated in the
Search for the source of the sediment and
structure to a depth of greater than
remedy the problem if possible. Remove the
four inches.
sediment and stabilize or dispose of it in a
location where it will not cause impacts to
streams or the BMP.
BMP element:
Potential problem:
How I will remediate the problem:
Page 6 of 15

Permit Number
Page 7 of 15

Permit Number
INSPECTION CHECKLIST
Project Name:
Date
Item Inspected
Observations
Action
Repair
Action
Monitor
Action
Investigative
GENERAL COMMENTS, SKETCHES, AND FIELD MEASUREMENTS:
Page 8 of 15

Permit Number
Level Spreader Operation and Maintenance Agreement
GENERAL INFORMATION
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
Important maintenance procedures:
• The drainage area will be carefully managed to reduce the sediment load along the swale.
• Any and all erosion will be repaired as soon as possible.
• Grass should be maintained around 4 -6 inches in height.
The level spreaders are located adjacent to dry detention ponds and will be inspected quarterly and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be available upon
request.
Inspection activities shall be performed as described below. Any problems that are found shall be
repaired immediately.
II. DESCRIPTION OF DEVICES
• 2 level spreaders 1 @ 78' and 1 @ 87' and using a concrete level lip with a 15" depth and 2:1
back slope.
• The vegetation of the level spreade is Grass
• 3.5' aggregate at lip
• 1% sloped vegetated filter strip
III. OPERATION
Level spreaders remove pollutants from stormwater by bio- filtration, settling, and infiltration.
Grassed vegetated filter strips absorb pollutants as stormwater runoff moves over the leaves and roots of
the grass. By reducing flow velocities and increasing a site's time of concentration, level spreaders
contribute to reducing runoff peaks.
IV. INSPECTION AND MAINTENANCE OF BMP
A. Trash Control
It is important to control the potential risk of system blockage due to the presence of
trash such as cardboard, bottle, trash bags, etc. in the piping and outlet structure. Due to the
nature of the flow - control structure, trash or other items could possibly become trapped in the
structure and cause partial or complete blockage. Site maintenance should include routine and
effective trash collection and control measures.
B. Sediment
Sedimentation from areas tributary to the site will result in the reduction of the positive
draining or will short circuit. Sediment deposited in the system will require removal. The
frequency of the sediment removal can be reduced by ensuring that the site areas around the
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Permit Number
building are stabilized with a vegetative ground cover such that it restrains erosion. This requires
periodic applications of fertilizer and other treatments necessary to promote a stable
groundcover and minimize sedimentation. When the sediment level at any point along the level
spreaders exceeds 4 inches in depth or covers the grass, the sediment must be removed and the
original volume restored. Generally, the removal process should be carried out by methods that
do not simply wash the sediment downstream. If scouring and flushing is used, filtering or
trapping devices should be installed immediately downstream or below the piping (if applicable)
to capture sediment for removal. It is very important to remove sedimentation prior to any large
accumulation, as the degree of removal difficulty, and the likelihood of downstream impacts
increase significantly with increased sediment depth and volume.
C. Bare Spots
Check for areas that show no signs of vegetative or permanent cover (grass, matting, rip
rap, etc.) in an area greater than 1 square foot. After area is stabilized, inspections should be
made quarterly, level spreaders should be maintained to keep grass cover dense and vigorous.
Maintenance should include periodic mowing, occasional spot reseeding, and weed control; level
spreader grasses should never be mowed close to the ground. Grass heights in the 4 to 6 inch
range are recommended and should never exceed 8 inches.
D. Erosion, & Cavities
Check the entire area that have been wearing away by the action of water, ice, wind etc.
Eroded areas are more than likely associated with bare spots though cavities which are a hollow
space or a pit may have high and thick vegetative or permanent cover concealing itself. A
thorough walk around is required to find these. Check for bare areas, depression, cavity, rodent
burrows. If these items are found at an early stage and repaired in a timely manner, it will
maintain a lower cost of the repairs; left unattended and the degree of repair difficulty and the
likelihood of downstream impacts increase significantly with increased erosive depth and
volume.
E. Ponding
When water is diverted into a lower area that has no outlet or is not suitable for
drainage, water will begin to pool, this is where the system is not being able to flush water
through the system as designed after each rain event. This could mean a blocked path or
insufficient slope.
F. Short circuiting
This occurs when inflow Stormwater flows directly out of the BMP with little or no
dispersion and results in the direct transport of upstream pollutant loads to the downstream
receiving water body, by passing the pollutant removal process as designed by the engineer.
G. Cracks, Scaling, and Spalling (for concrete structures)
Cracks — the entire structure shall be inspected for cracks. Short, isolated cracks are usually not
significant, but larger cracks (wider than % ") and well defined cracks indicate a serious
problem. There are two types of cracks: Traverse and longitudinal.
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Permit Number
TRAVERSE cracks appear crossing the embankment. These cracks provide avenues for
seepage and piping could develop.
LONGITUDINAL cracks run parallel to the embankment and may signal the early stages
of a slide. In recently built structures, these cracks may be indicative of poor
compaction or poor foundation preparation resulting in consolidation after
construction.
Scaling — occurs when the surface of concrete begins to flake off. This weakens the structure
and may assist in cracking. These scaling should not be no more than %" in depth. One
method to identify this issue is to use spray paint to paint entire area to see if additional
scaling occurs, if more scaling occurs, it will be evident due to the lack of paint in the new
area, if scaling continues periodically, contact structure or civil engineer for consultation in
regards to this matter.
Spalling — is evident when pieces of concrete fall from the main pipe and can be caused by
Settlement. It is defined as the breaking, chipping, or fraying of concrete slabs that leave
an uneven surface or edge, most often at joints or cracks.
V. SUGGESTED INSPECTION SCHEDULE
A. Monthly
i. Mow to a height of 4 " -6" grass height should never exceed 8 ". Remove clippings,
leaves, and other debris.
ii. Check for any potential blockage
iii. Remove all trash and debris in and around BMP
B. Quarterly
i. Inspect all structures
ii. Look for bare spots, erosion, and cavities
C. Annually
BMP certified by Licensed Engineer and submit a report with form 501 to City of Raleigh
VI. RECORD KEEPING
A. Operation of a level spreader system should indicate recording of the following:
i. Annual Inspection Reports — a collection of written inspection report should be kept on
file on the last Sheet of this manual. Inspection will be conducted annually. Copies
should be provided to the Wake Co. Inspections Department.
ii. Observations — all observations should be recorded. Where periodic inspections are
preformed following significant rainfall events, these inspections should be logged into
the Periodic Inspection, Operation and Maintenance Form on the last Sheet of this
manual.
iii. Maintenance — written records of maintenance and /or repairs should be recorded on
the Periodic Inspection, Operations and Maintenance Form on the last sheet of this
manual.
iv. Other Operation Procedures — the owner should maintain a complete and up -to -date
set of plans (as- builts drawings) and all changes made to the system over time should be
recorded on the as- builts.
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VII. Estimated Financial Cost
A. Estimated Construction Cost
i. Grade & seed = $2,700
Total estimated construction cost = $ 2,700
B. Estimate Maintenance Cost
i. Annual inspection = $500.00
ii. Quarterly trash removal = $100.00
iii. Routine lawn management = $600.00
C. Required annual contribution
$ 2,700/30 years ($ 90) + $ 1,200 = $ 1,295 annual cost
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Permit Number
BMP element;
Potential problem:
How I will remediate the problem:
Entire BMP
Trash /debris is present.
Remove the trash /debris.
Adjacent pavement (if
Sediment is present on the
Sweep or vacuum the sediment as soon as
applicable)
pavement surface.
possible.
Entire length of the swale
Areas of bare soil and / or erosive
Re -grade the soil if necessary to remove
gullies have formed
the gully, and then re -sod (or plant with
other appropriate species) and water until
established. Provide lime and a one -time
fertilizer application.
Sediment covers the grass at the
Remove sediment and dispose in an area
bottom of the swale.
that will not impact streams or BMPs, Re-
sod if necessary.
Vegetation is too short or too long.
Maintain vegetation at a height of
approximately six inches.
Receiving water
Erosion or other signs of damage
Contact the NC Division of Water Quality
have occurred at the outlet.
401 Oversight Unit at 919 - 733 -1786.
Flow diversion structure and
The structure is clogged.
Unclog the conveyance and dispose of any
/ or outlet device
sediment offsite.
The structure is damaged.
Make any necessary repairs or replace if
damage is too large for repair.
Sediment has accumulated in the
Search for the source of the sediment and
structure to a depth of greater than
remedy the problem if possible. Remove
four inches.
the sediment and stabilize or dispose of it
in a location where it will not cause
impacts to streams or the BMP.
seepage, cracks, spalling, or
A geotechnical or civil engineer should be
settlements
consulted regarding the origin of these
problems and for the assessment of the
appropriate solutions for correcting them. If the
professional is not immediately able to inspect
the dam, then the bottom drain should be
opened and the water level lowered to remove
the risk of failure until a professional can
observe these problems
BMP element:
Potential problem:
How I will remediate the problem:
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Permit Number
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or
prior to any changes to the system or responsible party.
Project name:
BMP drainage area number:
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots
have been sold and a resident of the subdivision has been named the president.
I,
a Notary Public for the State of
, County of , do hereby certify that
personally appeared before me this day of
, and acknowledge the due execution of the forgoing sand filter
maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
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INSPECTION CHECKLIST
Project Name:
Date
Item Inspected
Observations
Action
Repair
Action
Monitor
Action
Investigative
GENERAL COMMENTS, SKETCHES, AND FIELD MEASUREMENTS:
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