SW8010420_HISTORICAL FILE_20040315

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 o I o 4 -2-D
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2 bc>#e-515
YYYYMMDD

RE: Tarawa Terrace I - Stormwater Management Permit
I
} Subject: RE: Tarawa Terrace I - Stormwater Management Permit
Farom: "Dean Briggs" <deanb briggs-engineering.com>
�..;,
Date: Tue, 25 May 2004 08.53:19 -0600
To: "'Linda Lewis <Li nda.Lewis@ncmai 1. net>, "'Dean Briggs"' <[e-mail]>
`w CC: "'Sholar GS14 Anthony"' <[e-mail].m11>
Linda:
I was reminded by McKenney today that I still owed
z you a response to an email you sent in November of 2003. I
thought we had handled that issue, however apparently not.
I am sorry if this has caused any confusion.
Attached is the modified sheet one of the 'Wet
Detention Basin Supplement' form for phase 10 of the Lejeune
project we designed. Please include this in the permit
package as it reflects the modifications you requested
below.
If there is anything further we can do for you on this
project, please let me know.
Thank You,
Dean Briggs
BRIGGS ENGINEERING. Inc.
1800 West Overland Road
Boise, Idaho 83705
[phone] Cell 871-0200
FAX [phone]
[e-mail]
www.briggs-engineering.com
-----Original Message -----
From: Linda Lewis [mailto:Linda. [e-mail])
Sent: Monday, November 24, 2003 7:43 AM
To: Dean Briggs
Cc: Sholar GS14 Anthony
Subject: Tarawa Terrace
Dear Dean and Tony:
I received the revised calculations and page I of the
supplement form on November 18. Unfortunately, the
supplement form is an old one and has an incorrect temporary
pool elevation and temporary pool volume. Please correct the
supplement to reflect the permitted temporary pool elevation
of 6.4, and the temporary pool volume of 277,930 cubic feet,
and return it.
Thanks, Linda
Content -Type: application/pdf
Permit Submittal.11-2003.1.pdf
Content -Encoding: base64 .
1 of 1 5/25/2004 11:39 AM

Tarawa Terrace
i
Subject: Tarawa Terrace
From: Linda Lewis <[e-mail]>
Date: Mon, 24 Nov 2003 09:42:51 -0500
To: Dean Briggs <[e-mail]>
CC: Sholar GS14 Anthony <[e-mail]>
Dear Dean and Tony:
Y received the revised calculations and page 1 of the supplement
form on November 18. Unfortunately, the supplement form is an old
one and has an incorrect temporary pool elevation and temporary
pool volume. Please correct the supplement to reflect the permitted
temporary pool elevation of 6.4, and the temporary pool volume of
277,930 cubic feet, and return it.
Thanks, Linda
1 of 1 11/24/2003 9:43 AM

Permit No. _� 00 ¢Zo
State of North Carolina
Department of Envirurtrrrent and Natural Resources
Division of Water Quality
S'l0KrvIWA'TER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPP(.'.F.MENT
"llrts ibrm may be photocopied lbi• use as an urgklaI
QKQ Stormwater Management Plan Review:
A conipleLe stonnwuler managerneot plait submiltal includes an application form, a wet detentionbasin
supplement for each basin,, design calculations, and plans and specifications shoving all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name
CAKP %F_.TP;C KE PHASE 1 D POND
t_"ontkt Person: DEAN BRIGGS
Nbont; Nilmbt:r: 2f 08 ) 344-9700
For projects with inultiple basins, specify which basin this workshcet applies, to: i D
elevations
H IS'1il Rultuni Elevatiun
I}., 0.._.
Pernmnent Pool Elevation
5.0 ft.
Temporary, Pool Elevation
R.
arRas
Permanent Pool Surface Area l'£3t;', s7o sq. Ft.
Drainage Area 173.82 ac.
Impervious Area 74.74 ac.
(floor of lilt: basin)
(elevation of the orifice)
(elevarion of the dikhar•de structure ovetflow)
(water surface area at the orijice elevation)
(on -site and off -.sire drainage to the basin)
(on-sWe and ojj-site drainage to the basin)
vrrlumr:.e
Permanent Pool Volume 757.358 _ cu. ft. (conr8ined. volunre of main basin andfotehay)
Temporary Pool Volume 2.35, 969 cu. ft. (volume detained above the permanent pool)
l=orcbav Volume 149,854 cu. ft. (approximatel)120% of total volume.)
01her ptrrurne lers
SAIDAI
Diameter of Orifice
Design Rainfall
Design TSS Removal 2
2, 01
2 Z _5..- in.
1.0 in.
86.3
(surface area to drainage area ratio fr•am DWQ tahle)
(2 to S daY temporary pool draly-down required)
(minimum 8 r' required)
t'OM SWU-102 Rev 3.99 Pnge t of 4

State Stormwater Management Systems
Permit No. SW8 010420
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name:
Tarawa Terrace I Housing
(N62470-97-C-7111)
Permit Number:
SW8 010420 Modification
Location:
Onslow County
Applicant:
Commander B.D. Pina
Public Works Officer
Mailing Address:
Marine Corps Base
1005 Michael Road
Camp Lejeune, NC 28547-2521
Application Date:
August 18, 2002
Modified November 18, 2003
Name of Receiving Stream/:
White Oak 1 Northeast Creek
Index Number:
19-16-(3.5)
Classification of Water Body:
"SC HQW NSW"
Pond Number:
1A D
Drainage Area, acres:
16.08 173.82
Offsite Area entering Ponds, ft2:
none, per Engineer, both ponds
Total Impervious Surfaces, ft2:
304,048 3,255,674
Pond Design Depth, feet:
5 5
Permanent Pool (PP) Elevation, FMSL:
20 5
Provided Surface Area, @PP, ft2:
26,882 186,870
Provided Storage Volume, W:
28,704 277,930
Temporary Storage Elevation, FMSL:
21 6.4
Controlling Orifice:
2.5" (D pipe 2 @5" 0 pipes
Time to draw down, days:
2.7 3.1
3of7

i ►
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
vc18.c w400 Mai).
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may he photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: G�F LEJELNE PH%M I F=
Contact Person: EEAV HUQM Phone Number: L( 08
For projects with multiple basins, specify which basin this worksheet applies to:
elevations
Basin Bottom Elevation
0'�
ft.
(floor of the basin)
Permanent Pool Elevation
5.0
ft.
(elevation of the orifice)
Temporary Pool Elevation
6.4
ft.
(elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area
186,870
sq. ft.
(water surface area at the orifice elevation)
Drainage Area
173.82
ac.
(on -site and off -site drainage to the basin)
Impervious Area
74.74
ac.
(on -site and off -site drainage to the basin)
volumes
Permanent Pool Volume
757,358
cu. ft.
(combined volume of main basin and forebay)
Temporary Pool Volume
ZT7►930
cu. ft.
(volume detained above the permanent pool)
Forebay Volume
149,854
cu. ft.
(approximately .20% of total volume)
Other parameters
SA/DA I 2.47% (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 7.0 in. (2 to 5 day temporary pool draw -down required)
Design Rainfall 1.0 in.
Design TSS Removal 2 86.3 % (minimum 85% required)
Form SWU-lot Rev 3.99 Page 1 of 4

DETENTION POND ANALYSIS FILENAME- G:IDATAIWPDATAIWQSIPOND1010420-D
PROJECT #: SW8 010420-D REVIEWER: L. Lewis
PROJECT NAME:
Tarawa Terrace Overall Pond
Zfj_acr-03
DATE:
-�
Receiving Stream:
Northeast Creek
Class:
SC HQW NSW
Drainage Basin:
White Oak
Index No,
19-16-(3.5)
Site Area
189.90 acres
Drainage Area
>757:1:500 O:i
square feet
Area in Acre:
173.82 acres
IMPERVIOUS AREAS
Rational C
Acres
Buildings
1413086.00
square feet
32.44
Streets
976615.00
square feet
22.42
Parking
579348.00
square feet
13.30
SW
120661.00
square feet
2.77
Other
165964.00
square feet
3.81
square feet Total
74.74
TOTAL
3 : 5674'QO�square
feet
Rational Cc= 0.11
SURFACE AREA CALCULATION
% IMPERVIOUS 43.00%
Des. Depth 5
TSS: 85
SA/DA Ratio 2.28%
Req. SA 172626 sf
Prov. SA 1>8687€ sf
VOLUME CALCULATION * place a "1" in the box if Rational is used
Rational ?*
Des. Storm
Rv=
Bottom
Perm. Pool
Design Pool
Volume prov @6.4
Req. Volume
Storage met at
ORIFICE CALCULATION
FOREBAY
Perm. Pool Volume
Req. Forebay Volume=
Provided Volume=
Percent=
Elev Area
757358
151471.6
149854.00
Inc. Vol Acc. Vol
5
186870
0
0
6.00
201145
194008
194008.00
7.00
218468
209807
403814.0
Avg. Head =
0.60 ft
Q2 Area =
61.82
sq. in.
Flow Q2, cfs
1,596 cfs
Q5 Area =
24.73
sq. in.
Flow Q5, cfs
0.638 cfs
Orifice Area
39.27
sq. in.
No. of Orifices
2
Q=
1.014
cfs
Diameter, inches
5OC7;
weir HxW
;........'.. in
x
in
Drawdown =
3 1
days
COMMENTS
Surface Area, Volume and Orifice are within Design Guidelines.

• ' Two Phase DesignIBuild
Replacement of Family Housing Units
Tarawa Terrace Housing, marine Corps Base
Camp Lejeune, North Carolina
RECEIVED
NOV 1112003
nwQ /
Pxoa # �(,c1 ?DUI U420 /�9v
���tjs�{�rrrrr,
2 +�rp!!++S •r. Any
EXTENDED WET DETENSION BASIN SUPPLEMENT -1D
rev, -sec(
c21GS For
If- ?4-U3
Grr• &e- ch2r7c o
ib 2- -Sit
P�Pes
Fc• /q//1
D,
3/1 J/20a2 Stormwater Managernont Plan 8 - 13

P om-
, Vo c-bMfe
RV
&,65- + r). o07 (4-5)
0. 437
'112 Fr, IIN
1-)'e'l Fr. vie
S, 00 eC -M, Poo L
067�,QT10AJ _r?!/b} E fll s �� '-�� )SEC. Al P
:7.51 `3
0
0.64., 4 1, ,d
F7-2-, .r. F'1
Pfojeut _NMP Job No. AM- 7 Sheet .,
by - -- Date +) D�
Ok d Clatr.
BRIGGS ENGINEERING, INC. - 18bQ W. Oveiland Hoad - Boise, Idaho 83705 flF— ' �6l f7 U3

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v -_ _ ____ Date' 511ffloL
Ok'd rule V- ( 2 �
BRIGGS ENGINEERING, INC. - 1800 W. Overland Road • Boise, Idaho.83705

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BRIGGS ENGINEERING, INC. - 1800 W. Overland Road 1, Boise, Idaho 8j'105

I
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01 6 (Og/pc'-t�
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Piojubl (q.NPI( �J-QAJC Job No. �v .._ Sheet.._? PE&
� �' G L.IJ 1 1i1 By Date-
C!k'sl Date
BRIGGS ENGINEERING, INC. * 18(JO W, Overland Road, Boise, Idaho 83705

@ T 0 2 2003:
UNITED STATES MARINE CORPS
PUBLIC WORKS DIVISION
Marine Corps Base
PSC Box 20004
Camp Lejeune, North Carolina 28542-0004
5000
PWO
25 Sep 03
Ms. Linda Lewis
NCDENR
Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extention
Wilmington, NC 28405
Dear Ms. Lewis:
Subject: TARAWA TERRACE REGIONAL STORMWATER POND, CAMP
LEJEUNE PROJECT N62470-97-C-7111
LX-tZ :Zzzt4
During construction of the subject regional stormwater detention pond, unforeseen
underground utilities were encountered. These utilities caused a conflict with the
proposed sanitary sewer relocation route around the north side of the new stormwater
Pond. The sewer was going to pass through two 48" diameter RCP stormwater mains. A
new sewer relocation route has been designed to take the sewer around the outside
southern perimeter of the new stormwater pond. A conflict with the new riser barrel
necessitated the design of a concrete spillway so the sewer can pass under the pond
discharge point.
Please find the calculations and plans for the new spillway structure enclosed. With the
exception of the discharge structure, the pond remains unchanged from the original
project submission. Should a permit modification be necessary, please forward the
modification to our office.
Your point of contact at Camp Lejeune is Alex Wood, PE, at [phone] ext 252.
nSincerely,
U &K�
A.G. Sholar
Enclosures: (1) Calculation Sheets (C101D, C102D, C502D, & C503D "Tarawa
Terrace Housing Replacement")
(2) Drawings for N62470-97-C-7111 (2 copies)

Foree GS06 Tammy L
From:
Loggins GS09 Sandra E
Sent:
Tuesday, September 30, 2003 3:05 PM
To:
Enterprises Coastal (E-mail)
Cc:
Foxworth, Lori A. (Civ); Loggins GS09 Sandra E, Mobley, Debora K. (Civ); Case GS11 Kevin
J; Johnson GS12 Gold S Jr; Williams GS12 Jerry T; Baker GS13 Carl H; Betsch GS06
Lisbeth A; Bill Bogue (E-mail); Bonnette GS09 Alice A; Brant GS13 William L; Cone GM15
Frederick E; Couser LtCol Robert A; Foree GS06 Tammy L; Horne GS14 Gary R; John E.
Peters (E-mail); Linebarger GS13 Phil V; Loconto GS11 Stephen A; Oakes GS11 Frances A;
Pina CDR Ben D; Seamon Maj Timothy B; Sholar GS14 Anthony; Slates Capt Kevin R
Subject:
FW: AWARD NOTICE: 03-D-1704, Custodial Services at the Naval Hospital, Marine Corps
Base, Camp Lejeune, NC
Signed By:
[e-mail]
Security Label:
Signed - Invalid signature
am
Ri t
1704Awa r. pdf
Award notice for subject project - 031704
1. Award Date: 9/29/03
2. Completion Date: 9/30/04
3. Award Amount: $1,351,373.56 (subject to availability of funds,
FY04)
4. Contractor: Coastal Enterprises of Jacksonville, Inc.
Award instrument attached.
-----Original message -----
From: loggins [mailto:loggins]
Sent: Tuesday, September 30, 2003 1:50 PM
To: LOGGZNS SANDY
Subject: 1704Award
Please open the attached document.
This document was sent to you using an HP Digital Sender.
Digital Sender Model: HP 9100C
Digital Sender Name: 155-252-26-167.efdlant.navfac.navy.mil
Document type: B/W Document
Number of pages: 6
Sent by: aloggins>
Attachment File Format: Adobe PDF
To view this document you need to use the Adobe Acrobat Reader.
For more information on the HP Digital Sender, Adobe Circulate,
or a free copy of the Acrobat reader please visit:
http://www.digitalsender.hp.com/reader-en
1

REQUEST FOR CONTRACTURAL PROCUREMENT DOCUMENT NUMBER: M6700103RC23930
(Local Form in Lieu of NAVCOMPT 2276) AMENDMENT NO.: NEW'
DATE REQUESTED: 08/15/2003
FUNDS EXPIRE ON: 09/30/2003
FROM: Commanding General FOR DETAILS CONTACT: FIN: Barbara Haynes (910)
Marine Corps Base 451-2602; TECH. Greg
Camp Lejeune, NC 28542-0004 Shoemaker 451-5794
TO: Officer in Charge of Construction MAIL INVOICES TO:OICC/ROICC
Marine Corps Base 1005 Michael Road
Camp Lejeune, NC Camp Lejeune, NC
28542-0004 28547-2521
ACRN ACCOUNTING DATA TO BE CITED ON RESULTING CONTRACTS AMOUNT
AA
1731jjD_6
27AO
000
67001
0
067443
2D
000000
13233RCAA930
$
268,278.00
AB
1731106
27AO
000
67001
0
067443
2D
000000
13233RCAB930
$
268,278.00
AC
1731106
27AO
000
67001
0
067443
2D
000000
13233RCAC930
$
268,278.00
AD
1731106
27AO
000
67001
0
067443
2D
000000
13233RCAD936-
$
268,278.00
AE
1731106
27AO
000
67001--0
067443
2D
000000
13233RCAES30
$
268,278.00
TYPE OF FUNDS
TOTAL FROM ATTACHED PAGE:
$ 268,280.00
M2
TOTAL THIS DOCUMENT:
$ 1,609,670.00
CUMULATIVE TOTAL:
$ 1,609,670.00
AMOUNTS WILL NOT BE EXCEEDED.IN THE OBLIGATION DOCUMENT WITHOUT
PRIOR WRITTEN APPROVAL FROM THE ISSUER
DESCR: INT/EXT RPRS TC1064
PROD 4LE0310M TC1064-AA1TC1065-ABITC1066/-ACITC1067-AD/TC1068-AEITC1069-AF
Construction Contract Number N62470-01C2102
AA
M2
S701
M6700123M2AD2514S701
AB
M2
S701
M6700123M2AD2514S701
AC
M2
S701
M6700123M2AD2514S701
AD
M2
S701
M6700123M2AD2514S701
AE
M2
S701
M6700123M2AD2514S701
SEE ATTACHED FOR DELIVERY SCHEDULES, GRAND TOTAL
PRESERVATION AND PACKAGING INSTRUCTIONS,
SHIPPING INSTRUTIONS AND INSTRUCTIONS
FOR DISTRIBUTION OF CONTRACT AND RELATED
DOCUMENTS
I CERTIFY THAT THE FUNDS CITED ARE
PROPERLY CHARGEABLE FOR ITEMS
REQUESTED
THIS REQUEST IS ACCEPTED AND THE ITEMS
WILL BE PROVIDED IN ACCORDANCE HEREWITH
RIZINrQ OFF
$ 1,609,670.00
DATE:
CEPTINGOFFICIAL: fDATE:

CONTINUATION OF APPROPRIATION DATA DOCUMENT NUMBER: M6700103RC23930
AMENDMENT NO_: NEW
ACRN ACCOUNTING DATA TO BE CITED ON RESULTING CONTRACTS AMOUNT
AF 1731106 27AO 000 67001 0 067443 2D 000000 13233RCAF930 $ 268,280.00
TOTAL FOR THIS PAGE $ 268,280.00
ACRN, SFC, CAC, AND FIP: AF M2 S701 M6700123M2AD2514S701

RE: Tarawa Terrace Regional Pond 010420
Subject: RE: Tarawa Terrace Regional Pond 010420
From: Sholar GS 14 Anthony <[e-mail]>
Date: Thu, 23 Oct 2003 15:02:15 -0400
To: "'Linda Lewis"' <[e-mail]>
CC: Wood GS 12 Alex R <[e-mail]>
Linda,
We have directed Dean Briggs to submit supporting calculations
(sealed) for
the orifice and pond draw down time. In addition, he will need to
fill out a
new wet Pond Supplement Form.
Thanks for your e-mail and please let me know if you need any
additional
information.
Tony
-----Original Message -----
From: Linda Lewis [mailto:[e-mail]]
Sent: Monday, October 20, 2003 1:00 PM
To: Sholar GS14 Anthony
Cc: Dean Briggs
Subject: Tarawa Terrace Regional Pond 010420
Dear Tony:
I received the revised plans for the outlet structure
modifications. I
cannot approve them because they call for two 5" orifices instead
of the
one 7" orifice that was approved on August 23, 2002. The
calculations
submitted by Dean Briggs do not address this proposed change.
If you want 2-5" orifices, please submit a modification (i.e, a
revised
wet pond supplement) and supporting calculations that the 1"
volume
will be drawn down in 2-5 days with the double 5" orifices in a
tee.
Otherwise, please revise the outlet detail back to the 1-7" drilled
cap
over an 8" pipe that was previously approved.
Linda
1 of 2 10/23/2003 3:14 PM

Tarawa Terrace Regional Pond 010420
Subject: Tarawa Terrace Regional Pond 010420
From: Linda Lewis <[e-mail]>
Date: Mon, 20 Oct 2003 12:59:50 -0400
To: Sholar GS14 Anthony <[e-mail]>
CC: Dean Briggs <[e-mail]>
Dear Tony:
I received the revised plans for the outlet structure
modifications. I cannot approve them because they call for two 5"
orifices instead of the one 7" orifice that was approved on August
23, 2002. The calculations submitted by Dean Briggs do not address
this proposed change.
If you want 2-5" orifices, please submit a modification (i.e, a
revised wet pond supplement) and supporting calculations that the
1" volume will be drawn down in 2--5 days with the double 5"
orifices in a tee. Otherwise, please revise the outlet detail back
to the 1-71, drilled cap over an 8" pipe that was previously
approved.
Linda
1 of 1 10/20/2003 1:00 PM

B,RIGGS:ENCrINE,ERING,-,In&. 83705;
ADDENDA C2A. L. C. U-L4.TIOX,3
LEJEUNE MILITARY"B."A, SE%
ON-BASE:17TO USING.:-- 7fl.
-Phase, i . D�—:-S . toTra"brimage Pond.
.ST.OR.M DRAIN.AGf.:C.A.LCULA.TI,QN.S

��.K�:
VAW� T OE:

�SMALL CANAL STRUCTURES:,
.AN
ci.
tn:

;constant valpe -.c;f: K over the.: liength of. the
.:curve and is generally. used., A.
Ta. parabolic.
:trajectory may! be d6ieriiiihed from, the
IollowRig:e'quation:
(tan �9. tan: 0 X1
'Y ='X'tdn.V
. : .0 ILT M
where'.:
X­:Horii6ntal , disiance.frorn the.
qrigip.t' zi'oin.t.on the
P .
-trajectory
origin
to point ---?.(,on:thq trajectory,,
L-r ='-HoriiontblJerigth,ffo0- the.
'ofigizi-16 th&-.ehd:6f-th&
trajectory;;:
:ff- The angle bf-iriclihati6n�OT th,
:ch6te-cifian n'e;fa-flfh6- orl
1islid
. Ps
t. e­ . �j�Oc:�ry a- n:. d
L' ­7,Th&,.a]nkle`of fficlinati6n';:6fthe'
'th6i6 `channel'a"(the- e-hd-.bt
the Oaje6to,i y'.
A k'ngth of. 'tr'ajecio-ry. .(Ir) can'b.e° selected
i. �vhch, `!�heh..'-,sObstftuied into 6q . i.ori.(4),, vill
I result . r -lin­-a' .0 or, . Iess. T . he.
length .'iWis thev used. inAhe computatio'nbf~y
using -e quatibn':(S).
The -trajectory ;'should. �end at . Or upstream
from the intersection. ' I of "the - ch',uteL'sec . tion--walls
wii� i6-.:�tiliijn 0( 1 is. A loh&adiu$'
-si; g:'P.ro. �durve
slightly- flatter'.
than the coinput6d , tiaiecto*.,
may ..be used:, :If practicable the -trajector'y
should coincide With any. -tran'sitibn:..fequiied
The. -vui9bI6§:-'6f; fl6w­ '6nAe fiaje6ioi.y: �Q.
ttie ._steep section :COMPUtea Irl the. ..same
way as �,th 1 osei.in the es ction..An:elevation.
fOr'.- . th : e: . tioor.'. o . f .'t . he-st . i 11 . ing-poo I frnd' ris-assuI c and.
the a.ne Ta"d-ien"t-"at.-theiuhctionio . f the . . chute
. .
section.- and: the -pool floor'is:compuied. The'
ho'.W.,;.Yaria.bles -.at'this p6iht :are u'kd-. asthe:
variables :ahead -,of hydraulic Jump in. the.
design:,of-..the stfllirigmp . ool-.
(6)'. Stilling P661, -stflli�g p6o]'th6 waterflo . Ws down''the steep, slo
pe 06 sieiction:it aye'lociti'
',
j;i,e61'er than the CntCa. I '.VeloCI . ty- The,abrupt-
change in :s,lopq where :,the flat, grade;qf the
Stilling pool floor meefs�the steep slope -section,
forcesth
.ces e water into :a :hydra-Lffic . jump' ah&
SMALL CANAL :STRUCTURES
energy.. is"dissipated..'+in'tthe�:;resulting turbulence.
The; stilling: pool -is p,roportio,hed,10 contain the
-jump.- For' a.'-stillih&1obf :to operate prop6ilv'.1
"V
:the� Fro­ude number'' F .-. where the:
-water- enters ..the stifling % ..pool'. shouldbe.:
between 4. r 5 and 15. SpecW�.studies,-or model
Aest ing. are required for structures with'-Fr6ude:
murribefs outside. this rahge;.. the.Trdu&
si
huhiber-is lessIh6n, aboUv4.:5 a stAble fiydraulic°
jump. may -not­occui.­ if the Vfoude num'b6 ... r'. is
te....atet- than 'about 'O'.a stilling,.&61 M'qy.not%
e,: best.choiceof energy Oiss pato Stilling'.
pools :,requiie., tailwater to: force.,.. the jump t . 6;
the :turbulence, Can r:be �coritaihed-
,Stilli.ng'pools.usuilly have a:rectaiig4a'tcross
:seCtOhj:.parall6l walls;: and-. a::,IeveVfld6i;'The.
I6IIo*ing"eOki6h§ to. determine pool: . :-.W'id&.
:�afi'd �vate� depth after":the apply ,to this,
�_ . depth r .. - - '
of- 0661. ;Flared:pools are somatimes used:
and
P.
require F sp��cial - ponsiderWon. -or,
discharges up to 1:00 cfs', the. equation.:,'
3 . 60,rq
:Q+.351G.
whe're:
w'-idth,.o[V96i..in,,f.ee I and
Q= discharge: in ct's.
used to de6rm i ne. the width of a:pbo I
Tor the ..initial , calcui,alions.. The. water
.after the .'hydraulic :jump -.may :be; computed:
frotn: the -fo.rMula-
(9)
where.
d =%l?Ppth before:.the jump;
.V., =..V.61dcitY.'bef6re thbju - rnp,
_.be.pth%aftthe jumper. h :a nd
g,=-kccelerati6h-of. gravity
For structures where 'the vertical drop ;is less:
than 5. feet. the water 'dep.th, after the jump.:
may be ..obtained 'from figure' 2,37..,Th&:
.dlevatioh -of� the energy gradient dft�T. th6.
. — . 1 . .. .. ...

1,08
hydraulic, :jump should . be: -balanced by -the.-.
energy `gradifrft,`ih the: channel downstreani of:
the structure:..: If thet'adierits d6 not:balanc6,,`
new elevation f&, the:,Pcidl floor or azriew- P661.
width should -be amiffied 'all d'-tlw:. e
recomputed. Tfj'a'k.:,a;-e7Jepeated tin fil. a -balance.
iobtained:
I
The -6'1evations;:selaqied should be, reviewed.,.
.to. insure that: the.- stilling pool will operate
effectively at,partial.%.rlow..,Desi.gnsare . %normally
checked at-:one4hifd.1h6 design flow or curves�
May ;be drawn as,,ori. figure: 2-38.; If. the:revie
-�indi6ttis,- it: to %.be necessary, the p601 :-flbof
sh'Guld'.be, [Owered or" a'. differek '.:.pb41 width-
qssumed and; -the- design procedtife. repe'W
The-:mmtmum.,;poq1 length:(L: - on fig. 2.313)..
for structures lased .onl canals- is .,normally. 4.
times:d2.. For structures on Wasteways or
dr'ains-:.whr,re:,th,e:jib w, will d: .
of
short - duratibn-jh� mihirnurn lehgt4,iriaV-be.
-about 3::-.tirn6s.d,:.Jhl recairiit ended ffddbo'atd'-
for .-stilli,g, ina,k. -be determined from
figure '-2.33 Fi-66bo&d .-is-measured aboV -qe�
ma,xiinurn d,ownstream--.ene.rgy,graoi.en.-t.
W,
he . A tale stilling
I i I ling pool discharges.
. intermittently'' .' .-or: discharges into ;a natural or
..
other uncontrolled chan.nel, convo,l should'
:be built into :the" outlet pool to
prov.ide the necessary 'tailwaten Th& CH66al
'depth at "Ahe c:6ntrbl:s6dtibh ::shbdld: be used to.-
d6terinibe:- the d6W'n§tteaiTf e'fipirgy, .9r'4diPn,1:1
Wheri :the W]Ung pool Als'c".11drges into -a--.
controlled chah.nel; the ac-pth'in' the channel
sh6U1d be cumputdd:,with the n Vaifu'e--o :the.
chahfidl 4ed4ced m 6y"6_b-.perceht;-alpd dop;h�
used, , . ­` to- determine :the -:downstream. .. en . ergy
gradient :111 a.: flared po oll:is.used, -the-. - d efieq t i on�
angle, of the sidew"alls should,. not exceed'.%
azlg.1e,-%Pcrrn.jtte.-
.d.in. the: chute Weep h*5�
.Withgravel';pockets (fig, 2=39.),,rriay'be.'-used to
relieve l
.levydrostatic �Piessiure on the fl6ot acid
wal
ls 'of tffe stilling "pool -,-and 6iitlet -trarisifi6h'-
Chilt6-�'and4lo'dr -blocks:'iie� ptkde'� tobreak
4 j 6 t.. o . v a : nd to,s-i�bilii6-.'ih'6:hy.'d"raulib'j'ump.'.
.ilIe,lqcation, .spacing, the"bl.ocks
. ;, and,6ia'iis-of
ar.e.-shown..on figure. 2-33...
2 concrete' outlet -transition is not,
provid ed., : a. solid. end. sill is. r'eq W, red -,(.fig i:-240)1.;-
Th ',upstiearb side -of have a 2­tO"-
.1 slope and'the downstream side, should %be.
. . 1P
verti'6a], The elevation.,, of. the top- of- the sill:
SMALL -.'CANAL STPUC'T'URE1
should . be, get' "to..- provide: taikvaie'r for .the':
hyd 'raulicjUmp.
A:'Siillirig-,:poOi and..ouilet transition built, to:
the. dimensions recommended: .may not
completely contain the; spray caused us .. ed by :the.
turbulent: -water 'but :the-. :structure should.
contain :enough of the tur'bul6hce to p reven
erosion -daihagd 'downstream -of the -stftictur,-_
WOP6 Fbirniandr.,W ayes; in, .a chute
.sLt.#cture :are-��tiona.bl.q ':because they. may,:
overtop .. th _chute .'-wil1 s:. a nd theyi cause:surgin'
in , th , e...-energy dissipator.. A. stilli4gpbbl
Mot :be !an 'effeciive'eftrgy di§sipaitor"With; thii:
typ , 'a;-bf .116w. Udad§e a:. stable hydraulic, jump
c6uld: 'ha- form ffig. AA unstable
Puliatihg type of f16W.:.kn"w­­
o'n :as sir g flour ai
'fbil
.waves may pe.vejop. 3p.- long, steep -chute-.
struciuie�s,digs . 2-42' and 243�):. These waves-
o7m dw gen -.ra.1y. 'f ch.UT.C. -chan..n,e-. ...1th.a.t-. °ars:
longer- than: about 200 :f-.e.t :and have bottom
.grade. slopes�jlqtter othan.about:� 20 f 9) - The'.'
that a t cn..-,be- expectd�.:..
maximum �Wave.. 'height Is:
t the normal depth ..for Ihe.:..Mope`and IhO,
:maximum momentary !slug -flow'., capacity is'
twice:: the: normal. capatity, Transverse e flow. 'or,
cross waves may :also
waves;:are.:cai4ed bY
Y.
Abrupt transitions --:from: Cne:-,ch6n'ii61
:seciion to - An6 the'r
(2):- Uni's"y" mi m" q fr­ ic"a' I , 's t'6'A 6tu id s',- . a h
.(3)- C, . i . i.v6s'-.-of-:anDes in: the alinement -,of
the chute:
The -:probability -.of these: -waves -b,e.ing, generated
in 1he:.structure may. be..reduced
the . recommendkio'n's cbricerhih'g'" deffe'cO.onn".
angles -and 'sym' niet'ry':-'mad6 : in the dis.cussjons.:
;pertaining.W transitions and by av6idliis�
changes -in direG.tion rn 41�-..siructure..
Some chute .sections .are. more ..likely 'to
sustain -waves than' others. :Shallow ' dished
sdeiions'�-apppr.l.td:bd,.particularly,:.sU3ceotibl6: to.
transverse
eep narrcw. �sec ions;
flow - -Whii�-.d
.resist both transverse. and slug -.fla'W. Chute.
sections` that �'the'o're'tt'czil'y"sh'ould':'p.reveni'l.the
formation" 6£' waves 'developed.
f91T1.1-j,. A theor&6cally, waveless" chute.
section -is shown: on:figum12-4-4.

wbrkshe.et for. TrapezoidaL,Channel".
Flow El6iieht
Trai0emidal Chainnel
meth5d
Ma'nn1ng'9'F6rniul'a
;input Data`
M iii : n
15
!Slope
0'.250000 fun
4.'00 H"; V
Right Sldes Slope'
.1.00 H V
B6(tam:,WldIh
:45-60 It
2BZ.00 CfS
Depth,
ft
Flow AMD.
1.3.z It!
Wetted Perlmetu
%46129 ft;
. Top k . -�Oth.
46:1.6 ft:
1...05 -1t:
.C.r,1I1.rA.1.Pepth
Crifta.I.SlOM
fff,
Yetodtyi4e"a'd'
ft:
sp!6rfc Energy
7:42 It,
Froude-Mumber
17.07
Flow Tjrpe
SuperciitltiE
V6 V F0
5l 5 5
OrDjiia' LEnJjln ver'.1 a rr y '8= 0 a U
Ahaesia6fmmAi6jouno , fm2 BFRIGGS ENGiNEERING, Inc; Fib wMmistervS.:1 (OUnj
Phi: rD E6 de oad"' rW atoth'u'ry,,C 08706,USA :(203) 7 SS!mes: O�mOoi- 63:42-.22'. Z Haa.stad: Methods, 16c.. 37 B.'�C"k i'' , T Om

Workdliek
-Wo rkgh.eat --fo r. Recta ng . ular Channel'
hannel'
F16W EWme'6t
-Rktifi guilar Chan'nial
Solve: For-Ch6nriel
Depth
I n6ut cibtn'
.
m ii nihos co,aicii6hl
"01,615.
slope.,
0'.005000 ftm
Bbttc6WdtK
'45.00 ft:
Resulls
.0,95 m ft'.
Flow AresC
142,8 ft'.
Watted Pertmeter
.46.90 ft.
4400 A:
Crittral Depth:
-1.07 A.
Critical' slope-
0.003.4112. Atft
VeloGty
6;56 - fu
0.67 ft
Fraudo:Number
Flow..Type.
:6,ppercriliba I
Pr6j' a Efiginek. 6irry Brznjtiajj
C.lhme"cftnmV jeunfl ?012' BRIGGS ENGINER . R I ING Inc,
67 IiWOS� ;-, - - . ... .. . . . . Id'' k ' � V�'.: FlqrwMastar vr,:1 Mllpl:
.11:04:15AM.: OHpestadMethdds.Anc.. 3713roOm e: os aterbury, CT.=708 USA :(203).755-106 Page 7 bfl'

RiveRidge Engineering Company
CONSULTING ENGINEERS AND PLANNERS
405 W. Myde St.
BOISE, IDAHO 83702
208-344-1180 • FAX [phone]
October 29, 2003
Cameron Weaver
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Express Permitting
127 Cardinal Drive Extension
Wilmington, N.C. 28405
RE: Stormwater Project No. SW8 010420 Modification
Tarawa Terrace I Housing
N62470-97-C-7111
Dear Cameron:
In regards to the email sent to me on October 28, 2004, that stated:
"Unfortunately, unless you are able to work through a local engineering farm,
DWQ is unable to accept this project into the Express -program at this time.
The project as proposed will require a large amount of correspondence and
review and is not suitable for the Express process without a local contact
who has had extensive experience in dealing with NC coastal stormwater
regulations."
I have the following questions:
1. If Parker and Associates, a local engineering and surveying firm, assists us with the
permitting process can we submit through the Express program and if so will you please
assign us a date?
2. You had mentioned that the Phase III Pond may need to be submitted as a separate
permit. Can the Phase III Pond be incorporated into the existing permit Stormwater
Project No. SW8 010420 Modification, Tarawa Terrace I Housing, N62470-97-C-7111
or do we need to submit a separate Stormwater Management Permit Application Form for
the Phase III Pond?

Page 2
October 29, 2004
Thanks for your assistance.
Sincerely,
RiveRidge Engineering Company
Wendy Haustveit, P.E.
G:1040151021121WPFILESIST0RM WATER PERMITTINGIQUESTIONS TO NCDENR 10-29-04.doe

Page 2
October 29, 2004
Thanks for your assistance.
Sincerely,
RiveRidge Engineering Company
Wendy Haustveit, P.E.
G:1040151021121WPFILMSTORM WATER PERM ITTINGIQUESTIONS TO NCDENR 10-29-04.doc