20060888 Ver 2_Stormwater Info_20070507

To: Nest Floyd Page 2 of 3 2007-04-24 16:31:46 (GMT) '14135567099 From: Tracy moore
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CONTENTS
SECTION 1.......GENERAL INFORMATION .....................................................................1
(Erosion Control Narrative, USGS Quad Map, County Soils Map, and
NCDWQ Buffer Determination)
SECTION 2.......DESIGN PARAMETERS & OVERALL DRAINAGE AREAS ...............?
SECTION 3.......STORM DRAINAGE SYSTEMS (Initial Grades & Hydrology) ..............10
SECTION 4.......STORM DRAINAGE SYSTEMS (Hydraulic Design) ..............................39
SECTION 5.......OUTLET DITCHES (Hydrology, Hydraulic Design, & Spec Sheets) ......90
SECTION 6.......CULVERT DESIGN ..................................................................................103
SECTION ?.......SEDIMENT TRAP SIZING .......................................................................111
SECTION 8.......NCDWQ 401/STORMWATER NARRATIVE & DATA .........................118

GENERAL INFOF:MATION
(Erosion Control Narrative, USGS Quad Map,
County Soils Map, and NCDWQ Buffer Determination)

Z
NARRATIVE FOR EROSION CONTROL
Holts Lake West Subdivision
Drainage & erosion control calculations contained herein (or as subsequently revised as
may be requested during the review process) are hereby made a part of the Construction
Drawings for "Hops Lake West Subdivision" in Johnston County, NC. This subdivision
encompasses 46.24 acres and grading activities are expected to denude 15.98 acres, mostly due
to proposed construction for roadways, grading, utilities (water & sewer), and storm drainage
systems, ditches & other stormwater devices. The Construction Drawings (esp. the Erosion
Control & Crrading Plan) show a detailed layout of the proposed erosion control measures
required to contain sediment on-site. In summary, check dams may be utilized at strategic
locations in ditches or channels to contain sediment from being carried away by minimal
concentrated flow; silt fence has been used where sheet flow runoff is adjacent to fill areas; there
are temporary and/or permanent linings specified for proposed ditches where their use is
required; there are dissipater morons at the outlets of proposed culverts and storm drainage pipes
where their use is required; and there are sediment traps to store sediment laden runoff before
exiting the project and prior to sensitive areas, ie. wetlands. Note that there are no direct
stormwater discharges or crossings of Riparian Buffers; therefore, no level spreaders are
proposed for diffuse flow near such buffers. These are the basic erosion control devices used for
this project.
Construction on this project does occur near existing wetland areas and the existing Holts
Lake. However, construction near the lake is mostly well beyond any buffers and wetlands
adjacent to the lake itself and sheet flow runoff has been maintained along the grading limits near
the lake. And construction adjacent to wetlands has been minimized to meet requirements of the
Corps of Engineers; and stormwater discharges to wetland areas have been designed to reduce
flow velocities prior to entering wetlands per recommendations by NCDWQ. Any sediment
laden stormwater discharges are treated by sediment traps prior to being released downstream to
such areas.
Because of the above-described construction near wetlands, 404 permits will be sought
from the Corps of Engineers as well as any required 401 Certification as may be required by
NCDWQ. Additionally, there are portions of this subdivision located in a FEMA regulated
floodplain area and therefore all requirements of the local floodplain ordinance must be met.
Other regulatory criteria shall be satisfied as required by the Town of Four Oaks and/or the
NCDOT.

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Date: 3/29/2007
Scale: 1 inch equals 2000 feet
Copyright (C) 1998, Maptech, Inc.

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June 8, 2006
Mr. Bill Deane
Cambridge Builders
808 North Berkeley Blvd
Goldsboro, NC 27534
Subject Property: Holts Lake Subdivision
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ EXP# 06-0888
Johnston County
On-Site Determination for Applicability to the Neuse Riparian Area Protection Rules (15A NCAC
2B .0233)-EXPRESS REVIEW PROGRAM
Dear Mr. Deane:
On June 7, 2006, at the request of Neal Floyd, I conducted an on-site determination to review one stream
feature located on the subject property for applicability to the Neuse Buffer Rules (1 SA NCAC 2B .0233).
The feature is labeled as "A" on the attached map initialed by me on June 8, 2006. The start point of A
was flagged in the field as "Start A" and the end point of A was flagged in the field as "End A". The
Division of Water Quality (DWQ) has determined that the feature labeled as "A" on the attached
map is subject to the Neuse Buffer Rule. This on-site determination shall expire five (S) years from the
date of this letter.
Landowners or affected parties that dispute a determination made by the DWQ that a surface water exists
and that it is subject to the buffer rule may request a determination by the Director. A request for a
determination by the Director shall be referred to the Director in writing c/o Cyndi Karoly, DWQ 401
Oversight/Express Review Permitting Unit, 2321 Crabtree Blvd., Raleigh, NC 27604-2260. You must act
within 60 days of the date that you receive this letter. Applicants are hereby notified that the 60-day
statutory appeal time does not start until the affected party (including downstream and adjacent
landowners) is notified of this decision. This determination is final and binding unless you ask for a
hearing within 60 days.
This letter only addresses the applicability to the buffer rules and does not approve any activity within the
buffers. Nor does this letter approve any activity within Waters of the United States or Waters of the
State. If you have any questions, please contact Cynthia Van Der Wiele at 919.715.3473 or Amy
Chapman at 919-715-6823.
AWKlcbk/asc /~
Attachments: Johnston Soil Survey Map
cc: Mike Horan, DWQ Raleigh Regional Office
-= Central Files. __ ~__ _- _
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Departrnent of Environment and Natural Resources
Sincerely, / ,
Alan W. Klimek, P.E.
)1 Oversight /Express Review Permitting Unit
i50 Mail Service Center, Raleigh, North Carolina 27699-1650
321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
hone: 919-733-1786 /FAX [phone] / InterneC htto://h2o.enrstate.nc.us/ncwetlands
NO°` Carolina
~tura!(y
S
n Equal Opportunity/Affirmative Action Employer - 50% Recycledll0% Post Consumer Paper

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sTiq p r qG . 2 8
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Gv<d rulE
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~-.23

Sro~e-rte O,e-stre~.R~~ t ' {~'
Sf2vGYvd-~ DEPTttS' ST.k~tdJF~S By%B~L 3/2fL'7
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i ~ p NGDoT $40.03 - STD. G4Rr'~E~ 4agTE~F-!`Itot}
~ D I
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r- STa.~~p~~'AST" g.xFS.
Qcf= rJCOor Std..d~-d sQO.O1~°~
Std,~~pF4,: Fa. ;,.i8": H=3'3.,t~„~gfG=3.75'atBfG
A=L4" = N =3' 9". G" t. 8/G=4.Z~`~t8/G
;~~~~;~,
<~~, u~
~4
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j
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~=
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~' Gate L+ 8,e5in - Seel. 84°.61~•aL ~-- 574. "P,~ELRST'~ Bax$S
i
I
Std.p~PJS,;Fe. p=19": H-=3`3"*f''f•8~C-3.33~tBjG
Q=Z4"' N=3'9"a!" t.6/C=3-83'ad6fG
I
i
ll,~op tr-tGE'TS - STA~.S
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' € 1 't+ble'1 ~'~
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V
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Std.Dtpth Frr D=!$"; H=Z~G" (2,5~)
~I
i

SToa-M SST E~ ~ I ~y% BEL ~~?f~~'
SrR-~cr+~a-~ ~cPTHS~~,~~D~S
<D2-1
si)1-2
5~1-3
So1~9

TRIAL GRADE/DEPTH CALCULATIONS FOR STORM DRAIN PIPE

tructure

tructure
Rimffop
Elev

tandard
Depth Length of
Upstream
Pipe
Measure to
Centers of
Strad.

Set Sbpe
from
Upstream
Pipe

et Depth

rop
Through
Structure

nvert Out

nvert In

Final
Structure
Depth Top
to Inv Out

inal Pipe
Slope

escription
Open End
of Pipe _ _ _ - 157.00 157.00
Pipe 40.0 0.0100 0.054000
Catch
Basin 158.39 3.75 0.20 154.64 154.84 3.75
PTO. DEQTN
Pipe 50.0 0.0100 ~ ~ 0.024400
Catch
Basin 156.97 3.75 0.20 153.22 153.42 3.75
STa, dEPfH
Pipe 36.3 0.0100 ~ ( 0.010000
Bas n 156.76 3.75 0.20 152.66 152.86 4.10 ~Kra~t d E,~TN - , I ~~ c
C-~ !,• 1
Pipe 45.3 0.0100 ~ 0.024437
Catch
Basin 155.10 3.75 0.20 151.35 151.55 3.75
Srv , dEOTN
Pipe 40.0 , v3 37So
Open End
of Pipe
-
-
-
-
I SO.O
1 SO. D

i!
S ro ~-~ S y s rEM ~* 1
~ ~~ _3v ~
DPFN ENd l1~gt3ES Foy OgyLiLtlf/.uG Ql~~
AI.~o 1N~T~our~.ET DircH G,~A~ES (~S Nt.~dtr~~
`\
~~
o~
\.. .~ ~r

502-1
502-2
Pr~i~~~
L'yp ~s
sot-3
Soz -g
Sr,~~c~~~E DEPTt>s~Gts+aES /

TRIAL GRADE/DEPTH CALCULATIO NS FOR STOR M DRAIN PIPE

tructure

tructure
Rim/Top
Elev

tandard
Depth Length of
Upstream
Pipe
Measure to
Centers of
Struct.

Set Slope
from
Upstream
Pipe

et Depth

rop
Through
Structure

nvert Out

nvert In

Final
Structure
Depth Top
to Inv Out

Final
Structure
Depth Top
to Inv Out

escription
Possible
Future
Open Pipe
or Inlet
Possible
Future
Pipe
Valley
Curb Inlet 152.57 3.33 3.33 0.20 149.24 149.44 3.33
-Sre. OEGTN
Pipe 35.0 0.0050 0.005000
Valley
Curbinlet 153.17 3.33 0.20 148.87 149.07 4.31 S~r,e c
EXt2.f DEOTH~ e,,,~,~/
Pipe 54.2 0.0050 0.008026
~~.
~~ __
Valley
Curb Inlet 151.56 3.33 0.20 148.23 148.43 3.33
STD . D EF'TN
Pipe 24.4 0.0050 ~ ~ 0.005000
Valley
Curbinlet 151.80 3.33 0.20 147.91 148.11 3.89 Si°Pc
EXf,G~f dFOTIi-~°„ ~,l
Pi GS• a .oc4SS9
Open End
of Pipe
~
~
-
-
197,6
147.G Sec Ncz>• ~---
=--

'U

l7
=~

STO,zM .~ySTE~'J ~Z I ~~ ;3~ i
OPEN ~~ub G~~4pES ~~~ D~FyL1GMT/ivG P~/a~ -----
lJ~.+O lNLET~OvTC~T D.rc~ l,~.~oES ~AS Nr<d~d)
r'
N
~`

Sr~v~-r~~.e dE~rtts/Ga~oFs
SD3-2
SD3-Z
SD3 -3

TRIAL GRADE/DEPTH CALCULATIO NS FOR STOR M DRAIN PIPE

tructure

tructure
Rim/Top
Elev

tandard
Depth Length of
Upstream
Pipe
Measure to
Centers of
Strud.

Set Slope
from
Upstream
Pipe

et Depth

rop
Through
Structure

nvert Out

nvert In

Final
Structure
Depth Top
to Inv Out

Final
Structure
Depth Top
to Inv Out

escription
Possible
Future
Open Pipe
or Inlet
Possible
Future
Pipe
Valley
Curb Inlet 144 08 3.33 3.33 0.20 140.75 140.95 3.33
S1"D. DEFTM
Pipe 74.7 0.0100 0.024900
Valley
Curb Inlet 142.02 3.33 0.20 138.69 138.89 3.33
STD. DEPTH
Pipe 24.0 0.0100 ~ ~ 0.010000
Valley
Curb Inlet 142.02 3.33 0.20 138.25 138.45 3.77 Sl'pc
Exr<~ J)6PTrf-Gn~fel
Pipe SG,o .02232)
Open End
of Pipe
~
-
-
-
137,0
1370 Sct NtX
= - -

zi
Sroa M S~ s T E ~-'+ ~ 3
DPEN Fti,p G,t~bES Go.~ ,d~~uGtfTl~uG A,PE ~~~ `-~v ~
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'~.
1\
1 ~ ` ~
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Ca
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zz
Sroa~ S~sTs~'~ rz `~" ~ Q2L 3/Z~r,7
ST~.uCT~iCE ut=PTt~S ~G<A.d~~ 7~
Sfl9-2
soy-z
So9-3

TRIA L GRAD EIDEPT H CALC ULATIO NS FOR STORM DRAIN PIPE

tructure

tructure
Rim/Top
Elev

tandard
Depth Length of
Upstream
Pipe
Measure to
Centers of
Struct.

Set Slope
from
Upstream
Pipe

et Depth

rop
Through
Structure

nvert Out

nvert In

Final
Structure
Depth Top
to Inv Out

inal Pipe
Slope

escription
Possible
Future
Open Pipe
or Inlet e
Possible
Future
Pipe
Valley 135.48 3.33 3.33 0.20 132.15 132.35 3.33 570, QtaTN
Curb Inlet
0100
0
0.012869
Pipe
74.6
.
Valley 134 32 3.33 0.20 130.99 131.19 3.33 Sttl , d EP TH
Curb Inlet 0000
pi 24.0 0.0100 0.01
Valley
134.32
3.33 0.20 130.55 130.75 3.77 Sl~y~
~x,ta DE~rN' „},~~
Curb Inlet
Pipe
Open End

of Pipe

-

- $ •~
-
-

13v. ~

t3v. ! .ooSll¢
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... I,..
I I

SoS-1
S~S-Z
Sro,~M Sy s rF~-~t *~ 5'
Srav~Yv,a-r f~E~ rNS~GQA Dt5

TRIA L GRAD E/DEPT H CALC ULATIO NS FOR STOR M DRAIN PIPE

tructure

tructure
Rim/Top
Elev

tandard
Depth Length of
Upstream
Pipe
Measure to
Centers of
Struct.

Set Slope
from
Upstream
Pipe

et Depth

rop
Through
Structure

nvert Out

nvert In

Final
Structure
Depth Top
to Inv Out

inal Pipe
Slope

escription
Possible
Future
Open Pipe
or Inlet
Possible
Future
Pipe
Valley 133.46 3.33 3.33 0.20 130.13 130.33 3.33
STD. DEPrH
Curb Inlet 2
31 0
0100 0.008013
pipe
Valley
l
132.68
3.33 . .
S<G
2.80
0.00
129.88
129.88
2.80 Sit A H~
M~a.t.D,<~TN- ~;~ ~;~
et
Curbin
Pi
Open End
of Pipe

-

- D

-

-

12 9.q

( Q~ 4 . c0 SZ17
Sct NcY~ -
_. _.._-

z4
A^~ N' ~,,~t~'
~ Tti •.a
D~ lt, Bax
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~aF~ FNS GQS~~ES Fo,t DA yL/~HT/N~ ~3/~~
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SDG-1A
SDG - 2
s~G-2
saL-3
SDG -~J
SSG-L1~
SDG-L4L
SDG-~1.
S06-L1.
,' SDb 3
SrD~.M Sys r,F~ ~ ~
ST,Q / G T ~~ Qg,aTt/S f~E/iCES
ZLo
$~ ; Ba-L 3~S'~i'7

TRIA L GRAD E/DEPT H CALC l1LATIO NS FOR STORM DRAIN PIPE

trudun:

tructure
Rim/Top
Elev

tandard
Depth Length of
Upstream
Pipe
Measure to
Centers of
Strud.

Set Slope
from
Upstream
Pipe

et Depth

rop
Through
Structure

nvert Out

nvert In

Final
Structure
Depth Top
to Inv Out

inal Pipe
Slope

escription
Drop Inlet 124.50 2.50 2.50 0.20 122.00 122.20 2.50 Srb . DEPTH
pipe 24.0 0.0100 I 0.018333
Valley
Curb Inlet 124.69 3.33 0.20 121.36 121.56 3.33 Srb. dfP7H
24
0 0100
0 ~ ~ 0.010000
pipe . .
Valley
Curb Inlet 124.69 3.33 0.20 120.92 121.12 3.77 S/Pfc
Ex rta D~TH - G~h~l
ipe 111.4 0.0100 ~ 0.012118
Valley
Curb Inlet
123.20
3.83 ~"Plc
Au~.~td 1. /~°te~
~,,,~~ ~~
4.13
0.50 119.07 119.57 4.13 Te r1~s•
Ex~<~ n~~i~_ G.~fr.
pi 106.7 0.0100 ~ 0.010000
Valley
Curb Inlet 12268 3.83 Aa~`~``t~ 0.20 117.80 118.00 4.88 S~opc
Pipe
Open End
of Pipe LS a/-

~

!) 7. D

It 7.O .orr7GS
Su Ncxf -

Open End
of Pipe _ _ _ _ ~.:5~ }.~c,,g-
o.099
pipe 20.0 0.0100 6ci~49596
Valley
• Curb Inlet 127 64 3.33 0.20 124.31 124.51 3.33
-STD, d EP7"N
Pipe 74,9 0.0100 ~ ~ 0.023231
Valley
Curb Inlet 125.70 3.33 0.20 122.37 122.57 3.33 frd , DE!'T~1
pipe 24.0 0.0100 ~ ~ 0.010000
Valley
i Curb Inlet 125.70 3.33 0.20 121.93 122.13 3.77 EX rLA QfPTN - G „~~ ,1
pipe 52.4 0.0100 ~ ~ 0.033779
Valley
f Curb Inlet 123.29 3.33 0.20 119.96 120.16 3.33 pi3ZZ0 .STG. DE,eTN
pipe 29.5 0.0100 ~~~
ST 4•l3
°7I il9
~9
Valley
Curbinlet
123.20
3.33
`~,l3 •
i
•
'~" ~7 ~ ~- cti~~ 7o N~tchft,e
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r

ti C, le w~5.
s /'i..•. u~5
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SD7-Z
so7-2
STO~d-Yt Sy ~'? ~r't `~
S7t~-uGt JL ~ Q EPTNS ~G,~AQ~S

TRIA L GRAD E/DEPT H CALC ULATIONS FOR STOR M DRAIN PIPE

tructure

tructure
Rim/Top
Elev

tandard
Depth Length of
Upstream
Pipe
Measure to
Centers of
Struct

Set Slope
from
Upstream
Pipe

et Depth

rop
Through
Structure

nvert Out

nvert In

Final
Structure
Depth Top
to Inv Out

inal Pipe
Slope

escription
Valley
t
C
b I
l 1219 3.33 3.33 0.20 118.60 118.80 3.3a
Srp, DEATH
n
e
ur
pi 24
0 0
0100 0.010000
pe
Valley
b Inlet
C 121.9 3.33 . . 0.20 118.16 118.36 2
3.77 ~i°p~
FXTdA dEQrH- ~ ,f.°/
ur
Pipe
Open End
of Pipe
-
- 3G ''~
-
-
. f 7• g
117•S~ , ct853a3
,~~a ro ~s~°'c Pe •a
~ '
u Prt.v. P S. r ~.S-rro

r, , ~
,tn„~e,! 7:-. .(~~7A IGr ~,~~
GF. lrr~,fC AEFF) ~`YW2^,
L ~ ~ . i a :i a .;r.^c~
'/f f ten! t' G~ Ir*; S c, r ,•,.u,f`.
Z9
ia~ •1' 24"'

2
C9
N
W
0
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Calculation Results Summary
Scenario: Base
»» Info: SDl-4 No bypass target specified. Bypass is assumed ~ °~ ~~~ ~:pG 8<s%f~+:
8 P°55 -1'i~•.~ Sql-¢ ar~v6/S f~ °uT
to travel to OUT. y ,.,,
Sp wSJ~..+f~}in~ iS «i~(r f" .f ~w~
»» Info: Subsurface Network Rooted by: OUT
»» Info: Subsurface Analysis iterations: 2
»» Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total I Capture I ~uLLer i ~u~~CL i
1 I Intercepted I Bypassed I Efficiency I Spread I Depth I
I I
I I Type I I Flow I Flow I (~) I (ft) I (ft) I
I I I I (cfs) I (cfs) I I
----------I
-------- I I
i--------I
I-------I
I SD1-2 ---------
I Generic ------I
Inlet I ---------
Generic --------
Default -----I
1000 I -------------
1.79 I----------
I 0.00 I--
I 100.0 I 0.00 I 0.00 I
I SD1-1 I Generic Inlet I Generic Default 100 I 0.00 I O.OD I 100.0 i 0.00 I 0.00 I
I IN I Generic Inlet I Generic Default 100 I 4.53 i 0.00 I 100.0 I 0.00 I 0.00 I
I SD1-4 I Generic Inlet ( Generic Default 100 I 0.19 I 0.00 I 100.0 I 12.55 I 0.03 I
I SDl-3
-------- I Generic
---------- Inlet
------ I Generic
---------- Default
-------- 1000
----- I 0.12
-------------- I 0.00
----------- I 100.0
--- I 1.08 i 0.06 1
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUT
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I I (cfs) I
---- I (ft) I
I-----------I (ft) I
------------I
I-------
I p-5 I---------~I
I 1 1 ---------1
18 inch I ----------
Circular I--------
I 40.00 I--------
i 6.51 I------
I 10.45 I 152.34 I 150.62 I
I p-4 I 1 1 18 inch I Circular I 45.30 I 6.38 I 9.25 I 153.69 I 152.57 I
I p-3 I 1 1 18 inch I Circular I 36.30 I 6.29 I 6.58 1 159.19 I 153.86 I
I P-2 I 1 1 18 inch I Circular I 50.00 I 4.52 I 8.40 I 155.46 I 154.40 I
I P-1
-------- I 1
----------- 1 18 inch I
----------- Circular
---------- I 40.00
--------- I 4.53
--------- I 11.18
----------- I 157.82
------------ I 155.28 I
--
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I I (cfs) I I
----I (ft>
----------- I (ft) I
I-----------I
I-------
I OUT I--------I
I 6.50 I -------
151.50 I 150.50 I 150.50 I
I SD1-4 I 6.51 I 155.10 I 152.57 I 152.34 I
I SD1-3 I 6.38 I 156.76 i 153.86 I 153.64 I
I SD1-2 I 6.29 I 156.97 I 154.40 I 154.19 I
I SD1-1 I 4.52 I 158.39 i 155.61 I 155.46 I
I IN
-------- i 4.53
--------- I 156.50
------------ I 157.82
------------ I 157.82 I
-------------
Completed: 03/29/2007 08:33:26 PM
Title: 106009.01 Project Engineer: Brian Rentz Leonard
c:\...\stomisysteml-100%capture.stm BRL Engineering StormCAD v5.5 [5.5003]
03/29/07 08:33:32 PM ® Haestad Methods, InC. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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'-- Appendices `fs
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFWED CHANNELS
(Source: "Bank and channel lining procedures", New York Department
of Transportation, Division of Design and Construction, 1971.)
Note: To use the following chart you must know:
(1) Q full capacity
(2) Qto
(3) V full
(4) Vto
:i
where Q =discharge in cfs and V =Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity Vo at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do=Ao, where A.= cross-sectional area of flow at outlet.
For multiple culverts, use Do=1.25xDo of single culvert.
v. = 9.52 ~'i/s
Step 3) For apron grades of 10% or steeper, use recommendauons
For next higher~zone. (Zones 1 through 6).

O
/ ~~ QAP
f~PQ-oN Tnrcc,vE55
s a...--~'"-
pGr b'.dG,l a~4 QEV,p.G.91.3
SC '~. " Gi~r,a x x f,S
-F~' ~ C L
'8 ~ dMax - lZ'.
~y LE O F'RON
Z
(R1 [yy,~ ,/AT[
~R~~ rc~~ CQ~ PROTECT CULVERT

Li TO PREVEM SCOUR
HOLE USE L2 ALWAYS
t?
1 STONE FILLING (FINE) 3 x Do 4 x Do
2 STONE FILLING (LIGHT) CL. B 3 x Do 6 x Oo
3 STONE FILLING (MEDIUM) CL. 1 4 x Do 8 x Do
4 STONE FILLING (HEAVY) CL. 1 4 x Do 8 x Do
5 STONE FILLING (HEAVY) CL. 2 5 x Do 10 x Do
6 STONE FILLING (HEAVY) CL. 2 6 x Do 10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE). ~;
Fig. 8.06.b.2
~~„
~.-w~3x,,s= 4.s~t
Width = 3 times pipe dia. (min.)
4~
iB"
DETERMINATION OF STONE SIXES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1) Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps=20" or 550 lbs.
Step 2) Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbs.)
Note: In determining channel velocities for stone linings and revetment, use
the following coefficients of roughness:
Diameter Mannin's Min. thickness
(inches) "n" of lining (inches)

Fine 3 .0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 , 0.044 30 36
(Channels) (Dissapators)
8.06.6 Rev. 11A3

S ro ta~1 S y s rE r'1 ~ Z
Scenario: Base
4~7
OUT DITCH4
Title: 106009.01 Project Engineer: Brian Rentz Leonard
c:\...\stomtsystem2-100%capture.stm BRL Engineering StormCAD v5.5 [5.5003)
03/11/07 08:34:42 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
SD2-3 ~ ^ ~ „

Calculation Results Summary
Scenario: Base
»» Info: SD2-4 No bypass target specified. Bypass is assumed
to travel to OUT DITCH4.
»» Info: SD2-3 No bypass target specified. Bypass is assumed
to travel to OUT DITCH4.
»» Info: SD2-2 No bypass target specified. Bypass is assumed
to travel to OUT DITCH4.
»» Info: SD2-1 No bypass target specified. Bypass is assumed
to travel to OUT DITCH4.
»» Info: Subsurface Network Rooted by: OUT DITCH9
»» Info: Subsurface Analysis iterations: 2
»» Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
~f8
~ao7• G~ P,/„rG
tpcSc dyF`SSC~ ~7,I atiroh Ezpl`~"s f
S~SfL.-ts ~^7
Inlet I Total I Total I Capture I Gutter I Gutter I
I Label I Inle t I I Intercepted I Bypassed l Efficiency I Spread I Depth I
I I Type I
I I Flow I Flow I (~) I (ft) I (ft) I
I I
I I
I I (cfs) I (cfs) I
--
--------- I I
I--------I I
--------I
I -I
I SD2-9 I
Generic ------I
Inlet I -----------------
Generic Default I
-----
100 I -------------I
0.52 ----------I
I 0.00 -
I 100.0
0
100 I 2.83 I

52
I 2 0.12 I

I 0.11 I
I SD2-3 I Generic Inlet I Generic Default 1000 I 0.44 I 0.00
00
0 .
I
I 100.0 .
I 22.24 I 0.10 I
I SD2-2 I Generic Inlet I Generic Default 1000 I 0.44 .
I
00
0 0
10
I I 10.44 I 0.27 i
I SD2-1
-------- I Generic
---------- Inlet
------ I Generic Default
----------------- %
1000
--- 5.70
I -
.
I 0
_-__-_
_ _________ __________
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUT DITCH9
I Label I Number I Section I Section I Length I Total I [averayc ~ ~=y u,.a,.~~., ~
de I
G ••1-------
Grade I
I of I Size I Shape I (ft) I System I Velocity I ra
I I I Flow I (ft/s) I Upstream I Downstream I
I
I I Sections
I I I
I I I I (cfs) I 1

- (ft)
----------
- I (ft) I
I------------I
I------- I----------
1
I---------
1 18 inch
I----------I
I Circular
--------
I 66.00
I--------
I 7.02
-I
I--------
I 9.93 I
149.03
I 148.63 I
I p_q I
1 1 18 inch i Circular I 24.40 I 6.52 I 5.04 I 149.26 I 149.14 I
I P-3 I
1 1 18 inch I Circular I 54.20 I 6.11 I 6.06 I 149.83 I 149.47 I
I P-2 I
1 1 18 inch I Circular I 35.00 I 5.70 I 4.88 I 150.18 I 149.99 I
( p_1
-------- I
----------- ---------- ----------- -------
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I I (cis) I I
- (ft) I
-----------I (ft) I
-----------I
I------------
I OUT DITCH4 I--------
I 6.97 I----------
I 149.10 I
I 148.51 I 146.51 I
I SD2-4 I 7.02 I 151.80 I 199.14 I 149.03 I
I SD2-3 I 6.52 I 151.56 I 149.47 I 149.26 I
I SD2-2 I 6.11 i 153.17 I 149.92 I 149.83 I
I SD2-1
------------- I 5.70
--------- I 152.57
------------ I 150.18
------------ I 150.18 I
-
Completed: 03/11/2007 06:41:22 PM
Project Engineer. Brian Rentz Leonard
Title: 106009.01 $tORnCAD v5.5 (5.5003]
c:\...\stormsystem2-100%capture.stm BRL Engineering
03/11/07 06:41:27 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Profile
Scenario: Base
Profile:
N ,~ ~
_ N
~ ~ln 0
O~ •~
O~~c-
~ O ~ ~ 0..
~ ..
N •• E
~~ >•~ 3
~~ ~~~
System2 - 10-year 100% Capture
~~ w
(~~v ti
~ O pp ~ 00
~ O ~ ~ O
~~~ '~
C7~;;~r-
t
NO C ~~ Q
Q ..
N ••- E
~~ C C~~
P-1
0.004857 ~~
.35.00 ft
Concrete
0+00
Scenario:
w M `F
MN~M
~~ppON
O~tnO
O ~ ~
00~~;~~
M O C O ~-' Q.
~:° > >.~ ~
~cn55~~
P-2 I I P-3
0.008118 ft/f~•004918~
20 ft 24.40 ft
oricrete Concrete
1+00
Station (ft)
145.00
2+00
g9
Title: 106009.01 Project Engineer: Brian Rentz Leonard
c:\...\stormsystem2-100%capture.stm BRL Engineering StorrnCAD v5.5 [5.5003]
03/11/07 06:32:38 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Base
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~~ c~ n.
~'..-..~
~;° >.E ~
Oc~S~cn
p_4 150.00 Elevation (ft)
0.004559 ft/ft
68.00 ft
Concrete

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sZ
Appendices
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: "Bank and channel lining procedures", New York Department
of Transportation, Division of Design and Construction, 1971.)
Note: To use the following chart you must know:
(1) Q full capacity
(2) Qto
(3) V full
(4) VIo
where Q =discharge in cfs and V =Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow vclociry Vo at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do=Ao, where A.= cross-sectional area of flow at outlet.
For multiple culverts, use Do=] 25xDo of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendauons
For next higher zone. (Zones 1 through 6).
~, = S. 4 S F~
s
UsE Z~~E 1
,fi4 ti-~xa ~~--- 8.06.5
Rcv. 12/93
~ U'~[8 s DIAMETER (Ft.)
Figtue 8.06.b.1

S3
D
~~N THiGr~-1~S5
pu B.oG.I aid R .41,3
vSC 't` " giHaK X ~, S
7Ccr LL ~~ ~, u~Mau lp ,~
~ ~Z ,~
.S~t
8.06.6
CIF gar
PRQTECT Ct1VtlTf TO pREVEtlT SCOUR
Z APRON MATERIAL ~ HOLE USE l2 ALWAYS
L1 ~
~~~. 1 STONE FILLING (FINE) CL. A 3 x Do 4 x Do
2 STONE FILLING (LIGHT) CL. B 3 x Do 6 x Do
3 STONE FILLING (MEDIUM) CL. 1 4 x Do 8 x Do
4 STONE FILLING (HEAVY) CL. 1 4 x Do 8 x Do
5 STONE FILLING (HEAVY) CL. 2 5 x Do 10 x Do
6 STONE FILLING (HEAVY) CL 2 6 x Do 10 x Do
~ RGY DISSIPATORS, STILLING
O
O
I
NE)
RE ST
OR LARGER S
BASW
Fig. 8.06.b.2 a ~ ~~
~- ~ = 3 X J. S ' = 4- S ~E
Width = 3 times pipe dia. (min.)
t8"
L= 4xl,S' = G` t
_..----'
DETERMINATION OF STONE SIXES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1) Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps=20" or 550 lbs.
Step 2) Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbs.)
Note: In determining channel velocities for stone linings and revetment, use
the following coefficients of roughness:
Diameter Mannin's Min. thickness
(inches) "n" of lining {inches)

Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
((~annels) (Dissapators)
Rev. 1?A3

Sra,¢.-,~-~ SysrF~ ~3
Scenario: Base

N
SD3-2
S4
SD3-1
Project Engineer. Brian Rentz Leonard
Title: 106009.01 StormCAD v5.5 [5.5003]
c:\...\stormsystem3-100%capture.stm BRL Engineering .Page 1 of 1
03/11/07 06:39:10 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone]
OUT DITCH1

Calculation Results Summary
Scenario: Base
SS
»» Info: SD3-3 No bypass target specified. Bypass is assumed ~ ~ov7~ ~°P~~~~
to travel to OUT DITCHI. v
ssumed ~
i ~ d~sFj^ is
_s ~..~s_
f
»» Info: SD3-2 No bypass target specified. s a
Bypass ~~~~ Fx¢i6,
se B7f'S„~
to travel to OUT DITCHI .
d f
.,,..
tAr
s s f~r,s
y
»» Info: SD3-1 No bypass target specified. Bypass is assume
to travel to OUT DITCHI.
» » Info: Subsurface Network Rooted by: OUT DITCHI
»» Info: Subsurface Analysis iterations: 2
»» Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
Inlet I Total I Total I Capture I Gutter I Gutter I
I Label I Inlet I I Intercepted I Bypassed I Efficiency I Spread I Depth I
I I Type I
I I Flow I Flow I ($) I (ft) I (ft) I
I I
I I I I (cfs) I (cfs) I I
----------I I
-------- I
I--------I
I-------I
I SD3-3 ---------------
I Generic Inlet I----------------------I
I Generic Default 1000 I -------------
1.95 I----------
i 0.00 -
I-
I 100.0
0
100
I 5.42
63
I 8
I 0.17 I
I 0.09 I
I SD3-2 I Generic Inlet I Generic Default 100$ I 0.19 I 0.00
00
0 .
I
0
I 100 .
I 10.44 I 0.27 I
I SD3-1
-------- I Generic Inlet
---------------- I Generic Default 100
----------------------- I 7.06
------ .
I .
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUT DITCHI
I Label I Number I Section I Section I Length I Total I Average I nyuiauii~ ~ =,Y..~u,.~---
I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I I Flow I (ft/s) I Upstream I Downstream I
I I
I I Sections I I
I I I I (cfs) I
- I (ft)
----------- I (ft) I
I------------I
I-------I
P-3 ----------I---------I
I 1 1 18 inch I ----------
Circular I--------I
I 56.00 --------
I 8.65 I---------
I 9.66 I
I 139.39 I 137.79 I
I
P_2 I 1 1 18 inch I Circular I 29.00 I 7.22 I 6.82 I 139.73 I 139.35 I
I P_1
-------- I 1 1 18 inch
--------------------- I Circular
----------- I 74.70
--------- I 7.06
----- I 9.55 I 141.78 I 140.04 I
I
Label I Total I Ground I Hydraulic I Hydraulic i
.
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I I (cfs) I
--- I (ft) I
I----------- (ft) I
I-----------I
I------------I
I OUT DITCHI --------
I 8.62 I--------
I 138.50 I 137.55 I 137.55 I
I SD3-3 I 8.65 I 142.02 I 139.45 I 139.39 I
I SD3-2 I 7.22 I 142.02 I 140.04 I 139.73 I
I SD3-1
------------- I 7.06
--------- I 194.08
------------ I 141.78
------------ I 141.78 I
----------
Completed: 03/11/2007 06:37:34 PM
Title: 106009.01 Project Engineer: Brian Rentr Leonard
o BRL Engineering StorrnCAD v5.5 [5.5003]
c:\...\stormsystem3-100 /ocapture.stm
03/11/07 06:38:00 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Profile
Scenario: Base
Profile: System3 - 10-year 100% Capture
~, Scenario: Base
~~~
+.OOp~
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140.00 Elevation (ft)

135.00
2+00
Title: 106009.01 Project Engineer: Brian Rentz Leonard
c:\...\stormsystem3-100%capture.stm BRL Engineering StormCAD v5.5 [5.5003]
03/11/07 06:38:27 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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ss
. Appendices
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: "Bank and channel lining procedures", New York Department
of Transportation, Division of Design and Construction, 1971.)
Note: To use the following chart you must know:
(1) Q full capacity
(2) Qto
(3) V full
(4) Vto
where Q =discharge in cfs and V =Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute [low velocity Vo at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do=Ao, where A.= cross-sectional area of flow at outlet.
For multiple culverts, use Do=1.25xDo of single culvert.
Step 3) For apron grades of 10% or sleeper, use recommendations
For next higher~zone. (Zones 1 through 6).
~o = 9.r7~r;/~
s
Itcv. 12/93
VS, ZvuE Z
-~
8.06.5
Sic Ncx~ ~_-.
V D'" IB ~ DIAMETER (Ft.)
Figure 8.06.b.1

n
APkOr..t TM/GKNESS
~_
pew 8.00.! a.,d Qtv. p, G,9r-3
fv~ GL'B ~ ~ ~M.X . lZ„
(pU
~ QlP,estP
W LEND OF PRON
Z
1(A1 [vu~ 7[tf
~R~, ~ICF~ pRCITECf GULVEf7f

L1 TO PFiEVEM SCOUR
HOLE USE LZ ALWAYS
L2
1 STONE FILLING (FINE) A 3 x Do 4 x Do
2 STONE FILLING (LIGHT) CL. B 3 x Do 6 x Do
3 STONE FILLING (MEDIUM) . 1 4 x Do 8 x Do
4 STONE FILLING (HEAVY) CL. 1 4 x Do 8 x Do
5 STONE FILLING (HEAVY) CL. 2 5 x Do 10 x Do
6 STONE FILLING (HEAVY) CL 2 6 x Do 10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Fig. 8.06.b.2
r~"
Width = 3 times pipe dia. (min.)
t8"
~=~~r-s'= 9.o~'t
DETERMINATION OF STONE SIXES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1) Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps=20" or SSO lbs.
Step 2) Use figure 8.06.b.4 to de{~rmine acceptable size range for stone
(for 12 FPS it is 12S-S00 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 2S-S00 lbs.)
Note: In determining channel velocities for stone linings and revelment, use
the following coefficients of roughness:
Diameter Mannin's Min. thiclaless
(inches) "n" of lining (inches)

Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
(Channels) (Dissapators)
g.~6.6 Rev. I7A3

J T~LM SySTFM ~`~'
Scenario: Base

N
SD4-2
SD4-1
~i
Title: 106009.01 Projed Engineer: Brian Rentz Leonard
c:\...\storrnsystem4-100%capture.stm BRl Engineering StomtCAD v5.5 [5.5003]
03/11/07 07:33:04 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
OUT DITCH2

Calculation Results Summary
Scenario: Base
~z
»» Info: SD4-3 No bypass target specified. Bypass is assumed
to travel to OUT DITCH2 . ~,.,, ~ j0n7o ~+p~~'~
» » Info: SD4-2 No bypass target specified. Bypass is assumed ~O K Ass ~ ~ ~
to travel to OUT DITCH2. TklSG g p~ssrs Arc 7o.~f`~'"~c
»» Info: SD4-1 No bypass target specified. Bypass is assumed S sfc~s~~" "'° ' ~k;cti EXpl4r_g ~'.s
to travel to OUT DITCH2. y r
» » Info: Subsurface Network Rooted by: OUT DITCH2
»» Info: Subsurface Analysis iterations: 2
»» Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet Inlet I Total Total I Capture I Gutter I Gutter I
I I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth I
I I I I Flow I Flow I (%) I (ft) I (ft) I
I I I I (cfs) I (cfs) I
--
-
------------ I I
I--------I I
--------I
I-------I
I SD4-3 I ---------------
Generic Inlet I----------------------
I Generic Default 100% I-------------
I 1.16 I
I------
-
I 0.00 I 100.0 I 5.88 I 0.18 I
I SD9-2 I Generic Inlet I Generic Default 100% I 0.19 I 0.00 I 100.0 I 19.35 I 0.10 I
I SD4-1 I
--------- Generic Inlet
--------------- I Generic Default 100%
----------------------- I 4.79
-------------- I 0.00 I
------------ 100.0
------------ I 10.52 I
---------- 0.27 I
---------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUT DITCH2
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity i Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I I (cfs) I I (ft)
----------- I (ft) I
I------------I
I-------I
I P-3 I ----------I---------I
1 1 18 inch I ----------I
Circular I --------I
88.00 ( --------
6.10 I----------I
I 5.05 I 131.52 ( 131.05 I
I P-2 I 1 1 18 inch I Circular I 24.00 I 4.96 I 6.22 I 131.85 I 131.47 I
I P-1 I
--------- 1 1 16 inch I
--------------------- Circular I
----------- 74.60
--------- I 4.79
-------- I 6.76 I
------------ 132.99
----------- I 132.05 I
--------------
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I I (cfs) I
-- I
---------I (ft) I
-----------I (ft) I
-----------I
I------------
I OUT DITCH2 I------
I
I 6.04 I --
131.60 I 130.58 I 130.58 I
I SD4-3 I 6.10 I 139.32 I 131.56 I 131.52 I
I SD4-2 I 9.96 I 134.32 I 132.05 I 131.85 I
I SD4-1
------------- I 9.79 I
---------- 135.48 I
------------ 132.99
------------ I 132.99 I
------------
Completed: 03/11/2007 07:32:42 PM
Title: 106009.01 Project Engineer: Brian Rentr Leonard
c:\...\stormsystem4-100%capture.stm BRL Engineering StomICAD v5.5 [5.5003]
03/11/07 07:32:49 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Profile
Scenario: Base
Profile: System4 - 10-year 100% Capture
Scenario: Base
y
w
~~
~~ ~-
Or M

~ `~r-MM_O ti0 ~
w. N
O
~-
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P-1
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~ +~
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=„=omo 140.00
U~M •M
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0 +
~~~Q
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~ ~ ~ ~ ~
C+~ C~~
0.012869 ft/ft
74.60 ft 0.010000 ft/ft 0.005114 ft/ft
Concrete 24.00 f
0+00 Concret~+00 88.00 ft
Concrete
Station (ft)
~3
135.00 Elevation (ft)
130.00
2+00
Project Engineer: Brian Rentz Leonard
Title: 106009.01 StormCAD v5.5 [5.5003]
c:1...~storntsystem4-100%ppture.stm BRL Engineering
+1.203-755-1666 Page 1 of 1
03/11/07 07:37:13 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA

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!o!o
Appendices
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: "Bank and channel lining procedures", New York Department
of Transportation, Division of Design and Construction, 1971.)
Note: To use the Following chart you must know:
(1) Q full capacity
(2) Qto
(3) V full
(4) Vto
where Q = discharge in cfs and V =Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute [low velocity Vo at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do=Ao, where A.= cross-sectional area of flow at outlet.
For multiple culverts, use Do=1.25xDo of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
Rev. 12J93
zs -
20 -
~ 15-
a
r
H
U
10-

° I d K~~~
° a.= ~g1, s
Figure 8.06.b.1
........... 1
~;~;;
~
1
,
11• i11111i e111 ,111 IIII ~1~
' 1 ei11 ; I~
iii 11~ ;~ 1; cell Ilil 11~ •IIII
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DIAMETER (Ft.)
cJs~ 2oNe 1
~= ~' 8.06.5
ScG I-1 t x t RJ -_

n
G7
~. rZ p ~ p
AFpfF? o N rfH~GKNESS,1
P!1` D.0`.ll~ an L~ !LlY. ~.4/.~
U SG L - ~HrX x /.S
~o r CL f~ i
/ ~M C)t ~ Gj ! f
. -t=~,~Xrs= 9if
Sgy t = 12,•
W L.E O
Z
((,1 ~ffv,~
APrtV~Y MATERIAL O PRO[ECr CU.VEf[f

L1 TO PREVEHr Sf.OUF[
HOLE USE L2 ALWAYS
L2
1 STONE FILLING (FINE) CL. A 3 x Do d x Do
2 STONE FILLING (LIGHT) CL. B 3 x Do 6 x Do
3 STONE FILLING (MEDIUM) CL. 1 4 x Do e x Do
4 STONE FILLING (HEAVY) CL. 1 4 x Do 8 x Do
5 STONE FILLING (HEAVY) CL. 2 5 x Do 10 x Do
6 STONE FILLING (HEAVY) CL. 2 6 x Do 10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Fig. 8.06.b.2
IS"
i
Width = 3 times pipe dia. (min.)
~$.~
(, ~ ~ X I • S' ~ ~o, 01<t<
`_
DETERMINATION OF STONE SIXES FOR DUMPED STONE
CHANNEL LINIlVGS AND REVETMENTS
Step 1) Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps=20" or 550 lbs.
Step 2) Use figure 8.06.b.4 to determine acceptable size range for swne
(for 12 FPS it is 125-500 lbs. for 75% of swne, and the maximum
and minimum range in weight should be 25-500 lbs.)
Note: In determining channel velocities for stone linings and revetment, use
the following coefficients of roughness:
Diameter Mannin's Min. thiclrness
(inches) "n" of lining (inches)

Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
(C~annels) (Dissapato[s)
8.06.6 : - - - -Rev. tags

Sro,~r--~ Sysr~-~I ~S
Scenario: Base
P-2
OUT DITCHS SD5-2
!~S
P_ ~
SD5-1
Title: 106009.01 Project Engineer: Brian Rentz Leonard
o BRL En ineerin StormCAD v5.5 [5.5003]
c:\...\.ctormsystem5-100 /ocapture.stm 9 9 +1.203-755-1666 Page 1 of 1
03/11/07 09:05:16 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA

Calculation Results Summary
Scenario: Base
~9
»» Info: SD5-2 No bypass target specified. Bypass is assumed oK _ qSS~,,,,;~ la0?° L•Pf°^c
to travel to OUT DITCHS. ~o~ F,pc tl<si31-
»» Info: SD5-1 No bypass target specified. Bypass is assumed '(k.<JC gyP,sscs Arc. T9 -tc/4"l c
to travel to OUT DITCH5. Syslc~s fl^~~'°J'~ `'k'eh Ex/1.,~^sTk.s,
» » Info: Subsurface Network Rooted by: OUT DITCHS
» » Info: Subsurface Analysis iterations: 2
» » Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
i Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I
I Intercepted I Bypassed I Efficiency I Spread I Depth i
I I Type I
I I I Flow I Flow I (%) I (ft) I (ft) I
I
I I I I (cfs) I (cfs) i
------------ I
I-------- I I
I--------I
------I
I I
I SD5-2 I Generic Inlet I ----------------------I-------------I
1.01 I
Generic Default 100` I ----------
0.00 I
I 100.0 I 4.56

7
94 ( 0.15 I

22 I
I 0
I SD5-1 I Generic Inlet I
------------------------- Generic Default 1000 I 3.60
---------------------------------- I 0.00 I -----100.0- .
I .
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUT DITCHS
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I I (cfs) I
-- I (ft) I
I----------- (ft) I
I------------I
I-------I----------I---------I
P_2 I 1 1 18 inch I ----------
Circular I--------
I 92.00 I--------
I 4.59 I--------
I 4.78 I 130.70 I 130.20 I
I P-1 I 1 1 18 inch I
------------------------------ Circular
---------- I 31.20
--------- I 3.60
--------- i 5.27
--------- I 130.85 I 130.77 I
I Label I Total I Ground I Hydraulic I Hydraulic I
i I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out
I I (cfs) I I
-- (ft) I
-----------I (ft) I
-----------I
I------------
I OUT DITCHS I--------
I 4.55 I
I---------
I 130.90 I 129.85 I 129.85 I
I SD5-2 I 4.59 I 132.68 I 130.77 I 130.70 I
I SD5-1
------------- I 3.60
--------- I 133.46
------------ I 130.85
------------ I 130.85 I
-------------
Completed: 03/11/2007 09:04:53 PM
Title: 106009.01 Project Engineer: Brian Rentz Leonard
c:\...\stormsystem5-100%capture.stm BRL Engineering StormCAD v5.5 [5.5003
03/11/07 09:04:58 PM ® Haestad Methods, Inc. 37 Brookside Road Watefiury. CT 06708 USA [phone] Page 1 of 1

7D
Profile
Scenario: Base
Profile: Systems - 10-year 100% Capture
.~ Scenario: Base
M '~
~ $ M
w 0 0 ~
t"~~O
O~ 'M
O+;M~
~~ ..
~ O O fl.
~~~~~
~~ ~~~
w O
M ~ ~ O
~ 0 0 0 0
QjN(s)O
~ ~ 'N
M~};M~
N~C~~Q
~ ..
~:°»~~
~~ c c~~
P-1
0.008013 ft/ft
31.20 ft
Concrete
0+00
~-. ~
~ OHO
2~~0~
O O O
U M N N
F-N~-M~
~~ c`- a.
~..-•~~
~~>.~~
Oct ~~~
1+00
Station (ft)
P-2
0.005217 ft/ft
92.00 ft
Concrete

135.00
130.00 Elevation (ft)
125.00
2+00
Title: 106009.01 Project Engineer: Brian Rentz Leonard
c:1...~stormsystem5-100%capture.stm BRL Engineering Stom1CAD v5.5 [5.5003]
03/11/07 09:06:56 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

71
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7'3
' Appendices
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: "Bank and channel lining procedures", New York Department
of Transportation, Division of Design and Construction, 1971.)
Note: To use the following chart you must know:
(1) Q full capacity
(2) Qto
(3) V full
(4) Vto
where Q =discharge in cfs and V =Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity Vo at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do=Ao, where A.= cross-sectional area of flow at outlet.
For multiple culverts, use Do=1.25xDo of single culvert.
Step 3) For apron grades of 10% or sleeper, use recommendations
For next higher~zone. (Zones 1 through 6).
z~
2C
~ ~:
a
LL
}
F
U
O ~~
vo = 4.78 Ft/S
,,.
'
,~;~
'~'~

.
;~; ~ ,
~

~~~~i ~i ~~ ~ iii ~~ ~
~~~ i~~
i
~
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i
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. ~
.
,~
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I
K;s':~~ 'I'
,c ~n~ 7
v p°~tg ~ J pIAMETER (Ft.)
Figure 8.06.b.1
vsE ? ti~ Z
-------~
~~ 8.06.5
ttcv. 12/93 SeG tltxt /~~ •-.

~9
~--,2~>° AAA
A~<aN T~~~C~u~55 =
----------
p~~ B.oG,! ..,/ ,4~r, ~, G., 41..3
Esc dMax X I.S"
i ~~
SA~ t= lZ"
t.ENG O F'rtON
m
Z
i(31
APRON MATERV~L pfi7iEGT CU.VERi

L1 TO PREVEM SCOUR
HOLE USE L2 ALWAYS
l2
1 STONE FILLING (FINE) CL A 3 x Do 4 x Do
2 STONE FILLING (LJGHT) CL. B 3 x Do 6 x Do
3 STONE FILLING (MEDIUM) CL. 1 4 x Do S x Do
4 STONE FILLING (HEAVY) CL. 1 4 x Do 8 x Do
5 STONE FILLING (HEAVY) CL. 2 5 x Do 10 x Do
6 STONE FILLING (HEAVY) CL. 2 6 x Do 10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Fig. 8.06.b.2
~_-_---
Width = 3 times pipe dia. (min.)
/8"
~--~=
DETERMINATION OF STONE SIXES FOR DUMPED STONE
CHANNEL LINWGS AND REVETMENTS
Step 1) Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps=20" or 550 lbs.
Step 2) Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbs.)
Note: In determining channel velocities for stone linings and revetment, use
the following coefficients of roughness:
Diameter Mannin's Min. thiclmess
(inches) "n" of lining (inches)

Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
(Channels) (Dissapators)
8.6.6 Rev. 1?J93

~s
Scenario: Base
ouT

SD6-1 A
SD6-1
Title: 108009.01 Project Engineer: Brian Rentz Leonard
c:\...\stormsystem6-100%capture.stm BRL Engineering StormCAD v5.5 [5.5003]
03/05/07 10:37:38 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Calculation Results Summary
--------------
--------------
Scenario: Base
»» Info: SD6-4 No bypass target specified. Bypass is assumed [ ~"'~` ~SS"""'~ ~°O7• L•~j~~c-
to travel to OUT. J ~r~ a ~~ ~`rt1
»» Info: Subsurface Network Rooted by: OUT ~ysf~•--, ~^r `'°y~ "'~"`h
»» Info: Subsurface Analysis iterations: 2 expla~~. 1'~%s .
»» Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
~~
I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I
I I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth I
I I I I Flow I Flow I (o) I (ft) I (ft) I
I I I I (cfs)
- I (cfs) I
----------I I
------------I I
--------I I
--------I
I--------I
I SD6-4 I ---------
Generic ------
Inlet I---------
I Generic -------
Default ------
1000 I------------
I 3.19 I
I 0.00 I 100.0 I 11.17 I 0.29 I
I SD6-3 I Generic Inlet I Generic Default 100 I 0.76 I 0.00 I 100.0 I 6.25 I 0.19 I
I SD6-2 I Generic Inlet I Generic Default 100°s 1 0.67 ( 0.00 I 100.0 I 3.73 I 0.14 I
I SD6-1 I Generic Inlet I Generic Default 100°s I 0.60 I 0.00 I 100.0 I 0.00 I 0.00 I
i SD6-lA I
---------- Generic
--------- Inlet
------ I Generic
---------- Default
------- 1000
------ I 2.59
-------------- I 0.00
------------ I 100.0 I
------------- 0.00
--------- I 0.00 I
---------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUT
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I I (cfs) 1
---
---------- I (ft) I
-----------I (ft) I
------------I
I-------
I P-5 I----------
I 1 I---------I
1 29 inch I ----------I
Circular I --------I
68.00 I I
-----
17.51 I 5.57 I
I 120.05 I 119.70 I
I P-4 I 1 1 29 inch I Circular l 106.70 I 14.41 I 8.12 I 120.44 I 120.26 I
I P-3 I 1 1 18 inch I Circular 1 111.90 ( 3.79 I 6.21. I 121.66 I 120.57 I
I P-2 I 1 1 18 inch I Circular I 24.00 I 3.13 I 5.50 I 122.03 I 121.82 I
I P-1
-------- I 1
------------ 1 18 inch I
---------- Circular
----------- I 29.00 I
--------- 2.54 I
--------- 6.44
---------- I 122.60
------------ I 121.99 I
--------------
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I
- I (cfs) I
--------
----------- I (ft) I
I-----------I (ft) I
-----------I
I-------
I OUT I
I
I 17.96 I 119.00 I 119.70 I 119.70 I
I SD6-4 I 17.51 I 122.68 I 120.26 I 120.05 I
i SD6-3 I 14.41 ( 123.20 I 120.57 I 120.44 I
15D6-2 I 3.79 I 124.69 I 121.82 I 121.66 I
I SD6-1 I 3.13 ( 124.69 I 122.10 I 122.03 I
I SD6-lA
--------- I 2.54 I
---------- 124.50
----------- I 122.60 I
------------- 122.60 I
------------
Completed: 03/29/2007 09:51:47 PM
Title: 106009.01 Project Engineer: Brian Rentr Leonard
c:~..lstormsystem6-100%capture.stm BRL Engineering StonnCAD v5.5 [5.5003]
03/29/07 09:51:58 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Profile
Scenario: Baae
Profile: System6 - 10-year 100% Capture
Scenario: Base
O '~ w~-. O ~ C N C
~`O ~?~f0 N~.XN
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F 1 I P-2
0.018
24.0 p h3 Wft
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0+00
P-3
~~~
0.012 ,t-
111.40 ft
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1+00
n
n~~n
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as ft1 /FArRr! ~/ /~G'4.s~. rC
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120.00 Elevation (ft)
TW = L~,o FF,"1 A Flcoc! S! did j
- E~Ev ~ I19.7'/-
Title: 106009.01 Project Engineer: Brian Rentr Leonard
c:\...\stormsystem6-100%capture.stm BRL Engineering StormCAD v5.5 [5.5003]
03/29/07 09:50:01 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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Scenario: Base
OUT p
1

IN
Title: 106009.01 Project Engineer: Brian Rentz Leonard
c:\...\stomtsystem6-11-100%capture.stm BRL Engineering StormCAD v5.5 [5.5003]
03/05/07 10:39:04 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Calculation Results Summary
Scenario: Base
81
»» Info: SD6-L1-4 No bypass target specified. Bypass is DIC- IoD 7. L•pl~~G
- ASS.+~~ ~
assumed to travel to OUT. ~
~.
r p %~~ ~CS~ In .
» » Info: SD6-L1-2 No bypass target specified. Bypass is
assumed to travel to OUT. ~lktsC 8~~a~ss~s a~a t= S~,n~r~~e fJs}v,s

»» Info: Subsurface Network Rooted by: OUT
»» Info: Subsurface Analysis iterations: 2
» » Info: Convergence was ach ieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter
I I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth
I I I I Flow I Flow I (~) I (ft) I (ft)
I
-
--- I
--------- I
------
--------
--------- I
----- (cfs) I
-------------I (cfs) I
----------I I
------------I I
--------I
-------
I
------
I SD6-L1-4 I
I Generic I
Inlet I Generic Default I
100 I 0.17 I 0.00 I 100.0 I 3.03 I 0.12
I SD6-L1-3 I Generic Inlet I Generic Default 1000 I 0.52 I 0.00 I 100.0 I 3.09 I 0.1.
I SD6-L1-2 I Generic Inlet I Generic Default 1000 I 0.19 I 0.00 I 100.0 I 1.38 I 0.0~
i SD6-L1-1 I Generic Inlet I Generic Default 100 I 0.19 I 0.00 I 100.0 I 2.00 I O.1C
I IN
----------- I Generic
---------- Inlet I
------- Generic
--------- Default
-------- 100 I
------ 8.90 I
-------------- 0.00 I
----------- 100.0 I
------------- 0.00 I
--------- O.OC
-------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUT
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I
--
---
---------- I
--------- I
----
--
- I (cfs) I
--
-
- I (ft) I (ft) I
-
--
I
I
I-
-
I P-5 I 1 1 I
18 inch I -
-
-I
Circular I --------
29.50 I--------
I 9.90 I
-
-
----
I 8.14 I-----------I
I 121.17 I
--------
-
I 120.59 I
I P-4 I 1 1 18 inch I Circular I 52.90 I 9.75 I 11.63 I 123.13 I 121.49 I
I P-3 I 1 1 18 inch I Circular I 24.00 I 9.24 I 7.17 I 123.55 I 123.43 I
I P-2 I 1 1 18 inch I Circular I 74.90 I 9.09 I 9.93 I 125.48 I 123.96 I
I P-1 I 1 1
-------------------- 18 inch I
---------- Circular I
----------- 20.00
-------- I 8.90
--------- I 16.85 I
------------ 127.65
----------- I 125.78 I
--------------
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) ( Line In I Line Out I
I I
---------- (cfs) I
-------- I
-----------I (ft) I
-----------I (ft) I
-----------
I
I
I OUT I I
9.88 I
123.20 I
120.57 I I
120.57 I
I SD6-L1-4 I 9.90 I 123.29 I 121.49 I 121.17 I
I SD6-L1-3 I 9.75 I 125.70 I 123.43 I 123.13 I
I SD6-L1-2 I 9.29 I 125.70 I 123.96 I 123.55 I
I SD6-L1-1 I 9.09 I 127.69 I 125.78 I 125.98 I
I IN I
------------ 8.90 I
--------- 128.00 I
------------ 127.65 1
------------ 127.65 I
------------
Completed: 03/29/2007 10:03:05 PM
Title: 106009.01 Project Engineer: Brian Rentz Leonard
c:1...Gstomisystem6-11-100%capture.stm BRL Engineering StormCAD v5.5 [5.5003]
03/29/07 10:03:34 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Profile
Scenario: Base
o
Iwo
~~o~
O ~ ~ N
O ••N~
+ ~ ..
o~~ a
f0>~~
? in ~ o: cn
Profile: System6-L1 - 10-year 100% Capture
Scenario: Base
~~
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125.00
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+ Wt ~FID M SDb -.3
FL = 1 ZD -S 7
2+00
11 5.00
3+00
82
Elevation (ft)
Title: 106009.01 Project Engineer: Brian Rentz Leonard
c:\...lstormsystem6-11-100%capture.stm BRL Engineering StormCAD v5.5 [5.5003
03/29/07 10:04:51 PM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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Scenario: Base
OUT P-2 P-1
SD7-2 SD7-1
Title: 106009.01 Project Engineer: Brian Rentz Leonard
c:l..lstomtsystem7-100%capture.stm BRL Engineering StomtCAD v5.5 [5.5003]
03/05/07 10:40:30 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Calculation Results Summary
Scenario: Base
»» Info: Subsurface Network Rooted by: OUT
»» Info: Subsurface Analysis iterations: 2
» » Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
B~
I Label I Inlet I Inlet I Total I Total I Capture I Gutter i Gutter I
I I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth I
I I I I Flow I Flow I (o) I (ft) I (ft) I
I I I I (cfs) I (cfs) I I
------------I I
-------- I
I--------I
I-------I---------------I
I SD7-2 I Generic Inlet I ----------------------I-------------
Generic Default 1000 I 0.48 I----------
I 0.00 I
I 100.0 I 0.00 I 0.00 I
I SD7-1 I Generic Inlet I
------------------------- Generic Default 100 I 3.02
------------------------------------ I 0.00
----------- I 100.0 I
-------------- 0.00
-------- I 0.00 I
----------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUT
I Label I Number I Section I Section I Length I Total I Average I Hydraulic l Hydraulic I
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I I I I (cfs) I
--- I (ft)
----------- I (ft) I
I------------I
I-------I----------I---------
I P-2 I 1 1 16 inch I----------I
I Circular I --------
36.00 I--------
I 3.49 I-------
I 1.98 I
I 119.73 I 119.70 I
I P-1 I 1 1 18 inch
----------------------------- I Circular
------------ I 24.00
-------- I 3.02
--------- I 5.44
----------- I 119.74
------------ I 119.74 I
--------------
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
( I Flow I (ft) I Line In I Line Out I
I I (cfs) I
--------- I (ft)
I----------- I (ft) I
I-----------I
I-------
I OUT 1--------
I 3.46 I--
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Completed: 03/29/2007 10:14:00 PM
Title: 106009.01 Project Engineer. Brian Rentz Leonard
c:\...~,stormsystem7-100%gpture.stm BRL Engineering StormCAD v5.5 [5.5003]
03!29!07 10:14:07 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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Title: 106009.01 Project Engineer: Brian Rentz Leonard
c:1...~storrnsystem7-100%capture.stm BRL Engineering StormCAD v5.5 [5.5003]
03/29/07 10:15:10 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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7/
PERFORMANCE SPECIFICATION ~~
C Tom.-,po~~.,-y k ,~~~+
V ~{~b ~ 'r TLS M `~.'^,~~~,,'~~
AM IEA N
GREFIV°
The North American Green S75 straw erosion control blanket is constructed with a 100% agricultural
straw fiber matrix and has a functional longevity of approximately 12 months. (NOTE: functional
longevity may vary depending upon climatic conditions, soil, geographic location, and elevation). The
straw fiber shall be evenly distributed over the entire area of the mat. The blanket shall be covered on the
top with a lightweight photodegradable polypropylene net having an approximate 0.50 x 0.50 inch (1.27
x 1.27 cm) mesh size. The blanket shall be sewn together on 1.50 inch (3.81 cm) centers with degradable
thread. The following list contains further physical properties of the S75 erosion control blanket.
Pro e
Thickness
Resiliency
Mass per Unit Area
Water Absorption
Swell
Stiffness/Flexibility
Light Penetration
Smolder Resistance
MD Tensile Strength
MD IIongation
TD Tensile Strength
Test Method
ASTM Dfi525
ECTC Guidelines
ASTM D6475
ASTM D1117/ECTC
ECTC Guidelines
AST'M D1388/ECTC
ECTC Guidelines
ECTC Guidelines
ASTM D5035
ASTM D5035
ASTM D5035
TD IIongation ASTM D5035
**Material is smolder resistant according to specified test
MD -Machine direction
TD -Transverse direction
Slo e Desi Data
Channel Desi Data
Typical
0.33 in (8.38 mm)
78.80%
6.42 oz/yd2 (218 g/mz)
424%
15%
6.31 oz-in (70,523 mg-cm)
11%
Yes'"t
115.20 lbs/fl (1.68 kN/m)
11.90%
93.601bs/ft (1.37 kN/m)
9.60%
Cover Factors C Channel Rou hness Coefficients
Slo e Gradient S Flow De th Mannin 's `n'
Slo e Len L <_ 3:1 5 0.50 ft 0.15 m 0.055
<_ 20 ft 6 m 0.029 0.50-2.00 ft 0.055-0.021
20 - 50 0.110 Z 2.00 ft 0.60 m 0.021

> 50 ft (15 2 m)
0.190 Max. Permissible Shear Stress
1 55 lb / ft~ 74 0 Pa
Bench Scale Testingr
Unvegetated 2.Olbs/ftz
Channel
Approximate Max Flow Velocity
5.00 ft/s (1.52 m/s)
- - s
For most accurate design data consult ECMDST"' ~ s~ ~"° ' oa4
I-~'-LS' - •o3Z
Manning's 'n' expressed in English units for unvegetated blankets Ls ~ - i•°, - ~ cZl
tBench Scale Performance Testing
Bench scale tests are index property tests. These tests are not indicative -of field performance and therefore should
not be used in design to establish performance levels for rolled erosion control products.. Bench scale tests are
performed according to methods developed by the Erosion Control Technology Council (ECTC).
Updated 9/2004

98
.s., __
~..~~~'~~ .per.
yo i.c .-
'
'
"
~~
PERFORMANCE SPECIFICATION ~
`
~
~
~~
`L_
T
t
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1~ 9
T~ "^,~~ y -
~
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~ ~ f

~~`~,
AM~IC•AN
GREEN°
The North American Green S150 straw erosion control blanket is constructed with a 100% agricultural straw
fiber matrix and has a functional longevity of approximately 12 months. (NOTE: functional longevity
may vary depending upon climatic conditions, soil, geographic location, and elevation). The straw
fiber shall be evenly distributed over the entire area of the mat.:The blanket shall be covered on the top and
bottom with a lightweight photodegradable polypropylene net having an approximate 0.50 x 0.50 inch (1.27
x 1.27 cm) mesh size. The blanket shall be sewn together on 1.50 inch (3.81 cm) centers with degradable
thread. The following list contains further physical properties of the S150 erosion control blanket.
Thickness
Resiliency
Mass per Unit Area
Water Absorption
Swell
Stillness/Flexibility .
Ground Cover
Smolder Resistance
MD Tensile Strength
MD IIongation
TD Tenstle Strength
TD IIongation
**Material is smolder resis
MD -Machine direction
TD -Transverse direction
Sl Desi Data
Test Method
ASTM D6525
ECTC Guidelines
ASTM D6475
ASTM D1117/ECTC
ECTC Guidelines
ASTM D1388/ECTC
ECTC Guidelines
ECTC Guidelines
ASTM D5035
ASI'M D5035
ASTM D5035
ASTM D5035
tart according to specified test
Channel Desi Data
Typical
0.32 in (8.13 mm)
80.5Q%
7.59 oz/ yd2 (2.57 g/ mz)
327%
14.90%
6.06 oz-in (67,699 mg-cm)
89%
Yes'"`
156 ~s/ft (227 kN/m)
°'
23 /° .
1081bs/ft (1.57 kN/m)
22%
o e
Cover Factors C
Channel Rou hness Coefficients
Slo e Gradient S Flow De th Mannih 's `ri
Slo Len L < 3:1 3:1- 2:1 <_ 0.50 ft 0.15 m 0.055
<_ 20 ft 6 m 0.004 0.106 0.50-2.00 ft 0.055-0.021
20 - 50 0.062 0.118 Z 2.00 ft 0.60 m 0.021

>_ 50 ft (15.2 m)
0.120
0.180 Max. Permissible Shear Stress
1.751bs/ft2 84.00 Pa
tBench Scale Testing
I Unvegetated 2 41bs/ ftz
Channel
Approximate Max Flow Velocity
6.00 Ells (1.83 m/s)
.S~-l.o' _ .044
For most accurate design data consult ECMDST"' ,,o ~ - ~, s ~ - _~? z
Manning's'n expressed in English units for unvegetated blankets ~.s'-z.p' - . oz i
tBench Scale Performance Testing
Bench scale tests are index property tests. These tests are not indicative of field performance and therefore should not
be used in design to establish performance levels for rolled erosion control products. Bench scale tests are performed
according to methods developed by the Erosion Control Technology Council (ECTC).
Updated: 9/2004

%7
PERFORMANCE SPECIFICATION =- ~ ~ -~-~~
~_ ~~ :~
- T err '=-.
SC150 EX=- -~-~.~:.
AMERICAN
GREEN'
The North American Green SC150 extended-term degradable erosion control blanket is constructed with
a 70% agricultural straw and 30% coconut fiber matrix and has a functional longevity of approximately
24 months (NOTE: functional longevity may vary depending upon climatic conditions, soil,
geographic location, and elevation). The straw and coconut fibers shall be evenly distributed over the
entire area of the mat. The blanket shall be covered on the top with a heavyweight polypropylene netting
having ultraviolet additives to delay breakdown and an approximate 0.625 x 0.625 inch (1.59 x 1.59 cm)
mesh size. The blanket shall be covered on the bottom with a lightweight polypropylene net having a
0.50 inch x 0.50 inch (1.27 cm x 1.27 cm) mesh size. The blanket shall be sewn together on 1.50 inch (3.81
cm) centers with degradable thread. The following list contains further physical properties of the SC150
erosion control blanket.
Pro e
Thickness
Resiliency
Mass per Unit Area
Water Absorption
Swell
Stiffness/Flexibility
Light Penetration
Smolder Resistance
MD Tensile Strength
MD Elongation
TD Tensile Strength
Test Method
ASTM D5199/ECTC
ECTC Guidelines
ASTM D6475
ASTM D1117/ ECTC
ECTC Guidelines
ASTM D1388/ECTC
ECTC Guidelines
ECTC Guidelines
ASTM D~035
ASTM D5035
ASTM D5035
TD Elongation ASTM D5035
**Material is smolder resistant according to the specified test
MD -Machine direction
TD -Transverse direction

('haruiel Design Data
152.401bs/ ft (2.22 kN/ m)
23.10
J1V G L~.oa • +~..~~
Cover Factors
Channel Rou ess Coefficients
Slo e Gradient S Flow De th Mannin 's `n
Slo eLen L 53:1 3:1-2:1 >_2:1 50.50 ft 0.15m 0.050
5 20 ft 6 m 0.001 0.048 0.100 ~- 0.50-2.00 ft 0.050-0.018
20 - 50 0.051 0.079 0.145 ~z 2.00 ft 0.60 m 0.018

z 50 ft (15.2 m)
0.100
0.110
0.190 Max. Permissible Shear Stress
2.00 lbs/ftz 96.0 Pa
For most accurate design data consult 1;t;MlJS' m
Manning's'n value expressed in English units
Bench Scale Testingt
Unvegetated 3.91bs/ft2
Channel
Approximate Max Flow Velocity
8.00 ft/s (2.44 m/s)
-S'-l.a' - .039
,.o'-~.s' - .o2v
i.s'-z.o' - .oie
tBench Scale Performance Testing
Bench scale tests are index property tests. These tests are not indicative of field performance and therefore should
not be used in design to establish performance levels for rolled erosion control products. Bench scale tests are
performed according to methods developed by the Erosion Control Technology Council (ECTC).
Typical
0.34 in (8.64 mm)
75
11.44 oz/ydz (388 g/m2)
200
30%
1.11 oz-in (12,397 mg-cm)
11.70%
Yeses
205.20 lbs/ ft (2.99 kN/ m)
28.00%
Updated 9/2004

~ Db
PERFORMANCE SPECIFICATION
AMGR~. ~ SC25O p~_
The composite turf reinforcement mat (C-TRM) shall be amachine-produced mat of 70% straw/30% coconut
fiber matrix incorporated into a permanent three-dimensional turf reinforcement matting.
The matrix shall be evenly distributed across;. the entire width of the matting and stitch bonded between heavy
duty UV stabilized top and bottom nets with 0.50 x 0.50 inch (1.27 x 1.27 cm) openings and an ultra heavy duty
UV stabilized, dramatically corrugated (crimped) intermediate netting with 0.50 x 0.50 inch (1.27 x 1.27 cm)
openings. The middle corrugated netting shall form prominent closely spaced ridges across the entire width of
the mat. The three nettings shall be stitched together on 1.50 inch (3.81 cm) centers with UV stabilized
polypropylene thread to form a permanent three-dimensional turf reinforcement matting.
Slope Design -Unvegetated Cover Factors
Slope Gradient (S)
Slope Length (L) 5 3:1 3:1-2:1 z 2:1
<_ 20 ft (6 m) 0.0010 0.0209 0.0507
20 - 50 ft r 0.0081 0.0266 0.0574
>_ 50 ft (15.2 m) 0.0455 0.0555 0.081
Channel Design Data
Roughness Coefficients -Unvegetated
Flow Depth Manning's 'ri
<_ 0.50 ft (0.15 m) 0.040
0.50 - 2.00 ft 0.040-0.012
>_ 2.00 ft (0.60 m) 0.011
Approxunate Permissible Flow Velocity
Unvegetated = 9.5 ft/s (2.9 m/s)
Vegetated =15 ft/s (4.6 m/s)
Maximum Permissible Shear Stress*
Short Duration Long Duration
Phase 1
UNVEGETATED 3.0 lbs/ftz
(144 Pa) 2.51bs/ftz
(120 Pa)
Phase 2
PARTIALLY VEGETATED 8.0 lbs/ft2
(384 pa) 8.O lbs/ft2
(384 Pa)
Phase 3
FULLY VEGETATED 10.0 lbs/ftz
(480 Pa) 8.0 lbs/ftz
(384 Pa)
.S-i•o - ,031
~,p_ ~,~ _ , OLI
l.S-t,o - •c1Z
Values are approximate, precise values obtained from ECMDSTM
*Performance values obtained through third party testing at the Texas Transportation Institute, Colorado State University,
and/or Utah State University based on soil loss failure criteria not exceeding 0.50 inches (1.27 cm).

JD J
0
Table 8.05f Manning's Roughness Coefficient

Lining Category

Lining Type n -.value
n value for Depth Rang
0-0.5 ft 0.5-2.0 ft
(0-15 cm) (15-60 cm)
es
2.0 ft
(> 60 cm)
Rigid Concrete 0.015 0.013 0.013
Grouted Riprap 0.040 0.030 0.028
Stone Masonry 0.042 0.032 0.030
Soil Cement 0.025 0.022 0.020
Asphalt 0.018 0.016 0.016
Unlined Bare Soil 0.023 0.020 0.020
Rock Cut 0.045 0.035 0.025
Gravel Riprap 1-inch (2.5-cm) Dso 0.044 0.033 0.030
2-inch (5-cm) Dso 0.066 0.041 0.034
Rock Riprap 6-inch (15-cm) Dso 0.104 0.069 0.035
12-inch (30-cm) Dso -- 0.078 0.040
Note: Values listed a*e representative values for the respective depth ra~rges. Manning's roughness coefficients, n, vary with the flow depth.
DETERMINING SHEAR STRESS
Shear stress, T, at normal depth is computed for the lining by the following
equation:
T=yds
Td =Permissible shear stress
where:
T ~~ shear stress in lb/ft2
y - unit weight of water, 62.4 lb/ft3
d flow depth in ft
s = channel gradient in ft/ft.
If the permissible shear stress, Td, given in Table B.OSg is greater than the
computed shear stress, the riprap or temporary lining is considered acceptable.
If a lining is unacceptable, select a lining with a higher permissible shear stress
and repeat the calculations for normal depth and shear stress. In some cases it
may be necessary to alter channel dimensions to reduce the shear stress.
Computing tractive force around a channel bend requires special considerations
because the change in flow direction imposes higher shear stress on the channel
bottom and banks. The maximum shear stress in a bend, Tb, is given by the
following equation:
Tb = KbT
where:
Tb = bend shear stress in lb/ft2
Kb = bend factor
T = computed stress for straight channel in Ib/ft2
The value of Kb is related to the radius of curvature of the channel at its center
line, Rc, and the bottom width of the channel, B, Figure 8.OSe. The length of
channel requiring protection downstream from a bend, Lp, is a function of the
roughness of the lining material and the hydraulic radius as shown in Figure
8.OSf.
8.05.12 Rev. t?/93

1~Z
Appendices
Table 8.058
Permissible Shear Stresses
for Riprap and Temporary
Liners
Permissible Unit Shear Stress, Td
Lining Category Lining Type (Ib/ft2)
Temporary Woven Paper Net 0.15
Jute Net 0.45
Fiberglass Roving:
Single 0.60
Double 0.85
Straw with Net 1.45
Curled Wood mat 1.55
Synthetic Mat 2.00
dso Stone Size (inches)
Gravel Riprap 1 0.33
2 0.67
Rock Riprap 6 2.00
g 3.00
~ 2 4.00
15 5.00
1 g 6.00
2 ~ 7.80
24 8.00
Adapted From: FIIWA, FIGC-1~, April 1983, pgs. 17 & 37.
~ eSlg n PrOCedU re- The following is a step-by-step procedure for designing a temporary liner for a
Temporary Liners channel. Because temporary liners have a short period of service, the design D
may be reduced. For liners that are needed for six months or less, the 2-yr
frequency storm is recommended.
Step ~1. Select a liner material suitable for site conditions and application.
Determine roughness coefficient from manufacturer's specifications or Table
8.OSe, pg. 8.05.10.
Step 2. Calculate the normal flow depth using Manning's equation (Figure
8.OSd). Check to see that depth is consistent with that assumed for selection of
Manning's n in Figure 8.OSd, pg. 8.05.11. For smaller runoffs Figu~ 8.OSd is
notLas'clearly defined. Recommended solutions can be determined by using the
Manning equation.
Step 3. Calculate shear stress at normal depth.
Step 4. Compare computed shear stress with the permissible shear stress for
the liner.
Step 5. If computed shear is greater than permissible shear, adjust channel
dimensions to reduce shear or select a more resistant lining and repeat steps 1
through 4.
Design of a channel with temporary lining is illustrated in Sample Problem
8.OSb, pg. 8.05.14.
8.U5.13
Rev. t?/93

Io3
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109
Culvert Calculator Report
Check on Final Culvert - Q25
Comments: Q25 Design Storm -Final Analysis to Compare with Initial Inlet Control Chart
Solve For: Headwater Elevation

Culvert Summary
~- pp,~l;.,~ Orrrt~~ t Lr" • ~~ Stc 13.+lili•
giSO, ~P E1<v = 120.93-£~/.naog)= t2~-7L
Allowable HW Elevation 120.93 ft Headwater Depth/Height 2.27
Computed Headwater Elev~ 120.77 ft Discharge 63.30 cfs
atc{e~ F~'°^~ CfMA ~/neJ.(f+.dy%
30 ft F-- l~~
~
120
InletControlHWElev. 120.30 ft TailwaterEievation c
p
.
Outlet Control HW Elev. 120.77 ft Control Type Outlet Control
Grades
Upstream Invert 115.10 ft Downstream Invert 114.80 ft
Length 56.00 ft Constructed Slope 0.005357 ft/ft
Hydraulic Profile
Profile PressureProfile Depth, Downstream 5.50 ft
Slope Type N/A Normal Depth 1.47 ft
Flow Regime N/A Critical Depth 1.56 ft
Velocity Downstream 4.30 ft/s Critical Slope 0.004430 ft/ft
Section
Section Shape Circular Mannings Coefficient 0.012
Section Material Concrete Span 2.50 ft
Section Size 30 inch Rise
},°rs, 3-3a
3E~- HRd T-G. ~. 2.50 ft
" Tp !!e~p Fem.-,Dov~fnPP"~ QDa"~~{.:;<•~
~
ul
f 41nc~~`~
Number Sections . `
...
Outlet Control Properties
Outlet Control HW Elev. 120.77 ft Upstream Velocity Head 0.29 ft
Ke 0.20 Entrance Loss 0.06 ft
Inlet Control Properties
Inlet Control HW Elev. 120.30 ft Flow Control Urtsubmerged
Inlet Type Groove end w/headwall Area Full 14.7 ft'
K 0.00180 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 2
C 0.02920 Equation Forrn 1
y 0.74000
Title: Holts Lake West Subdivision Project Engineer: Brian Rentr Leonard
c:\...\106009.01\design\5-culverts\106009-01.cvm BRL Engineering CulvertMaster v3.0 [3.0003]
03/26/07 01:36:57 PM 0 Haestad Methods, Inc_ 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

IID
Culvert Calculator Report
Check on Final Culvert - Q10
Comments: Q10 For Outlet Design
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation 120.93 ft Headwater Depth/Height 1.98
Computed Headwater Elev~ 120.06 ft Discharge 55.10 cfs
'
J t~"~> ~~
~
Inlet Control HW Elev. 119.70 ft Taiiwater Elevation ~H*t
119.70 ft ~- F~~--~ ~ ""
~
Outlet Control HW Elev. 120.06 ft Control Type Outlet Control
Grades
Upstream Invert 115.10 ft Downstream Invert 114.80 ft
Length 56.00 ft Constructed Slope 0.005357 ft/ft
Hydraulic Profile
Profile PressureProfile Depth, Downstream 4.90 ft
Slope Type N/A Normal Depth 1.34 ft
Flow Regime N/A Critical Depth 1.45 ft
Velocity Downstream 3.74 ft/s Critical Slope 0.004184 ft/ft
%
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~ 1
/
G~fio ~l Q<~VI~/'~Y
Or
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Section '
Section Shape Circular Mannings Coefficient 0.012
Section Material Concrete Span 2.50 ft
Section Size 30 inch Rise 2.50 ft
Number Sections 3
Outlet Control Properties
Outlet Control HW Elev. 120.06 ft Upstream Velocity Head 0.22 ft
Ke 0.20 Entrance Loss 0.04 ft
Inlet Control Properties
Inlet Control HW Elev. 119.70 ft Flow Control Unsubmerged
Inlet Type Groove end w/headwall Area Full 14.7 ftz
K 0.00180 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 2
C 0.02920 Equation Form 1
y 0.74000
Title: Holts Lake West Subdivision Project Engineer: Brian Rentz Leonard
c:\...\106009.01\design\5-culverts\106009-01.cvm BRL Engineering CulvertMaster v3.0 [3.0003]
03/26/07 01:41:09 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

SEDIMENT TRAP SIZING

I~Z
SEDIMENT TRAP DESIGN - NCDENR METHOD (REV 6106)
Sediment Trap ID: Sed. Trap #1
HYDROLOGY
Project No.: 106009.01
By: BBL
Date: 3/23/D 7
Runoff Variables Description
Drainage Area: 2.33 AC D A , ~-,,r, o v tt~ t ~ ~' icy ~ 1
Q10: 9.06 CFS qss.-mac D~..~a'~d Are~+ = D,~4.dNt ~o o~~/'s~tc lit areas
Denuded Area: 2.33 AC tk4t .~•7 b~ „scd T~ ~ so ~,.,, ~.., _ (~, „SG~,,,, ~; vG) .
HYDRAULIC DESIGN
Req'd Volume: 3600 ft3/Denuded Acre
= 8388 ft3
Req'd Surf. Area: 0.01 AC/Q10 cfs
= 0.091 AC = 3947 ftz
Set Geometry: Surface Area: Begin by trying L=2W criteria & Req'd Surf. Area
Min W: (2W)(W) = Req'd Surf. Area
Min W = 44.4 ft
Min L: =(2)(Min W)
Min L = 88.8 ft
Depth: Min D: Req'd Volume/Min Surf. Area
Min D = 2.1 ft
Use for Final Dimensions: L = 90 ' r.J . gS ~ U = Z. S ~
Spillway Weir Length: Trial & Error Weir Length (Weir Length Cannot be Greater Than Trap Width)
1.5' Min Dam Height Above Spillway: "H" = 0.5' (Max) & 1' (Min) Allowable Freeboar
"H" _ (Q10/CwL)73 where Cw = 3.0 for Broad-Crested Weir Cw = 3.0
Assume No Attenuation, So Q10,N = Q10o,_,T (Conservative)
TryL= 5.0 ft ~ H= 0.71 ft
TryL= 10.0 ft ~ H= 0.45 ft
TryL= 15.0 ft H= 0.34 ft
Min Spillway L = ~ ~ o
Check Min L5' Dam Height Above Spillway: N = • 3Q ` + ~ •~' ~~«b~~.~d = 1- 34 ~ ~ /- 5' .~~ ~

iii
SEDIMENT TRAP DESIGN - NCDENR METHOD (REV 6/06)
Sediment Trap ID: Sed. Trap #2
HYDROLOGY
Project No.: 106009.01
By: Bel.
Date: 3/2316 7
Runoff Variables Description
Drainage Area: 1.82 AC o.A. ~-,.er,, OvtlGt ~%!ch ~L
Q10: 7.08 CFS ~SlJMG dr~udcd glCa = o.A.d~c io ofFs%t~ Lod st~~-5
Denuded Area: 1.82 AC JJ ~.~~ ~. ~„~47 bG vsG.A~ ~"'P Qo//"P'^~- (C~'+sG~Vaf': /c~
HYDRAULIC DESIGN
Req'd Volume: 3600 ft3/Denuded Acre
= 6552 ft3
Req'd Surf. Area: 0.01 AC/Q10 cfs
= 0.071 AC = 3084 ftz
Set Geometry: Surface Area: Begin by trying L=2W criteria & Req'd Surf. Area
Min W: (2W)(W) = Req'd Surf. Area
Min W = 39.3 ft
Min L: =(2)(Min W)
Min L = 78.5 ft
Depth: Min D: Req'd Volume/Min Surf. Area
Min D = 2.1 ft
Use for Final Dimensions: L = 80 ` ~ = 4~ ~ D = Z. 5"~ ~
Spillway Weir Length: Trial & Error Weir Length (Weir Length Cannot be Greater Than Trap Width)
1.5' Min Dam Height Above Spillway: "H" = 0.5' (Max) & 1' (Min) Allowable Freeboar
"H" _ (Q10/CwL)~ where Cw = 3.0 for Broad-Crested Weir Cw = 3.0
Assume No Attenuation, So Q10,N = Q10o~ (Conservative)
TryL= 5.0 ft ~ H= 0.61 ft
TryL= 10.0 ft ~ H= 0.38 ft
TryL= 15.0 ft ~ H= 0.29 ft
Min Spillway L = 10.0'
Check Min 1.5' Dam Height Above Spillway: H . , .3B' ~ /.o ` F"~~c6=4~d = /- 38 ` ~ 1. S ~ ak-

i~4
SEDIMENT TRAP DESIGN - NCDENR METHOD (REV 6/06)
Sediment Trap ID: Sed. Trap #3
HYDROLOGY
Runoff Variables
Drainage Area: 1.51 AC
Q10: 6.09 CFS
Denuded Area: 0.71 AC
HYDRAULIC DESIGN
Project No.: 106009.01
By: Q~L
Date: 3~Z3~° 7
Description
Q<~+ast~ld /1 reA ~ To t~l p•r}. _~ /-S/AG
- b• 99 ~vi'/`s%tC Lelilr<e, T L.~1.~<s~ fly-•<~
t o, i4 ~1,-,an p..~,.,, .s or~sltc trtAr<~~
D-7! i}L
Req'd Volume: 3600 ft3/Denuded Acre
= 2556 ft3
Req'd Surf. Area: 0.01 AC/Q10 cfs
= 0.061 AC =
Set Geometry: Surface Area:
Depth:
2653 ft2
Begin by trying L=2W criteria & Req'd Surf. Area
Min W: (2W)(VV) = Req'd Surf. Area
Min W = 38.4 ft
Min L: =(2)(Min W)
Min L = 72.8 ft
Min D: Req'd Volume/Min Surf. Area
Min D = 1.0 ft
Use for Final Dimensions: L = 74' w = 3 7 ' U = 2 -D'
Spillway Weir Length: Trial & Error Weir Length (VNeir Length Cannot be Greater Than Trap Width)
1.5' Min Dam Height Above Spillway: "H" = 0.5' (Max) & 1' (Min) Allowable Freeboar
"H" _ (Q10/CwL)~ where Cw = 3.0 for Broad-Crested Weir Cw = 3.0
Assume No Attenuation, So Q10,N = Q10o,n (Conservative)
TryL= 5.0 ft ~ H= 0.55 ft
TryL= 10.0 ft ~ H= 0.35 ft
TryL= 15.0 ft ~ H= 0.26 ft
Min Spillway L = Iv.o '
Check Min 1.5' Dam Height Above Spillway: H = - 3S' Y i• o ~ f%<t b~ v~ _ ~. 3 S ~ ~ ~- S" ~ ° k ~

~~s
SEDIMENT TRAP DESIGN - NCDENR METHOD (REV 6106)
Sediment Trap ID: Sed. Trap #4
HYDROLOGY
Project No.: 106009.01
By: 82L
Date: 3/23/07
Runoff Variables Description
Drainage Area: 1.87 AC D A {re.-, c.~tt~t 0 %~~~ ~ Q'
Q10: 7.14 CFS Ass~r~ Oc.>~~cd Arm . o.A. d~c f•• os'F's•'ic /..mot sl~c~.s
Denuded Area: 1.87 AC tktt r-~~7 be ys~d f~~- Bor,-o,..,_ ~~~~1~ryptivt)
HYDRAULIC DESIGN
Req'd Volume: 3600 ft3/Denuded Acre
= 6732 ft3
Req'd Surf. Area: 0.01 AC/Q10 cfs
= 0.071 AC =
Set Geometry: Su-face Area:
Depth:
Use for Final Dimensions:
3110 ft2
Begin by trying L=2W criteria & Req'd Surf. Area
Min W: (2W)(VV) = Req'd Surf. Area
Mini W = 39.4 ft
Min L: =(2)(Min W)
Min L = 78.9 ft
Min D: Req'd Volume/Min Surf. Area
Min D = 2.2 ft
L=Bo~ ~= 4D~ 0=2•a'
Spillway Weir Length: Trial & Error Weir Length (Weir Length Cannot be Greater Than Trap Width)
1.5' Min Dam Height Above Spillway: "H" = 0.5' (Max) & 1' (Min) Allowable Freeboar
"H" _ (Q10/CwL)'~ where Cw = 3.0 for Broad-Crested Weir Cw = 3.0
Assume No Attenuation, So Q10,N = Q10our (Conservative)
TryL= 5.0 ft ~ H= 0.61 ft
TryL= 10.0 ft ~ H= 0.38 ft
TryL= 15.0 ft H= 0.29 ft
Min Spillway L = t D. o '
Check Min 1.5' Dam Height Above Spillway: N = . 38 ~ ~ l.o ' F~~c6•~4 ~.d = ~ • 3 $ ~ ~ /..S' o k -'

!IG
SEDIMENT TRAP DESIGN - NCDENR METHOD (REV 6106)
Sediment Trap ID: Sed. Trap #5
HYDROLOGY
Runoff Variables
Drainage Area: 1.17 AC
Q10: 4.80 CFS
Denuded Area: 0.46 AC
HYDRAULIC DESIGN
Project No.: 106009.01
By: Bk-L
Date:.3/Z3/~ 7
_ Description
D.A . f re,.-, Dvflt~' I)i~l~l~ ~S~
Ot.,.~dt~ Ar-Ga = T•t.~l D.A. = l•l7AG
- .04 AL~t~-tsrtGLDtArt~T~D,D,~S~
-G7 AG ~DF~S~fG Lrt~rCQ Ti SDS~
D • 4~ s} ~.
Req'd Volume: 3600 ft3/Denuded Acre
= 1656 ft3
Req'd Surf. Area: 0.01 AC/Q10 cfs
= 0.048 AC =
Set Geometry: Surface Area:
Depth:
2091 ftZ
Begin by trying L=2W criteria & Req'd Surf. Area
Min W: (2W)(W) = Req'd Surf. Area
Min W = 32.3 ft
Min L: =(2)(Min W)
Min L = 64.7 ft
Min D: Req'd Volume/Min Surf. Area
Min D = 0.8 ft
Use for Final Dimensions: L = (~~ ' ~J = 33 r D = Z-~ ~
Spillway Weir Length: Trial & Error Weir Length (Weir Length Cannot be Greater Than Trap Width)
1.5' Min Dam Height Above Spillway: "H" = 0.5' (Max) & 1' (Min) Allowable Freeboar
"H" _ (Q10/CwL)~ where Cw = 3.0 for Broad-Crested Weir Cw = 3.0
Assume No Attenuation, So Q10,N = Q10our (Conservative)
TryL= 5.0 ft H= 0.47 ft
TryL= 10.0 ft _ H= 0.29 ft
TryL= 15.0 ft ~ H= 0.22 ft
Min Spillway L = ~o•o
Check Min 1.5' Dam Height Above Spillway: N = . L9 ' + ~•~' FrtGbAard = 1. z 9 ' ~ 1. S ~ ok

117
SEDIMENT TRAP DESIGN - NCDENR METHOD (REV 6/06)
Sediment Trap ID: Sed. Trap #6
Project No.: 106009.01
By: 8 2-L
Date: 3~2 3~0 7
HYDROLOGY ~ S~~ ~ gcle~
Runoff Variables Description
Drainage Area: 5.24 AC p,q , {~rG..-~ SDG (4.4/ AG) + SD 7 (D-t33.tG) = S.Z4 AC
Q10: 17.90 CFS Q,o , Gw , ¢.4r(•s4) r . ~3(•ra) _ , S!~
s
Denuded Area: 4.54 AC t4 _ r~~.3ss ~ ~ I~,o~ ~„/S of sflz, r~t~ r~~H S02 ~ sDG-~~)
L l~~ N "' 17S'(N•P~) - "' ~~~~~L.P•) =SSA
r 3 3fFS
HYDRAULIC DESIGN = C~ ss ~ = 9,0 ,5.~ 1D •~+~^~f~5 •~ pia = G•l ' ~h~
r2.r3
Req'dVolume:3600ft3/Denuded Acre .-_Q„. /,s~)(G.r1(s;24)- r7.9o~fs
= 16344 ft3
~~~~.1ec~ Araa.: TofA/ a,A. -v.7o~C(orlr;}~L>iA~~h)
7~ s6L-/
Req'd Surf. Area: 0.01 AC/Q10 cfs 9•s9 Qc ~ , „rr:~s~
= 0.179 AC = 7797 ft2 o+N~ is ,tee
all+ D n~A/~ ~
Set Geometry: Surface Area: Begin by trying L=2W criteria & Req'd Surf. Area
Min W: (2W)(VV) = Req'd Surf. Area
Min W = 62.4 ft
Min L: =(2)(Min W)
Min L = 124.9 ft
Depth: Min D: Req'd Volume/Min Surf. Area
Min D = 2.1 ft
Use for Final Dimensions: (_ /ZL ~ ~•.~ = l0 3 ~ D = 2, S
Spillway Weir Length: Trial & Error Weir Length (Weir Length Cannot be Greater Than Trap Width)
1.5' Min Dam Height Above Spillway: "H" = 0.5' (Max) & 1' (Min) Allowable Freeboar
"H" _ (Q10/CwL)~ where Cw = 3.0 for Broad-Crested Weir Cw = 3.0
Assume No Attenuation, So Q101N = Q10o~ (Conservative)
TryL= 10.0 ft H= 0.71 ft
Try L = 20.0 ft H = 0.45 ft
Try L = 25.0 ft ~ H = 0.38 ft
Min Spillway L = 2So
Check Min 1.5' Dam Height Above Spillway: It = • 3g ~ + t ,o' Frtcb«>~~ = ~• 38 ' ~ /. S' e,L =
Th;S Tray is f1C~uc>/x !is-L%nc
TkGrt>=`~rG Th;,S Trap/ mf'~`c-rs 0. ~ .SLCo~,C~ Ti~Gw~tv+G-•~9` ~~ .f`o ~ "' /• £3 T f1C~F..S ho~
Qra; n.aSL /'rtR ~i~a.'i•" w%!1 pc~55 ~^'"~ "~~+ rh.'S IJ~St'rto"--, rraP_ ~/^lJG4irL/
fh,'S /trap dcS~J-~ .'s vv'~ CoNS~QVsfTt1~~' .

iii
NCDWQ 401/STORMWATER
NARRATIVE & DATA

1l ~
NARRATIVE FOR NCDWQ STORMWATER
Holts Lake West Subdivision
The Town of Four Oaks does not have an adopted stormwater ordinance. However, due
to impacts to wetland areas and the required 4.04/401 permitting process, certain NCDWQ
stormwater requirements may be triggered or required. Therefore, apre-submittal meeting was
held with stormwater staff at NCDWQ Central Office. It was determined that stormwater quality
and/or quantity controls would not be required IF the project did not exceed the low-density
threshold of 30% impervious area (per 401 General Certification that corresponds to Nationwide
39 Permit). However, as discussed with NCDWQ staff, due to recent policy the total boundary
for this impervious area calculation cannot include pockets of unusable areas. In other words,
wetlands within the project could not be included in the total boundary calculation. In the
Engineer's experience with these calculations, this was a new way of computing impervious area
and significantly limits the leftover impervious area for individual homesites. However, after
performing the calculation per NCDWQ policy, it was decided that the 30% impervious
threshold could still be met; although leftover impervious areas for individual homesites would
be much less than originally predicted. The proposed impervious area calculation is summarized
on Sheet SP-1 of the Construction Drawings. As computed, there is 221,519 sq.ft. remaining
impervious area for homesite and related construction on proposed lots. Currently, the Owner
plans to allot 6,000 sq.ft. per lot to 5 of the lots and spread the remaining area of 3,909 sq.ft. per
lot to the remaining 491ots. The final impervious area restrictions shall be recorded on the final
plat of the subdivision.
Additionally, NCDWQ stormwater staff recommended that we try to reduce all
stormwater discharges to a low velocity (preferably less than 2 ft/sec) prior to discharging to any
adjacent wetland areas. This criteria resulted in design of flatter outlet ditches and rip rap linings
near the wetlands fringe, just prior to discharge. See Construction Drawings and calculations
herein for more specific information regarding this low velocity recommendation.