19981145 Ver 1_Complete File_19981112

ENGINEERING CONSULTING SERVICES, LTD.
Geotechnical e Construction Materials *Environmental
Ms. Jean Manual
U. S. Army Corps of Engineers
6 Falls of the Neuse Road, Suite 120
Raleigh, NC 27615
October 27, 1998
Mr. John Domey
NC Dept. of Environment, Health and Natural Resources
Environmental Sciences Branch, Water Quality Section
4401 Reedy Creek Road
Raleigh, NC 27607
RE. Cobb Corner Shopping Center located in Rocky Mount, North Carolina
ECS, Ltd. Project Number T-2800
Dear Ms. Manual and Mr. Domey:
Enclosed please find originals and copies for 404 and 401 determinations or permits for the Cobb Corner Shopping Center
located in Rocky Mount, North Carolina.
We have contacted the U.S. Fish and Wildlife Service and the North Carolina Department of Cultural Resources regarding
the presence of threatened and endangered species and historic properties in the vicinity of the site. We have not yet received
a response from these agencies.
Drainage features to Goose Branch Creek which is in the Tar/Pamlico river basin are located at the site. There was no flow
in the gully below the pond at all during our site visits in July, August, and September. During a meeting at the site, Ms. Jean
Manual determined that the site is located above the headwaters of Goose Branch Creek.
We are requesting a 404 permit for the proposed impact to 0.46 acres of wetland resulting from shopping center construction
and construction of a detention pond. We are also requesting determination of whether a 401 certification is required to
reroute stormwater drainage around the perimeter of the property in a ditch similar to the one which presently runs through
the site.
Please feel free to contact me, at 919-544-1735, if you have any questions concerning this request, or if additional
information is required.
Thank you in advance for your timely consideration of this matter. "tolls hthe?,,??P
Respectfully CAR???y
4ENG EKI NG NTING SERVICES, LTD. :ain Wilson, P.E. pal Engineer, Vice President :? ??"•r?%?(,'?ati `<?? co %
CC: Tricor Development ?V
Attachment: Pre-construction notification application with technical support c?aa
L:\dept6\projects\t2800\letter l .doc
P.O. Box 12015, Research Triangle Park, North Carolina 27709 • [phone] • FAX [phone] • 1-800-327-5832
Offices: Baltimore, MD • Frederick, MD • Chantilly,VA Winchester, VA Fredericksburg, VA Richmond, VA • Roanoke, VA • Danville, VA
Norfolk, VA • Williamsburg, VA • Charlotte, NC Raleigh, NC • Greensboro, NC • Wilmington, NC • Greenville, SC • Atlanta, GA

DEM ID:
CORPS ACTION ID:
NATIOM+IIDE PERMIT REQUESTED (PROV7ZDE NATIONWIDE P.C.RMIT 4)
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1) NOTI5-. ICA ION TO 'Z= CORPS Cr =;G'N^"a a
2) A22LICATION FOR SECTION 401 C° =Ir:rCATION
3) COORDL`LITION W== = NC DIVISION OF COASTAL MANAGM ;T
Se..*7D T=- ORSGINAL AND (1) COPY OF TEIS COMPLET...D FORDS TO ==-. A.PPROP__R=A=-z
FIELD CE-:ICE OF THE CORPS OF EXG'NZ2_-?ZS (SEE AGZNCY ADDRESSES SHEZET) . SEVEN
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF E,NVIRONMNTAL DL?NAGci FvT
(SEE AGENCY ADDRESSES SHEET). PLZASE PRINT.
1. OWNERS NAME : L ?pES"r?/?' ? ?J C.
2. MAILING ADDRESS: _ 19 ? 0, t'? eo(z VCkJc nlj rrL_
SUBDIVISION NAM-=':
CITY: STATE: n? C ZIP CODE: _?g03(o
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME- (I- DIFFERENT FROM -
M?ILING oDRESS ABOVE) .
3. TELEPHONE NUMBER (HOME.) : (WORM) : 704 -F91-&tfot;
4 . IF APPLICABLE : AGENT'S NAME OR RESPONSIBLE CORPORATE OFF ICI?.L,' ADDRESS,
PHONE NLMBER:
? tj ?rA,?,,j V. W/ISO C-7. L
cs C 10
X44-
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COP`! 0: USGS TOPOGRAPHIC
MAP OR AERIAL PHOTOGRAPHY WITH SCALE)
COUNTY: N/--514 NEAREST TOWN OR CITY: ,P_UGLY tilQJnl j

I
SPECIFIC LOCATION (INCLUD
E ROAD
/?
NUMB E Rs , LANDMARKS, ETC.) f?/ g 7 71 `?S Q ,_L Aodn f -r o F

lo\j,-- k4.,Iy 4 3 )id Aa:)e r Y1,-hv4T rel. C
6. IMPACTED OR NEAREST STREAM/RIVER:
RIVER BASIN: 7? 2 / kr NqI-
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY (WS-I OR RS-11) ? YES ( J NO IF YES, EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT ARE. OF ENVIRONMENTAL CONCERN (A:.:--)? YES ( J NO k
7c. IF THE PROJECT IS LOCATED WITHIN A'COASTAL COUNTY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
8a. HAVE ANY SECTION 404 PERMITS BEEN Pq?VIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [ J NO IF YES, PROVIDE ACTION I.D. NUMBER OF
PREVIOUS PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401
CERTIFICATION):
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ J NO p< IF YES, DESCRIBE ANTICIPATED WORK:
9a. ESTIMATED TOTAL NUMBER OF ACRES IN TRACT OF LAND: ?j ? +? 14CL??$
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
G`7 ACA;;S
2
10a. NUMBER OF ACRES OE: WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: O.4(?p EXCAVATION:
FLOODING: OTHER:
/
DRAINAGE : TOTAL AGRES To BE L?ACT'?.D : O. 44
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
R.-LOCATED, FROVIDE DISTANC BOTH -HE ORE A?VD AFTER RrLOCATION)
L2'YGTH BEFORE: AMf\IE FT AFTER:
WIDTH BEFORE (based on normal high water contours): FT
WIDTH AFTER:
AV---RAGL DEPTH BEFORE: FT AFTER: Fr
(2) STRE?1w CFinyNEL IMPACTS WILL RES?LT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLAC::i?ENT OF PIPE IN CHANNEL:
C-ANN:'L EXCAVATION: CONSTRUCTION OF A DA-M/FLCODING:
0T . R
11. IF CONSTRUCTION OF A POND IS PROPOSED, WH:LT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND?
W'MT 15 THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHIMICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8 1/2" X 11" DRAWINGS
ONLY) :
T ??o2L? / ..1 ?OL?? 5 /-/LLI?/? ?X{ \?/ET4l t? !n/ 7tf15-
of V d S ! ??,C> ?•-i ?T?' ??,? Y !? tif?T2 Td
13. PURPOSE OF PROPOSED WORK: TO co?•/s7i?ULT AJ/L??n?(a /?
3
14. STATE RF.iSONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED
OUT IN WETLANDS. (INCLUDE ANY IM_:.ASURES TAKEN TO MINIMIZE WETLAND
Z-K-O ACTS) 7-Do'o0 ?blY oG 7y iT? ! 5 ?-! TTj,^T
15. YOU ARE REQUIRED TO CONTACT THE U.S. FISH AND Gv'ILDLIeE SERVICE
(USFWS) AND/OR NATIONAL MAR_TNE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRESSES SKEET) REGARDING THE PRESENCE OF ANY FEDER.ZLLLY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL HABITAT
IN THE PERMIT A. HAT MAY BE AFFECTED BY THE PROPOSED-PROJECT. DATE
CONTACTED: 1oj6147,1113 (ATTACH RESPONSES
FROM THESE AGENCIES.)
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) (SEE AGENCY ADDRESSES SHEET)- REGARDING THE PRESENCE OF HISTORIC
PROPERTIES IN THE PERMIT A_EA W"t'ICz M_AY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED : ' /aKz--, ? 8
17. DOES THE: PROJECT INVOLVE AN EX--7 DITURZ OF PUBLIC FUNDS OR THE USE OF
PUBLIC (STATE) LAND?
YES (j NO X (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN EWIROtq?r.NT.7I,
DOCUMENT PURSUANT TO THE REQUIRF-w-:.NTS OF THE NORTH CAROLINA ENVIRONMENTAL
POLICY ACT?
YES (j NO (I -
b. IF YES, HAS THE DOCUy-ENT_ BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE?
YES (1 NO c]
IF ANSWER TO 17b IS YES, THyN SUBMIT APPROPRIATE DOCUMENTATION FROM TIM
STATE CLEARINGHOUSE. TO DIVISION OF F-N<iIRONMENTA.L MANAGEMENT REGARDING
COMPLIANCE WITH THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, R.=LLEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].
4
IS. TFi. FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF
PROPOSED ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OR FILL F-ATERIAr,
INTO WETLANDS:
a . WETLAND DELINEATION M.A.? SHOWING ALL WETLANDS, STRE XS, LAKES
AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NLZ?ERS 14, 18, 21, 26,
29, AND 38). ALL STREAMS (INTERMITTENT AND PERM-ANENT) ON 7H-E PROPERTY
MUST BE SHOWN ON THE MAP. Y_-%P SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR 1
INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. IF AVA.:ILABLE, REPRESENTATIVE PHOTOGRAPH OF WETI.;%-NOS TO BE
IP*_PACTED BY PROJECT.
C. IF DELINEATION WAS PERFOR.`fED BY A CONSULTANT, INCLUDE ALL DATA
SHEETS RELEVANT TO THE PLACEbSENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORHWATER MANAGEI-ENT PLAN IF REQUIRED.
e. W'-;AT IS LAND USE OF SURROUNDING PROPERTY?
CoMNIC72C I.A?- .
IF APPLICABLE, WHAT IS PROPOSED I4.ETHOD OF SEWAGE DISPOSAL?
g.. SIGNED AND DATED AGENT AUTHORIZATION LETTER, r: APPLICABLE.
NOT-: -E-TLANDS OR WATERS OF THE U.S. MAY NOT BE IMPACTED PRIOR TO.'
-1) ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2) EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF
ENVIRONI-EENTAL MANAGEI-'NT (WATER QUALITY) CERTIFICATION, AND
3) (IN Tt T',v-=- TY COASTAL COUNT=-S ONLY) , A LETTER FROM THE
NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEI-_mNT
PROGRAM.
0 wz?z-k ._GENT' S SIGNATURE
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM
THE OWNER IS PROVIDED (18g.))
=ttxaIIIIA.i /O
??''q N C A Rn'l°'?,?, L
a? (J?6??.eeaao???f?
r _
I 9 aa.a. a.?
v
???I?OttOttt??
8
U.S. ARMY CORPS OF ENGINEERS ???• ????3??
Wilmington District
Action ID: County:
Notification of Jurisdictional Determination
Property owner/Authorized Agent
Address ?? `\?\,c . \r\ can RP , Q C?
1-4
Telephone Number
Size and Location of Property(waterbody, Highway name/number, town, etc.) \
`i? L n?C env?? ) ?.l o
Indicate Which of the following apply:
• There are wetlands on the above described property which we strongly suggest should be delineated-and-
surveyed. The surveyed wetland lines must be verified by our staff before the Corps will make a final
jurisdictional determination on your property.
• Because of the size of your property and our present workload, our identification and delineation of your
wetlands cannot be accomplished in a timely manner. You may wish to employ a consultant to obtain a
more timely delineation of the wetlands. Once your consultant has flagged a wetland line on the property,
Corps staff will review it, and, if it is accurate, we strongly recommend that you have the line surveyed for
final approval by the Corps. The Corps will not make a final jurisdictional determination on your property
/ without an approved survey.
?/ • The wetlands on your lot have been delineated, and the limits of Corps jurisdiction have been explained
to you. Unless there is a change in the law or our published regulations, this determination may be relied
upon for a period not to lbf@e-years from the date of this notification.
• There are no wetlands present on the above described property which are subject to the permit
requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law
or our published regulations, this determination may be relied upon for a period not to exceed three years
from the date of this notification.
• The project is located in one of the 20 Coastal Counties. You should contact the nearest State Office of
Coastal Management to determine their requirements.
Placement of dredged or fill material in wetlands on this property without a Department of the Army
permit is in most cases a violation of Section 301 of the Clean Water Act (33 USC 1311). A permit is
not required for work on the property restricted entirely to existing high ground. If you have any
questions regarding the Corps of Engineers regulati ry program, please contact
d
Property owner/Authorized Agent Signature
Project Manager Signature
Date l Expiration Date,
SURVEY PLAT OR FIELD SKETCH OF DESCRIBED PROPERTY AND THE WETLAND
DELINEATION FORM MUST BE ATTACHED TO THE YELLOW (FILE) COPY OF THIS FORM.
CESAW Form 566
1 oc r 92
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(153
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\e oa \ /
?,?? Borrow it,
v I „ r Pit -) l
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r3??'?• z6 Is4i
, ?? ?j9 ?? ?' ?? l •? ti ?I? Golf Course n\?v /
-?j ,g
i« r ? 111 ?? ? •' O)1 It' ?•
3en? :? _ •? l29 II i 11 1. ??' •
1618 - a 48 ) ,:' i \ \ r 5 yn??? ??j^?
618)
1635 ?// 8enve.?ue C a • "?v ?a u e +?
?? t814 envenue',
C untry CIubQ ae enu1 t54? dj _ o i • '
BMI Rio
SITE Sct+?? g
88
?` t615 fiddle Sch . -I j Farkwood ? ?, /
1,38
r I ?? 541 L ?? ?? 1 1543: ??
11
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190
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n . rOB U 8 r r
n e ood ¦ O o ,
off: 7 lI
LAZU
?, n 0 `.: 18
N
SOURCE:
.L,
VICINITY MAP
' USGS QUADRANGLE LT TRICOR -ROCKY MOUNT
ROCKY MOUNT, NC ------- ROCKY MOUNT, NC
1977 - - = -
E N G I N E E R I N G ECS PROJECT # T2809
SCALE: 1"=2000' CONSULTING
SEPVIC;I7S,C,T
FIGURE I
Chapter S: Chart Explaining How the Rule Affects Various Activities
Stream Evaluation Form
Project Name: I2 CKy qu-Mtr S?oF?l??C! L-r2. River Basin: 'Ta.,Q
//qWL/Go
Location: Nearest Stream: 3L 62.-./cry
Date: l? 127 /'1 -6 Evaluator: Pin/ edfcJ'or J tl?
County: ,/dSff DWQ Project T:
P U-5- F-%7 T
DESCRU71 !0.
/?0 I 4t-Zil^eJIe-Ate.Y rerle/?
st-?.4 o;-? I ?t/o I sl /l ; Sv22o%lDir/< ?,C?,?,/,J
I
C'-
I 6
II E1° , -fib
I --r• ?
A/0 I I
7 ti/O
i I I
cw- ,` I Al I?
I ,/D I -
II

I! G ??,.?__..' occ.?'Sto?//?}L A??o?E" poND
A,:: "_ . ?.
I ?©
II V 4"? I ? I
Position: Lat.

Long
U S G S Quad. ,P?CLr 44aLjAIT
Indicated as Seea.=n on USGS topo or soil map? YES NO
Re_^o=eadadon: Manmade Convevance such as a stormwater channel or ditch
(therefore not subject to the riparian area rule)
Intermittent or Perennial Stream
(therefore subject to the riparian area rule)
5. $
4/1;/98
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: _ :4f co/1 / ?Qoc% T Tot 9 oo
Applicant/Owner. ec-wz
Investigator: TPfr/ ,P/c/1,4iP?so.? /i?i'CSaJ
Do Normal Circumstances exist on the site? es No
Is the site significantly disturbed (Atypical Situation)? es
Is the area a potential Problem Area? Yes
If needed, explain on reverse.)
Date: `l8
County:
State:
Community ID: YY?P
TransectlD:
Plot ID: FO/w _r t 90
VEGETATION
Dominant Plant Soecies rat
m Indicator
1. G? ?QEj_ GLJ? t?
f
2.??1c n? YRT? S tvd Ac-+
3._ 4 I7- 4 it D'S
?AI? NAB o8G
4. (olSON IVr Virg F,rc
6
7
Dominanl-P!a? Stratum Indicator
9.
10.
11.
12.
13.
14.
15.
16.
Percent of Dominant Species that are OBL. FACW or FAC
Remarks:
HYDROLOGY
Recorded Data (Describe in Remarks):
_. Stream, Lake, or Tide Gauge
_- Aerial Photographs
Other
- No Recorded Data Available
Field Observations:
Depth of Surface Water: (in.)
Depth to Free Water in Pit: (in.)
Depth to Saturated Soil: L(in )
Wetland Hydrology Indicators:
Primary Indicators:
Inundated
ti Saturated in Upper 12 Inches
Water Marks
Drift Lines
Sediment Deposits
_ Drainage Patterns in Wetlands
Secondary indicators (2 or more required):
Oxidized Root Channels in Upper 12 inches
..Water-Stained Leaves
Local Soil Survey Data
_ FAC-Neutral Test
- Other (Explain in Remarks)
Remarks:
132
Appendix 8 Blank and Example Data Forms

r..
SOILS
Map Unit Name
(Serbs and Phase):
Drainage Class:
Taxonomy (Subgroup): Field Observations
Confirm Mapped Type? Yes No
Profile De•crlo Ion:
Depth Matrix Color Mottb Colors Mottle Abundance/ Texture, Concretions,
(inches) Horizon (Munsed Maist) (Munse0 Moistl Simicantrast
Structure- etc_
oAm
+ IDYee 512 7.SYQ 600AV7 onurT 61-14 k
Hydric Sail Indicators:
_ Ffstosol _ Concretions
_ Subic c Odor _ Hgh Organic Content in Surface Layer in Sandy Soils
Aquic Odoror i - Organic Streaking in Sandy Soils
l? Reducing ng Conditions rs Regime - Listed on Local Fydric Soils Litt
: Reduw-Chrome Cobra - Listed on lkhtional Hydric Soils List
?Gyed or Low Chro - Other (Explain in Remarks)
Remarks:
Approved by HOUSACE 3/92
Appendix 8 Blank and Example Data Forms
B3
WETLAND DETERMINATION
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
X-IGY -I -Tl2 grD Date: / r /
- C_ o2 County: "f
Project; Site: -T;
Applicant/Owner: State: Investigator:
Community ID:
Do Normal Circumstances exist on the site? Yes No Transect ID:
Is the site signdicar* disturbed (Atypical Situation)? Yes No o
Yes No Plot ID:
is the area a potential Problem Area?
(If needed, explain on reverse.
VEGETATION
min nt P nt erratum _ ?+dkator, PL
2. -
3.
6.
7.
Dominant Pant Y Stratum _ Indicator
Soecfes
10.
11.
12. -
13. `- -
14. -
15.
16. _
Percent of Dominant Species that are OBL. FACW or FAC
Remarks:
r
HYDROLOGY
_ Recorded Data (Describe in Remarks):
_ Stream. Lake, or Tide Gauge
_ Aerial Photographs
Other
;Z-Recorded Data Available
Field Observations:
Depth of Surface Water*
(in.)
Depth to Free Water in Pit
Depth to Saturated Sod:
wetland Hydrology indicators:
Primary Indicators:
_ Inundated
_ Saturated in Upper 12 Inches
-Water Marks
_ Drift Lines
_ Sediment Deposits
_ Drainage Patterns in Wetlands
Secondary Indicators (2 or more required):
-Oxidized Root Channels in Upper 12 inches
_ W ater-Stained Leaves
_ Local Sol Survey Data
_ FAC-Neutral Test
_ Other (Explain in Remarks)
Remarks:
Appendbr B Blank and Example Data Forms
B2
SOILS
Map LFnif Name
(Series and Phase): _
Taxonomy (Subgroup):
Drainage Cbss:
Fieb Observations
opth Confirm Me Type? Yes P
D
Matrix color
Lwah=L b
?. ( Mottle colors
JQ? x? Cam- O 2 -eau o i nda? y Ts#uro, Concretions,
-- -!
Hydric Soil Indkators: ?-
tosol
_ S Nidlc otleron
Aquic Wi ture Regime
Reducing Conditions
[-EG1qyqd
or LOW-Chroma Colors
ks:
(F(GL
Concretions
_ Hgh Organic Content OrganleStrealcin i in Surface Layer in Sandy Soils
9 n Sandy Soils
Listed on local M'dric Soils List
Other hbtlonal 1'lydric Soils list
(Main in Remarks)
wETLANO DETERMINATION
fOphybC Vegetation Present?
WstlandhWmk)gYPreserttl Ye
Yes
s (Circle)
Hydrk Soils Present?
Yes
Remarks:
(Circle)
SartlPgng Point Within a We
Yes
Approved by HOUSACE 3/92
APpendls 13 Blank end Example Oats Forms
83
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: T?160e Af?i Y .cl T 7-2 Sao Date: ?e
Applicant/Owner: cvC1ES7/ County:
Investigator: b'o/(-S State: NC
Do Normal Circumstances exist on the site? Yes No Community ID:
Is the site significantly disturbed (Atypical Situation)? 07es No Transect ID:
Is the area a potential Problem Area? es No Plot ID: ?3'!"_
(If needed, explain on reverse.) 11
VEGETATION
Dominant Plant Species stratum Indicator Dominant Plant Species Stratum Indicator
1.? F. f 9.
.
2. rVf //J ???=?5 SAL 10.
3. L?G?La.L'r o, ?t/E C-
4. C IV UNW FT (2- A) P/1 -if- 12
.
$
5. G/l f r-A41 /V _F-/f-C- 13.
c
/
6. &1 SOi? 1 & ( 7/r-- 14.
7. 15.
a. 16.
Percent of Dominant Species that are OBL. FACW or FAC
(excluding FAG-).
Remarks:
HYDROLOGY
_ Recorded Data (Describe in Remarks):
Stream, Lake, or Tide Gauge
_ Aerial Photographs
- Other
_ No Recorded Data Available Wetland Hydrology Indicators:
Primary Indicators:
_ Inundated
Z' Saturated in Upper 12 Inches
_ Water Marks
2S- Drift Lines
_ Sediment Deposits
Field Observations: Drainage Patterns in Wetlands
econdary Indicators (2 or more required):
Depth of Surface Water: (in.) Oxidized Root Channels in Upper 12 Inches
,ZC Water-Stained Leaves
Depth to Free Water in Pit (in.) _ Local Soil Survey Data
_ FAC-Neutral Test
Depth to Saturated Soil: > Z4- (in.) _ Other (Explain in Remarks)
Remarks: S5,1- nJ -7-:50 L A rc_e DaL 7-0 G L4-r'SfZ S ?2A?f?y?
B2 Appendix B Blank and Example Data Forms

SOILS
Map Uid Name
(Series and Phase):
Drainage Class:
Taxonomy (Subgroup): Field Observations
Confirm Mapped Type? Yes No
Profile Descrloliom
Depth Matrix Color Mottle Colors Mottle Abundance/ Texture, Concretions,
(inches) Horizon (Munsell Moist) (Munsell Moist) Size/Contrast Structure, ate.
tLSL_ _ _ 012 Z 54,1112-Ld?vtiJ
? fib /1 to Y2 7Z! /o YiL ?/4 ^/dL GLQ^?
Fydric Soil Indicators:
_ Histosol _ Concretions
_ Flistic Epipedon _ Hgh Organic Content in Surface Layer in Sandy Soils
SuMidic Odor - Organic Streaking in Sandy Soils
_ Aquic Moisture Regime - Listed on Local Fydric Soils List
_ Reducing Conditions - Listed on National Hydric Soils List
Gleyed or Low•Chroma Colors - Other (Explain in Remarks) p
Remarks: ijA /J -l 10'C-C-71-v/ D4U,'P. - IJ 0/2 /-ILL
Fi2v?t'1 rT?L ojS S r2E-e r,1(- L / S
WETLAND DETERMINATION
Flydrophytlc Vegetation Present? Yep ®(Circle) (Circle)
Wetland Hydrology Present? as No
Hydric Soils Present? Yes ® Is this Sampling Point Within a Wetland? Yes No
Remarks: ?bS s /?3L `r ?i N? /N -72; 1-JC-TL4-A4'
-Co C icQ co?l/(J /-Ro&l-f
Approved by HOUSACE X92
Appendix B Blank and Example Data Forms
B3
ENGINEERING CONSULTING SERVICES, LTD.
Geotechnical • Construction Materials e Environmental
Mr. John Dorney t 1.
NC Dept. of Environment, Mealth
Environmental Sciences Branch;'
4401 Reedy Creek Road
Raleigh, NC 27607

Quality Section
RE: Cobb Corner Shopping Center located in Rocky Mount, North Carolina
ECS, Ltd. Project Number T-2800
Dear Mr. Dorney:
xwiL??' 4
December 15, 1998
On Monday, December 14, 1998, Mr. Benjamin Wilson met with Mr. Danny Smith of the Water Quality Section,
at the site of the Cobb Corner Shopping Center located in Rocky Mount, North Carolina.
At that meeting, it was determined that the branch running through the middle of the site is an intermittent
stream. However, less than 200 feet of the intermittent stream will be impacted by the construction of the
shopping center, along with 0.46 acres of wetlands. Applications for wetlands permits have been filed with the
U.S. Army Corps of Engineers.
It also appeared from the USGS topography maps that the intermittent stream which is a tributary to Goose
Branch flows into the Tar River below Upper Falls and Little Falls in Rocky Mount, NC. This is below the water
intake for the Rocky Mount water treatment system. Therefore it appears that the branch is not in the treatment
system run-off area. Danny Smith will check on this and send his comments to you.
This letter and the attached application is to request a 401 Permit for piping approximately 200 linear feet of
stream at the site for a proposed shopping center.
If you have any questions, please do not hesitate to contact me.
Respectfully,
ENGINEERING CONSULTING SERVICES, LTD.
?Trent R. Richardson,
Staff Scientist
Attachment: Permit Application
I.:\dept0\pruiects\t2800\letter2.doc
1
Ja i V. Wilson, P.E.
Prin al Engineer, Vice President
P.O. Box 12015, Research Triangle Park, North Carolina 27709 • [phone] • FAX [phone] • 1-800-327-5832
Offices: Baltimore, MD • Frederick, MD • Chantilly,VA • Winchester, VA Fredericksburg, VA Richmond. VA • Roanoke. VA • Danville, VA
Norfolk, VA • Williamsburg, VA • Charlotte, NC • Raleigh, NC • Greensboro, NC • Wilmington, NC • Greenville, SC • Atlanta, GA
OEM ID: CORPS ACTION ID:
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUI.RE:
1) NOTI.a'ICATION TO T= COR23 OF E^1G-t?-ra a
2) APPLICATION tOR SECTION 401 C=qTIFICATION
3) COORO=G%TION WITH %= NC DIQISION OF CC;LS=1L MAPLE GM ,'.NT
S MM TFi.- ORIGINAL AND (1) COPY OF TEIS COMPLETED FORM TO TZE APPRCPRZATE
FI LD OFFXCE OF TEZ CORPS OF E;GI2i=S (SZ, AGZNCY ADDRESSES S=-Z T) . SZVEX
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL ILMAGMIZNT
(SEE AGENCY ADDRESSES SHEET). PLEASE PRINT.
I. OWNERS NAME: L?D?S"r? ??J G
2. MAILING ADDRESS: 19 ? 0 . eo2 POVC- "nc,,,) I17
SUBDIVISION NALuE:
CITY: STATE: ZIP CODE:
g03?o
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NALkjE (IF DIFFERENT FROM -
M.AILING ADDRESS ABOVE) :
3. TELEPHONE NUMBER (HOME): (WORK) :
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER:

P6 ,?! I Zc? / ??=C 72lftr /G LC P,? n/ C 2770
Cgi9?-X44-e75L:;?'
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY 0= USGS TOPOGRAPIC
MAP OR AERIAL PHOTOGRAPHY WITH SCALE) :
COUNTY: NL?'5 P NEA REST TOWN OR CITY: ,etJGL y ti 4j,-i
Li U S6. S Tom ATTtiAc4p
1
' I.
SPECIFIC LOCATION (INCLUDE ROAD
NUMBERS, LANDMARKS, ETC.) :
/ ?/TA E-?7fo?.l of J eFF, A 40^10 ^/0 e-4v/V&740r P4A0
/\j L
r1.C,
6. I24PACTED OR NEAREST STREAM/RIVER: C-???75? f°jrJG.?
RIVER BASIN:
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY' (WS-I OR RS-IT)? YES [ ] NO IF YES, EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT AREA OF ENVIRONMENTAL CONCERN (P?C) ? YES [ j NO ki
7c. IF THE PROJECT IS LOCATED WITHIN A'COASTAL COUNTY (SEE PAGE 7 FOR,
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION'?
8a. HAVE ANY SECTION 404 PERM=TS BEEN PREVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [ j NO >< IF YES, PROVIDE ACTION I.D. NUMBER OF
PREVIOUS PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401
CERTIFICATION)
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ j NO P<' IF YES, DESCRIBE ANTICIPATED WORK:
9a. ESTIMATED TOTAL NUMBER OF ACRE'S IN. TRACT OF LAND:
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
z
10a. NUMBER OF ACRES OE WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: O.4 to EXCAVATION :
FLOODING:
DRAINAGE:
OTHER:
TOTAL ACRES TO BE IM2ACT--M : ?• 44
10b. (1) STREP.M CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (rF
RELOCATED, PROVIDE DISTANC:. BOTH BEFORS AND AFTER RELOCATION
Lc'WGTH BEFORE: /,OD FT AFTER:
FT-
WIDT3 BEFORE (based on normal high water contours) : Z.o FT
WIDT3 AFTER: Pl???O FT
AVERAGE DEPTH BEFORE: ep - 4 FT AFTER:
(2) STREAM CF-aNNEL IMPACTS WILL RESULT F'ROM.: (CHECK ALL THAT A_nPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL:
CHANNEL EXCAVATION: CONSTRUCTION OF A DAM/FLOODING:
OTHER: _1,4 T --O o. 3& -Ac4& S aF PVC-71. 441 Ay&Un16 -5-Mj,/iee Occv2
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND?
WHAT IS THE EXPECTED POND SURFACE AREA? r?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8 1/2" X 11" DRAWINGS
ONLY) :
E ?V'O2fG / •.1 ?OL%/" HLC.ln/e- 7I? ?' \?/E7"t,sl L?5 /n/ 7H45' i?/'TE2io,Q
of 5 ! 7E iniy --zt2.,4 E Air -gy- ?zE e P6;P-J N19T?2 Ta
13. PURPOSE OF PROPOSED WORK: 7-0
_ ZtJO EGG ??; r 0e \VAt &f497- -S-?io Afl
3
I
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED
OUT IN WETLANDS. (INCLUDE ANY MZ- aSURES TAXEN TO MINIMIZE WETLAND
IMPACTS) : Tt/F To P0!:?t/lA P6IY oG _ 5 iT?" 1 5 ll•r-! ` aA,=
I ti1P.AG T To ??.??Zs4 n/?D ! L-k 1 AN/0 I OA 151. E -rhe S/ re- og?M"
IS. YOU ARE REQUIRED TO CONTACT THE Q.S. FISH AND WILDLIca SERVICE
(USFWS) AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRESSES SHEET) REGARDING THE PRESENCE OF ANY FEDERALLY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL HABITAT
IN THE P..MCT HAT M_AV _ BE AZEFECTED BY THE PROPOSED PROJECT. DATE
CONTACTED : 1 o a•7?g8 (ATTACH RESPONSES
FROM THESE AGENCIES . )
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) (SEE AGENCY ADDRESSES SHEET). REGARDING THE PRESENCE OF HISTORIC.
PROPERTIES IN THE PERMIT AREA W?''.ICz M_AY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED:* 107;7 8 ' ..
17. DOES T:=. PROJECT INVOLVE AN EXPENDITQR OF PUBLIC FUNDS OR THE USE OF
PUBLIC (STATE) LAND?
YES (J NO X (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN E:WIRONIj'. 1TAt.
DOCDM?NT PURSUANT TO THE REQQIRE_...NTS OF THE NORTH CAROLINA ENVIRONmz tTA
POLICY ACT?
YES (J NO (1
b. IF YES, HAS THE DOCQM.ENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE?
YES (] NO c]
IF ANSWER TO 17b IS YES, THEN SUMIM7T APPROPRIATE DOCU14-ENTATION FROM TIM
STATE CLEARINGHOUSE. TO DIVISION OF ENVIRONMENTAL MANAGElfENT REGARDING
COMPLIANCE WITH THE NORTH GAROLINA ENVIRONIw-ENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO M.S. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].
4
18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF
PROPOSED ACTIVITY INVOLVES THE DISCFr.ARGE OF EXCAVATED OR FILL MATERIAL
INTO WETLANDS:
a. WETLAND DELINEATION I4-A_11 SHOWING ALL WETLANDS, STRE?.MS, LAIKES
AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUM13ERS 14, 18, 21, 26,
29, AND 38). ALL STREAMS (INTERMITTENT AND PERMANENT) ON THE PROPERTY
MUST BE SHOWN ON THE MAP. MA.? SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR I
INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. IF AVAILA9LE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE
IMPACTED BY PROJECT.
C. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA
SHEETS RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY?
- CoMN ,(:!-& I A L
?. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
g.. SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTE': WETLANDS OR WATERS OF THE U.S. MAY NOT BE IIdPACTED PRIOR TO:
-1).ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2) EITHER THE ISSUANCE OR WASVER OF A 401 DIVISION OF
ENVIRONMENTAL MANAGEl%-mNT (WATER QUALITY) CERTIFICATION, AND
3) (IN TF? I-,v-M. TTY COASTAL COUNT= ONLY) , A LETTER FROM TEE
NORTH CAROLINA DIVISION OF COASTAL MANAGaMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEl-SENT
PROGRAM.
'? r r O ? t o
0 ER' _GENT' 'S SIGNATURE
CARP, DAT
(AGENT'S SIGNATURE VALID ONLY `?,,e,?*O?'kC,S!? ?f??,,?'.
? e
IF AUTHORIZATION LETTER FROM
? $ rJt_ i r7., e
THE OWNER IS PROVIDED (189.))
%
r Co a r! .?
a ? o
i
U.S. ARMY CORPS OF ENGINEERS
Wilmington District a L\Lo,IQ??
Action ID: County: \VC1??
Notification of Jurisdictional Determination
Property owner/Authorized Agent
Addresses C" X-., 1P
Telephone Number
Size and Location of Property(waterbody, Highway name/number, town, etc.)
Indicate Which of the following apply: C^-o? ?a^?\^•
?ic• There are wetlands on the above described property which we strongly suggest should be delineated
surveyed. The surveyed wetland lines must be verified by our staff before the Corps will make a final
jurisdictional determination on your property.
• Because of the size of your property and our present workload, our identification and delineation of your
wetlands cannot be accomplished in a timely manner. You may wish to employ a consultant to obtain a
more timely delineation of the wetlands. Once your consultant has flagged a wetland line on the property,
Corps staff will review it, and, if it is accurate, we strongly recommend that you have the line surveyed for
final approval by the Corps. The Corps will not make a final jurisdictional determination on your property
without an approved survey.
?• The wetlands on your lot have been delineated, and the limits of Corps jurisdiction have been explained
to you. Unless there is a change in the law or our published regulations, this determination may be relied
upon for a period not to exceed years from the date of this notification.
• There are no wetlands present on he above described property which are subject to the permit
requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law
or our published regulations, this determination may be relied upon for a period not to exceed three years
from the date of this notification.
• The project is located in one of the 20 Coastal Counties. You should contact the nearest State Office of
Coastal Management to determine their requirements.
Placement of dredged or fill material in wetlands on this property without a Department of the Army
permit is in most cases a violation of Section 301 of the Clean Water Act (33 USC 1311). A permit is
not required for work on the property restricted entirely to existing high ground. If you have any
questions regarding the Corps of Engineers regulatory program, please contact
Property owner/Authorized Agent Signature
Project Manager Signature
Date Q Expiration Date
SURVEY PLAT OR FIELD SKETCH OF DESCRIBED PROPERTY AN THE WETLAND
DELINEATION FORM MUST BE ATTACHED TO THE YELLOW (FILE) COPY OF THIS FORM.
CESAW form 566
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VICINITY MAP
TRICOR - ROCKY MOUNT
ROCKY MOUNT, NC
ECS PROJECT # T2800
SOURCE:
USGS QUADRANGLE
ROCKY MOUNT, NC
1977
SCALE: I" = 2000'
FIGURE I

LTD.
. Environmental
c . 2 ? 1o
`4 4
December 15, 1998
Mr. John Dorsey
NC Dept. of Environment, Health and Natural Resources
Environmental Sciences Branch, Water Quality Section
4401 Reedy Creek Road
Raleigh, NC 27607
RE: Cobb Corner Shopping Center located in Rocky Mount, North Carolina
ECS, Ltd. Project Number T-2800
Dear Mr. Dorney:
On Monday, December 14, 1998, Mr. Benjamin Wilson met with Mr. Danny Smith of the Water Quality Section,
at the site of the Cobb Corner Shopping Center located in Rocky Mount, North Carolina.
At that meeting, it was determined that the branch running through the middle of the site is an intermittent
stream. However, less than 200 feet of the intermittent stream will be impacted by the construction of the
shopping center, along with 0.46 acres of wetlands. Applications for wetlands permits have been filed with the
U.S. Army Corps of Engineers.
It also appeared from the USGS topography maps that the intermittent stream which is a tributary to Goose
Branch flows into the Tar River below Upper Falls and Little Falls in Rocky Mount, NC. This is below the water
intake for the Rocky Mount water treatment system. Therefore it appears that the branch is not in the treatment
system run-off area. Danny Smith will check on this and send his comments to you.
This and the attached application is to request a 401 Permit for piping approximately 200 linear feet of
stream at the site for a proposed shopping center.
If you have any questions, please do not hesitate to contact me.
Respectfully,
ENGINEERING CONSULTING SERVICES, LTD.
Trent R. Richardson,
Staff Scientist
Attachment: Permit Application
I.:\depth\prgjects\t2800\Ietter2.doc
Ja i V. Wilson, P.E.
Prin al Engineer, Vice President
P.O. Box 12015, Research Triangle Park, North Carolina 27709 • [phone] • FAX [phone] • 1-800-327-5832
Offices: Baltimore, MD • Frederick, MD • ChantillyNA Winchester, VA Fredericksburg, VA Richmond, VA • Roanoke, VA • Danville, VA
Norfolk, VA • Williamsburg, VA • Charlotte, NC Raleigh, NC • Greensboro, NC • Wilmington, NC • Greenville, SC • Atlanta, GA
OEM ZO: CORPS ACTION ID:
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT r?)
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIR:::
1) NOTIFICATION TO :'3E CCRPS OF ExG=?r't'aa
2) A2PLICATION rCR SZCTION 401 C=RTIPICATION
3) COORDLYATION WIT3 Tsr NC DIVISION OF COASTAL MANAGMJ2
S"ND TEE ORIGINAL AND (1) COPY OF TEIS COM.PZ.ETrD FORM TO TEE APPROP_RzATF.'
nZ= OE TCE OF TEE CORPS OF ZNGnfE.-rRS (SZE AGENCY ADDRESSES SaEET"Z) . SEVEN
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL 14-MAGE EDIT
(SEE AGENCY ADDRESSES SHEEET). PLEASE PRINT.
1. OWNERS NAME : L O??T ? rl G
2. MAILING ADDRESS:
SUBDIVISION NAME:
CITY: STATE: C ZIP CODE: ?60341
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NPl'4E (IF DIFFERENT FROM
M_ULING ADDRESS ABOVE)
3. TELEPHONE NUMBER (HOME.) : (WORK):
4. IF APPLICABLE: AGENT'S NAMME OR RESPONSIBLE CORPORATE OFFICIPZ, ADDRESS,
PHONE NUMBER:
V, witsn't P67 '0 .
C'1/9)-ij4,/`l-
S. LOCATION OF WORK (PROVIDE A KAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC
F-A-0 OR AERIAL PHOTOGRAPHY WITH SCALE) :
COUNTY: IVASff NEAREST TOWN OR CITY: _A09Ce K M4JI4-
_
1
/ SPECI71C LOCATION (INCLUDE ROAD
NUMBERS, LANDMARKS, ETC.) vvST L.,-n dam,.., l 'T -,,=
.-/T
Aj c1/0
-
. c- 1

6. ZMPACTEO OR NEAREST STREAM/RIVER:
RIVER BASIN: __?A2? {l?MLICc?
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING R: SOURCE WATERS (ORW), WATER
SUPPLY'(WS-I OR RS-II)? YES [ J NO IF YES, EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT AREA OF ENVIRONMENTAL CONCERN (AA-)? YES [ J NO
7c. IF THE PROJECT IS LOCATED WITHIN A-COASTAL COUNTY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [ J NO >< IF YES, PROVIDE ACTION I.D. NUMBER OF
PREVIOUS PERMIT F.NO ANY ADDITIONAL INFORI4-ATION (INCLUDE PHOTOCOPY OF 401
CERTIFICATION) :
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ J NO P< IF YES, DESCRIBE ANTICIPATED WORK:
9a. ESTIMATED TOTAL NUMBER OF ACRES IN. TRACT OF LAND : Cj ? +? ?4CQ?S
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
/. SS Ack S
2
10a. NIIMBER OF ACRES OE WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: 0.4-4o EXCAVATION:
FLOODING: OTHER:
DRAINAGE:
TOTAL. ACRES TO BE =,?E2ACTF.D : O. 44o
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
RELOCATED, PROVIDE DISTANC.?, BOTH REFORE AND AFTER RELOCATION
La"'4GTH BEFORE: 2OD FT AFTER: O FT
WIDTH BEFORE (based on normal high water contours) /? Cif" Z, o FT
WIDTH AFTER: Ph/ X!9 FT
AV=RAGE DEPTH BEFORE : O - 4 FT AFTER : Pl G'?D FT
(2) STREAM CHaNNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT A_DPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL:
CHANNEL EXCAVATION: CONSTRUCTION OF A DPI/FLOODING:
OTHER : l MAAc T ?a D . Ae,Qs S 4F \VC-7 4-A1Qt 4jg/ j^16 s --f& All tG DOC (-J/L
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS,?HE SIZE OF THE
WATERSHED DRAINING TO THE POND? ?/ ,l?
WHAT IS THE EXPECTED POND SURFACE AREA) r?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8 1/2" X 11" DRAWINGS
ONLY) :
?1?02(G 14?OLV' S FULL, W4E \\1Er4?MJQ5 ln/ ?? i.?/7E2io
co?/s ;J?i s?lai9?i??c2 car?7,rc'. 6A27fy wl
13. PURPOSE OF PROPOSED WORK: _T"O c,:D,./S'Ti?2cJLT
3
I
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED
OUT IN WETLANDS. (INCLUDE ANY baASURES T.N TO MINIMIZE WETLAND
Ir*PAC T S) : T7AF To Pv G/L1t P6?`,' o F jht?- 51 I ?: S )? 771AT
1^0,A -r To \\At_7Z n/,D !s c?lm/o r v.? ?3C TAE Sire" ^,lyv
\11?-7Z?rl D S .
IS. YOU ARE REQUIRED TO CONTACT THE Q.S. FISH AND WILDLIFr SERVICE
(USFWS) AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRESSES SHEET) REGARDING THE PR='SF-VC':' OF ANY FEDERALLY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL Fr.A-BITAT
IN THE PERMIT A - FIAT MAY BE AFFECTED BY THE PROPOSED • PROJECT . DATE
CONTACTED : 16 Z. 10 (ATTACH RESPONSES
F ROM TF-ESE AGENCIES.)
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) (SEE AGENCY ADDRESSES SHEET). REGARDING THE PRESENCE OF HISTORIC
PROPERTIES IN THE PERMIT AREA W .ICz M-Av BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED:* LLZj- jj S
17. DOES THE PROJECT INVOLVE Av EX?ENDITURE OF PUBLIC FUNDS OR THE USE OF
PUBLIC (STATE) LAND?
YES [] NO x (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONM.E7TAL
DOCUM?NT PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA ENVIRONMENTAL
POLICY ACT?
YES [I NO [ 1
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE?
YES [I NO c]
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCDMENTATION FROM THE
STATE CLEA.RZNGHOUSE. TO DIVT_SION OF F_NVIRONME7TAL, M.A.NAGEY_Z.1T REGARDING
COMPLIANCE WITH THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO M.S. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].
4
IS. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF
PROPOSED ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL
INTO WETLANDS:
a. WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREA14-S, LASS
AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMBERS 14, 18, 21, 26',
29, AND 38). ALL STREAMS (INTERMITTENT AND PERMANENT) ON THE PROPERTY
MUST BE SHOWN ON THE MAP. M.Lo SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR 1
INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE
IMPACTED BY PROJECT.
a. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA .
SHEETS RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORM-WATER MANAGEMENT PLAN IF REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY?
NI4 l,AL-
f. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL7
g.. SIGNED ANO DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTZ : W TLAND S OR WATERS OF THE U.S. MAY NOT BE IMPACTED PRIOR TO.-
-1) .ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2) EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF
ENVIRONMENTAL MANAGEIM.ENT (WATER QUALITY) CERTIFICATION, AND
3) (ZY TF^ Z-W-2 P. 7TY COASTAIL COUNT= ONLY) , A LETTER FROM THE
NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEMENT
PROGRAM.

OWNGR'pGENT' S SIGNP_TURE
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM
THE OWNER IS PROVIDED (189.))
CAR'gj
w?? O ,m??esoases /?
10351
iy n
6
U.S. ARMY CORPS OF ENGINEERS
Wilmington District
Action ID:
a V
County: I?Acl?h
Notification of Jurisdictional Determination
Property owner/Authorized Agent
Address V!\,C . \n c-,
?c•?nnp Qn,c ??3?
Telephone Number _??Ct3,'?
Size and Location of Property(waterbody, Highway name/number, town, etc.)[
0. S n..? S S . ? 1.?C 11.,,`..?rL `l`c') ?? -?'(1?c ? L? P •j• ? 1.l 1 ll,
Indicate Which of the following apply: ???`x= a^??^•
?ic• There are wetlands on the above described property which we strongly suggest should be delineated
surveyed. The surveyed wetland lines must be verified by our staff before the Corps will make a final
jurisdictional determination on your property.
• Because of the size of your property and our present workload, our identification and delineation of your
wetlands cannot be accomplished in a timely manner. You may wish to employ a consultant to obtain a
more timely delineation of the wetlands. Once your consultant has flagged a wetland line on the property,
Corps staff will review it, and, if it is accurate, we strongly recommend that you have the line surveyed for
final approval by the Corps. The Corps will not make a final jurisdictional determination on your property
without an approved survey.
%,,"0• The wetlands on your lot have been delineated, and the limits of Corps jurisdiction have been explained
to you. Unless there is a change in the law or our published regulations, this determination maybe relied
upon for a period not to exceed years from the date of this notification.
• There are no wetlands present on he above described property which are subject to the permit
requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law
or our published regulations, this determination may be relied upon for a period not to exceed three years
from the date of this notification.
• The project is located in one of the 20 Coastal Counties. You should contact the nearest State Office of
Coastal Management to determine their requirements.
Placement of dredged or fill material in wetlands on this property without a Department of the Army
permit is in most cases a violation of Section 301 of the Clean Water Act (33 USC 1311). A permit is
not required for work on the property restricted entirely to existing high ground. If you have any
questions regarding the Corps of Engineers regulatory program, please contact
Property owner/Authorized Agent Signature
Project Manager Signature
Date ?) Expiration Date
SURVEY PLAT OR FIELD SKETCH OF DESCRIBED PROPERTY AN THE WETLAND
DELINEATION FORM MUST BE ATTACHED TO THE YELLOW (FILE) COPY OF THIS FORM.
CFSAW Form 566
1 ocr 92
V`
a
VN
I?
79
N
N
Q
I e -_.."" . -?? - ? S? , • ter. (?!?'??•%• " 1 f?- ? ? s
?... n r \ 1 /•, ? ?? J / ? ? I ?? / iil??°- . ???J'11?=6 _V`??e?• is? t?;? ?n Y?'?i
1538 B 04
Borrow
Pit r•• iii `?
-?2
?P NJ ?,(' / \.. (? \ . j ; • "moo 116 I
l ? ? ?? /• ?? -J ?,_ ?/ /i ??? '?' ? III Q
?? ?? l) n / ?? g"'• ii 1? n 0 /
X
- '-
??IJ %r?
Golf ,,'Course
it k1 4W 11?9 It
1618 - •48 , I ???•>\ a 11
_ ( , .1 11II ?? 11 11 1 ?
618 /? ` \ •, ,-. I6U '/' '' .. '? ;'•g`1? ? "\ n` ?di ?.
1635` / $enve?ue C o° ??? q I V ?•
%
J' l,: 1818 9envenue r, t _ " • " ' it ; 1 n • _ ~
•?. ? C untry Club O/ . l SIT ?e enu1 •?? '® 154 1
` E
Se as . l t; - ee
' -,?w?? BM? =a?'•%? Rio
`•• \ « 132.4; _? C+
benve
\ 1615 Middle Sch. O 1 1
0 In O?` r1 • 9 C;', .a 1 - _ . Cobbiii•\?Iw'• 7
?' s •?•? ?'\\ „??/??? ? ?? ?;'l?l 1543\ 1
Ili • J • ? / /? 1
o/J ' ???- y?;' 71y au ?- ?... ?•, l _ ?? • \ NICIPAL ' , AkRPO
zltzz 16
kvvt
ogle cad ? 99 j /? ? ?1?: ? O _ ? `? 15'3,??? ) • / -_ N
rut Ch
/? - -.?:' ••::: ? '?.i ? ,lee ? ?`??
SOURCE:
USGS QUADRANGLE
ROCKY MOUNT, NC
1977
SCALE: I"= 2000'
FIGURE 1
ENGINEERING;
CONSULTING
SERVICES,I.ITC
VICINITY MAP
TRICOR - ROCKY MOUNT
ROCKY MOUNT, NC
ECS PROJECT # T2800

7 ? .
WET?NpS yR Fcp'.
.'.TCa nUAL
1 1998 ?
SERVICES, LTD.
trials o Environmental
Mr. John Dorney
NC Dept. of Environment, Health and Natural Resources
Environmental Sciences Branch, Water Quality Section
4401 Reedy Creek Road
Raleigh, NC 27607
RE: Cobb Corner Shopping Center located in Rocky Mount, North Carolina
ECS, Ltd Project Number T-2800
Dear Mr. Dorney:

December 15, 1998
On Monday, December 14, 1998, Mr. Benjamin Wilson met with Mr. Danny Smith of the Water Quality Section,
at the site of the Cobb Corner Shopping Center located in Rocky Mount, North Carolina.
At that meeting, it was determined that the branch running through the middle of the site is an intermittent
stream. However, less than 200 feet of the intermittent stream will be impacted by the construction of the
shopping center, along with 0.46 acres of wetlands. Applications for wetlands permits have been filed with the
U.S. Army Corps of Engineers.
It also appeared from the USGS topography maps that the intermittent stream which is a tributary to Goose
Branch flow, s into the Tar River below Upper Falls and Little Falls in Rocky Mount, NC. This is below the water
intake for the Rocky Mount water treatment system. Therefore it appears that the branch is not in the treatment
system run-off area. Danny Smith will check on this and send his comments to you.
This letter and the attached application is to request a 401 Permit for piping approximately 200 linear feet of
stream at the site for a proposed shopping center.
If you have any questions, please do not hesitate to contact me.
Respectfully,
ENGINEERING CONSULTING SERVICES, LTD.
Trent R. Richardson,
Staff Scientist
Attachment: Permit Application
L:\depth\prgiects\t2800\Ietter2.doe
4 Jat i V. Wilson, P.E.
Prin al Engineer, Vice President
P.O. Box 12015, Research Triangle Park, North Carolina 27709 • [phone] • FAX [phone]
Offices: Baltimore, MD • Frederick, MD • ChantillyNA Winchester, VA • Fredericksburg, VA Richmond, VA • Roanoke, VA • Danville. VA
Norfolk, VA • Williamsburg, VA • Charlotte, NC Raleigh, NC • Greensboro, NC • Wilmington, NC • Greenville, SC • Atlanta, GA
OEM ID:
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONRIDE PERMITS THAT REQUIRE:
1) NOT=TICATICN TO TEE CORPS OF EXG=* - a
2) APPLICATION !'OR 3aT.CTION 401 C' a?ct TIFICATION
3) COOROL%IATION WITH TEE NC DI72SION OF CCAS Az MaXAGMX=
SMM =_ ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO TB- APPROP-1 TZ
LZA
FIELD OFFICE OF =- CORPS OF ENGIN=ES (SZZ AGENCY ADDR SSES STET) . SEVEN
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF E?WIRONI?.F.??ITAL MANAGMENT
(SEE AGENCY ADDRESSES SHEET). 2=ASE PRINT.
I . OWNERS NAME : L oDS"ra,? 1 ??I G
2. 14AILING ADDRESS: 191 N) . 4k-C6oC PnVC -jt-) rV7--
SUBDIVISION N;LM E :
CITY: 12?J1?' r-._? STATE: r`t • C ZIP CODE: _?803?0
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT FROM -
MAILING ADDRESS ABOVE)
3. TELEPHONE NUMBER (HOME) : (WORK) : 704 -;39Z-&50t;
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIA.L,'ADDRESS,
PHONE NUMBER:

C?i9)-s49-/73z'
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC
MAP OR AERIAL PHOTOGRAPHY WITH SCALE) :
COUNTY: _ n/ASff NEAREST TOWN OR CITY: ,eIOG4? Y a4jAJ7-
'5,5? U , 5 To,Oo p-gq
CORPS ACTION ID:
I
SPECIFIC LOCATION (INCLUDE ROAD
NUMBERS, LANDMARKS, ETC.) AA027- -/ VV ST
'r/T
n/C- H,N/y 43 ld Agtcry' t-hur,IT tel. C ,
6. IMPACTED OR NEAREST STREAM/RIVER:
RIVER BASIN: T?2? f'%?MLICd
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY'(WS-I OR RS-11)? YES [ ] NO IF YES, EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT ARE. OF ENVIRONMENTAL CONCERN (AEC) ? YES [ J NO
7c. IF THE PROJECT IS LOCATED WITHIN A'COASTAL COUNTY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [ J NO >< IF YES, PROVIDE ACTION I.D. NUMBER OF
PREVIOUS PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401
CERTIFICATION) :
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ J NO IF YES, DESCRIBE ANTICIPATED WORK:
9a. ESTIMATED TOTAL NUMBER OF ACRES IN. TRACT OF LAND: Cj ?? ?{,[
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
2
10a. NUMBER OF ACRES OE WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: 0.4-4o EXCAVATION :
FLOODING:
• DRAINAGE:
OTHER:
TOTAL ACMES TO BE _rMPACT_.D : ?• 4?
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
R-LOCAZ D, PROVIDE DISTANC BOTH REFORZ AND AFTER RELOCATION)
LrNGTH BEFORE: 20D FT AFTER: O FT
WIDTH BEFORE (based on normal high water contours) 1 5{* Z,o FT
WIDTH AFTER:
AVr.RAGZ DEPTH BEFORE: D - AFTER: (2) STREAM CF-aNNEL rM.PACTS WILL RESULT FROM: (C c'CK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACM?NT OF PIPE IN CHANNEL: -
.
C ANNEL EXCAVATION:
CONSTRUCTION OF A DAM/FLOODING:
OTHER: 1M4'}GT 'Ta D. 3CO .11c-ff- S eG \\/c7c.d4,,DI 'y4u"Q s? i-? A/itt6ccv/L
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND?
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8 1/2" X 11" DRAWINGS
ONLY) :
??/o21C 14 ?OL?t5 titt-t\? 7V lF\\/E7"[y0\-0.I Q5 /n/ IM5' i???'E2io/?''
c 7i,CS7"An/6APlQ - 4 -1 wla?/
?/?7iJ??i?1G^/T ?•??LL.. ? U?t'?
13. PURPOSE OF PROPOSED WORK: To ?? S7?EJLT AJ/L?/n/G
3
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CA?_gZ ED
OUT IN WETLANDS. (INCLUDE ANY baA.SURES TAKEN TO MINIMIZE WETLAND
Z'MR ACTS) : -TffL7 7-1),'00 G19A pr~ly aG 79ji5- -? i7-,? / -1 s, 714.6.-7-
n ^ old Mo S? ? 7W_
IS. YOU ARE REQUIRED TO CONTACT THE Q.S. FISH AND WILDLIFE SERVICE
(USFWS) AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRESSES SF2-7T) REGARDING THE PRESENCE OF ANY FEDERALLY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL HABITAT
IN THE PERMIT A. HAT MAY BE AF FECTED BY THE PROPOSED - PROJECT . DATE
CONTACTED: loZ.71 g (ATTACH RESPONSES
FROM THESE AGENCIES.)
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATT_ON OFFT_CER
(SF-20) (SEE AGENCY ADDRESSES SHEET). REGARDING THE PR Sal;CE OF HISTORIC
PROPERTIES IN THE PERMIT AREA W}?'I i MAY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED:* /'?/z 1 j2g
17. DOES T:-..E PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE OF
PUBLIC (STATE) LAND?
YES H NO X (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN EYVIROIF=- TAL
DOCM-fi "NT PURSUANT TO THE REQUIRF-w- NTS OF TIM NORTH CAROLINA E=.LRONMmqTAL
POLICY ACT?
YES ( j NO C I -
b . IF YES, HAS THE DOCUME2;T BEEN REVIEWEED THROUGH THE NORTH CA_IROLINA
DEPARTMENT OF ADMINISTRATION STATE CLEARINGHOUSE?
YES (j NO (I
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM Tla
STATE CLEARINGHOUSE. TO DIVT_SION OF ENVIRONMENTAL MANAGE14-ENT REGARDING
COMPLIANCE WITH THE NORTH GAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].
4
IS. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF
PROPOSED ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL
INTO WETLANDS:
a . WETLAND DELINEATION MAP SHOWING ALL WETI NDS, STREA.M_S, LAiaS
AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NTMBERS 14, 18, 21, 26,
29, AND 38). ALL STREAMS (INTERMITTENT AND PERMANENT) ON THE PROPERTY
MUST BE SHOWN ON THE MAP. MAR SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR 1
INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE
IMPACTED BY-PROJECT.
C. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA
SHEETS RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY?
_oMA4C9c GA L-
f . IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
g.. SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOT=': WETLANDS OR WATERS OF THE U.S. FAY NOT BE IMPACTED PRIOR TO
-1) ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2) EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF
ENVIRONMENTAL MANAGzIONT (WATER QUALITY) CERTIFICATION, AND
3) (XY .I-=- n-AEZ. 7TY COASTAL CODNZ' S ONLY) , A LETTER FROM TEE
NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY. IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEMENT
PROGRAM.
7AS
0 r.R' GENT'S SIGNATURE °.•°'?Z? CAR?1J. DAT
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM Op` "
THE OWNER IS PROVIDED (IBg.)) a ; lp 57
9

U.S. ARMY CORPS OF ENGINEERS
Wilmington District
Action ID:

County: ?n?\n
Notification of Jurisdictional Determination
Property owner/Authorized Agent
Address \np ?.c?,n?p,.. Q t ac>>c ??t ?J\
Telephone Number 1&?)C
Size and Location of Property(waterbody, Highway name/number, town, etc.)
Indiiccate Which of the following apply: az Goose- Qro rc`..
• There are wetlands on the above described property which we strongly suggest should be defi!leated
surveyed. The surveyed wetland lines must be verified by our staff before the Corps will make a final
jurisdictional determination on your property.
• Because of the size of your property and our present workload, our identification and delineation of your
wetlands cannot be accomplished in a timely manner. You may wish to employ a consultant to obtain a
more timely delineation of the wetlands. Once your consultant has flagged a wetland line on the'property,
Corps staff will review it, and, if it is accurate, we strongly recommend that you have the line surveyed for
final approval by the Corps. The Corps will not make a final jurisdictional determination on your property
without an approved survey.
1Z• The wetlands on your lot have been delineated, and the limits of Corps jurisdiction have been explained
to you. Unless there is a change in the law or our published regulations, this determination may be relied
upon for a period not to exceed years from the date of this notification.
• There are no wetlands present onthe above described property which are subject to the permit
requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law
or our published regulations, this determination may be relied upon for a period not to exceed three years
from the date of this notification.
• The project is located in one of the 20 Coastal Counties. You should contact the nearest State Office of
Coastal Management to determine their requirements.
Placement of dredged or fill material in wetlands on this property without a Department of the Army
permit is in most cases a violation of Section 301 of the Clean Water Act (33 USC 1311). A permit is
not required for work on the property restricted entirely to existing high ground. If you have any
questions regarding the Corps of Engineers regulatory program, please contact
Property owner/Authorized Agent Signature
Project Manager Signature
Date ' ykq Expiration Date,,
SURVEY PLAT OR FIELD SKETCH OF DESCRIBED PROPERTY ANd THE WETLAND
DELINEATION FORM MUST BE ATTACHED TO THE YELLOW (FILE) COPY OF THIS FORM.
CESAW Form 566
1 OCT 92

a

y
N
N
Q
'1137'a
s?...... ? 1538 (.
??1 ; .?? • ?l v? ??l B 0 .u. .... . - ?1 it, -? 1 ??. •' q ?? ???? .°?? Borrow x? ° ) <
Pit
? • nA9 Golf COUfSe dl •? p? a
/44 J , f
;ens o. \ •? ') ??' j 11 lil two°?? •
? • 119 f /1':I II //S
• I 1618 _ O ? I I ?`?o? n n ? \
?^ ` \ 1617 •/ • / ;'?1 1 \ i
618
1635 ,0 8envepue C i • \ °o it a p r
u - y
J' 1814 envenue ?S ; 1541 p\ tl if
•o?. ?? + untry Q1lub l]/ I ^ 13 e
enul SITE sa? •i ?®' • ??'? ` _ ly' /? .. '••' . _
• ' 1 1
BM e° -?? ea
132
\ 1. ,+?? ?•. ' • BBBenvenue _ ?? -o
`\\\\ arltwood
//9 C ? ? ''O ? Cobbin•\?le'•
to I\`o 1.1•x•• 1544 ??? ?./ 1543 9\ ` ?•r r C
all WIPAL /
/00 P07;
21
333NNN///??? • / / 1 /
cz?
n • / - \ .JOB
` n?le and e 99 ?/ ?1, = ? i ?" ?' 3-? .\? • ?? / ,
rut Ch.
SOURCE:
USGS QUADRANGLE
ROCKY MOUNT, NC
1977
SCALE: 1" = 2000'
FIGURE I
LT
ENGINEERING
CONSULTING;
SERVI("17 L., /L
VICINITY MAP
TRICOR - ROCKY MOUNT
ROCKY MOUNT, NC
ECS PROJECT # T2809
?- ENGINEERING CONSULTING SERVICES, LTD.
Geotechnical • Constructi aterials • Environmental
D
Mr. John Dorney 1
NC Dept. of Envi6ment, Health and Natural Resources
Environmental Sciences Branch, Water Quality Section
4401 Reedy Creek Road
Raleigh, NC 27607
RE: Cobb Corner Shopping Center located in Rocky Mount, North Carolina
ECS, Ltd. Project Number T-2800
Dear Mr. Dorney:
4
December 15, 1998
On Monday, December 14, 1998, Mr. Benjamin Wilson met with Mr. Danny Smith of the Water Quality Section,
at the site of the Cobb Corner Shopping Center located in Rocky Mount, North Carolina.
At that meeting, it was determined that the branch running through the middle of the site is an intermittent
stream. However, less than 200 feet of the intermittent stream will be impacted by the construction of the
shopping center, along with 0.46 acres of wetlands. Applications for wetlands permits have been filed with the
U.S. Army Corps of Engineers.
It also appeared from the USGS topography snaps that the intermittent stream which is a tributary to Goose
Branch flows into the Tar River below Upper Falls and Little Falls in Rocky Mount, NC. This is below the water
intake for the Rocky Mount water treatment system. Therefore it appears that the branch is not in the treatment
system run-off area. Danny Smith will check on this and send his comments to you.
This letter and the attached application is to request a 401 Permit for pipin- approximately 200 linear feet of
stream at the site for a proposed shopping center.
If you have any questions, please do not hesitate to contact me.
Respectfully,
ENGINEERING CONSULTING SERVICES, LTD.
Trent R. Richardson,
Staff Scientist
Attachment: Permit Application
L:\depth\prgjects\t2800\1etter2.doc
4jai . Wilson , P.E.
ngineer, Vice President
P.O. Box 12015, Research Triangle Park, North Carolina 27709 • [phone] • FAX [phone]
Offices: Baltimore, MD • Frederick, MD • Chantilly,VA Winchester, VA • Fredericksburg, VA • Richmond, VA • Roanoke, VA • Danville, VA
Norfolk, VA • Williamsburg, VA • Charlotte, NC Raleigh, NC • Greensboro, NC • Wilmington, NC • Greenville, SC • Atlanta, GA
OEM ID: CORPS ACTION ID:
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT 9):
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1) NOT=FICATION TO THE CORES OE' E 2;c;=**"'S'a c
2) APPLICATION FOR SECTION 401 C" ^'IFICATION
3) COORD=VLTION WITS T3.. NC DIVISION OF COSTAL jCa alG' T
SMM TT.t.- ORIGINAL AND (1) COPY OF TEIS COMB= 2r= FOF_X TO TEE APP_ROPrtl,e =
FIELD OE7ZCZ OF TEM CORPS OF ENGINF.-MRS (SEE AG"ZNCY ADDRESSES SEErT) . SEV ,?T
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF FwIRONM.F..NTAL M-ANAGci EvT
(SEE AGENCY ADDRESSES SHEET). PLEASE PRINT.
I . OWNERS NAME : L o1?ES'f?./? 1
2. IfAILING ADDRESS: 19 ? 0 . +lA -C9zDC PCIJC nJ t17-
CITY: STATE:
SUBDIVISION NAME:
LI • C- ' ZIP CODE: _G'8036,
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NA" HIE DIFFERENT FROM -
M-11LING ADDRESS ABOVE) :
3. TELEPHONE NUMBER (HoV-E) : (WORK): 7,24 - 39Z-&5ot;
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAIL,
PHONE NL"MBER:
ADDRESS,
.
3 nl:r?wl,?./ V. W /Lso't P E cs L: too
f'D f.:e ;x/ 120 / 5 , RF?LA6?F-{ 7/eIArJ:!?C.C PA7 *ek n/ C 2770 3
Cgl9)-rl44-/733
S. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC
I_.%P OR AERIAL PHOTOGRAPHY WITH SCALE) :
COUNTY: /1/A-5 NEAREST TOWN OR CITY: ,ep"z Y A44 AJ j
?5C-?7 y ua S To reo ^"M- ct.(r-tQ
1
SPECI71C LOCATION (INCLUDE ROAb
NUMBERS, LANDMARKS, ETC.) : IVO,eT1 / ?V ST
oo' .l e)qF Y ls e 0 '4mjo
,NJ (f- H •wy 43 )1d 0ac r-Y Mou"-r rel. C ,
6. IMIPACTED OR NEAREST STREAM/RIVER: C-t?Src 1°j rJG.?
RIVER BASIN: [ A2/ P;I1 N/LIGd
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY'(WS-I OR RS-II)? YES [ ] NO IF YES, EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT AREA OF ENVIRONMENTAL CONCERN (A.=C) ? YES [ ] NO ki '
7c. IF THE PROJECT IS LOCATED WITHIN A-COASTAL COUNTY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES) , WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
8a. HAVE ANY SECTION 404 PERMITS BEEN PQzVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [ ] NO >< IF YES, PROVIDE ACTION I.D. NUMBER OF
PREVIOUS PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 402
CERTIFICATION):
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES [ ] NO p' IF YES, DESCRIBE ANTICIPATED WORK:
9a. ESTIMATED TOTAL NUMBER OF ACRES IN. TRACT OF LAND:
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
2
10a. NUMBER OF ACRES OF. WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: 0.4<o EXCAVATION :
FLOODING:
• DRAINAGE:
OTHER: /
TOTAL ACRES TO BE ?FACT M : ?• 44
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
RELOCAT.rD, PROVIDE DISTANC:: BOTH BEFORE BLVD AFTER RELOCATION
Lr--%;GTH BEFORE: SOD FT AFTER: Q
FT-
WIDTH BEFORE (based on normal high water contours) : .4 Z, 10 FT
WIDTH AFTER: FT
AV---RAGE DEPTH BEFORE: - 4 FT AFTER: (2) STREAM CFLn4VNEL IMPACTS WILL RESULT FROM: (C HECK ALL TF A.T APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN Cn1vNEL:_
CH.NNEL EXCAVATION: CONSTRUCTION OF A Mv.1FLCODING:
OTHER : l M}C T ?o D . 3?o AcQ? S 4G Svc irc ?,n/Dt s4i?a?n//? S 12 t?{-.•? ?„/i GL D[L cJ2
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS ,THE SIZE OF THE
WATERSHED DRAINING TO THE POND?
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8 1/2" X 11" DRAWINGS
ONLY) :
?Vo21C l Ai?oLJeS F/tcl\/ yj g7-\vg7-Lwvjb ,
o? S / 7r--' ,C A7' m-6- ?L ey
Go?/S-r7Z?lG% Dr 'S7` 6f? A2if wfa?i?

13. PURPOSE OF PROPOSED WORK: TD
- .A JO .IC G 4 5- 0 L\ \yAt &1112 i
3
14. STATE REASONS Wr'y IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED
OUT IN WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND
IMJ?AC T s) : T?f? To Pv G/L? 1?6?`( o F 7l-ll : . 1; 5 ?•-? T ,a-
/Nl?-stG7? To TLs?/?//? ! LJ^JA*l1Q! n^r3C C-. TfIE S/! e44.-\J
VnJ J] Mo ll7'' c)r-- -Th?g_
I.S. YOU ARE REQUIRED TO CONTACT THE Q.S. FISH AND WILDLIFE SERVICE
(USFWS) AND/OR NATIONAL MJ;RINE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRESSES SFZ='T) REGARDING THE PRESENCE OF ANY FEDER_,LY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL HABITAT
.IN THE PERMIT ARFA ;HAT MAY BE AFFECTED BY THE PROPOSED •PROJECT. DATE
CONTACTED: !oZ•7 1g (ATTACH RESPONSES
Z ROM THESE AGENCIES . )
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) (SEE AGENCY ADDRESSES SHEET). REGARDING THE PRESENCE OF HISTORIC
PROPERTIES IN THE PERMIT AREA M-ALY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED: v lhs
17. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE OF
PUBLIC (STATE) LAND?
YES [J NO X (IF NO, CO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIRF-MIENTS OF THE NORTH CAROLINA ENVIRONMMITAL
POLICY ACT?
YES [ ] NO [ I
b . IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAAOLINA
DEPARTTSF.NT OF ADMINISTRATION STATE CLEARINGHOUSE?
YES [I NO c l
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM TIC.
STATE CLEARINGHOUSE. TO DIVISION OF ENVIRONML%lTAL MANAGEMENT REGARDING
COMPLIANCE WITH THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO M.S. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].
4
18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF
PROPOSED ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL
INTO WETLANDS :
a. WETLAND DELINEATION M.'-D SHOWING ALL WETLANDS, STRE?.MS, LAi=s
AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NUMERS 14, 18, 21, 26,
29, AND 38). ALL STREAMS (INTERMITTENT AND PERMANENT) ON THE PROPERTY
MUST BE SHOWN ON THE MAP. MAP SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR I
INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. IF AVASLABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE
IMPACTED BY PROJEECT.
C. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA
SHEETS RELEVANT TO THE PLACEMENT OF THE DELINF.ATT_ON LINE.
d. ATTACH A COPY OF THE STORM-WATER MANAGEMENT PLAN IF REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY?
C9N441t' [ l /3 L-
t. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
g.. SIGNED AND DATED AGENT AUTHORZZATI6N LETTER, IF APPLICABLE.
NOTE': WETLANDS OR WATERS OF THE U.S. MAY NOT BE IMPACTED PRIOR TO:
-1).ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT, _
2) EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF
ENVIRONMENTAL MANAGEI?MNT (WATER QUALITY) CERTIFICATION, AND
3) (IN Z7- Z"r- TTY COASTAL 000NZ'=- S ONLY) , A LETTER FROM THE
NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEMENT
PROGRAM.

OWNER'/r. GENT'S SIGNATURE
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM
THE OWNER IS PROVIDED (18g.))
O v
?"zp
CA eDP_T
w ?
iD p
Gi
U.S. ARMY CORPS OF ENGINEERS
Wilmington District aybl?`?
Action ID: County:
Notification of Jurisdictional Determination
Property owner/Authorized Agent
Address \ne ?c`?nrp, Q `1 y' c>>C \QS?j\
Telephone Number _L-Acly"? ?2a - O
Size and Location of Property(waterbody, Highway name/number, town, etc.) \
Indicate Which of the following apply: ???`??= ?"Q^??^•
?ic• There are wetlands on the above described property which we strongly suggest should be delirlented-atrd-
surveyed. The surveyed wetland lines must be verified by our staff before the Corps will make a final
jurisdictional determination on your property.
• Because of the size of your property and our present workload, our identification and delineation of your
wetlands cannot be accomplished in a timely manner. You may wish to employ a consultant to obtain a
more timely delineation of the wetlands. Once your consultant has flagged a wetland line on the property,
Corps staff will review it, and, if it is accurate, we strongly recommend that you have the line surveyed for
final approval by the Corps. The Corps will not make a final jurisdictional determination on your property
without an approved survey.
1e""• The wetlands on your lot have been delineated, and the limits of Corps jurisdiction have been explained
to you. Unless there is a change in the law or our published regulations, this determination may be relied
upon for a period not to exceedyears from the date of this notification.
• There are no wetlands present on the above described property which are subject to the permit
requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law
or our published regulations, this determination may be relied upon for a period not to exceed three years
from the date of this notification.
• The project is located in one of the 20 Coastal Counties. You should contact the nearest State Office of
Coastal Management to determine their requirements.
Placement of dredged or fill material in wetlands on this property without a Department of the Army
permit is in most cases a violation of Section 301 of the Clean Water Act (33 USC 1311). A permit is
not required for work on the property restricted entirely to existing high ground. If you have any
questions regarding the Corps of Engineers regulatory program, please contact
at
Property owner/Authorized Agent Signature
Project Manager Signature
Date _ k-\" Y?_S Expiration Date
lz?
SURVEY PLAT OR FIELD SKETCH OF DESCRIBED PROPERTY ANIS THE WETLAND
DELINEATION FORM MUST BE ATTACHED TO THE YELLOW (FILE) COPY OF THIS FORM.
CESAW Form 566
1 OCT 92
.r
c?
a
N
N
U
Q
II ? ? ?\ ? ? ? -? r ?(l c-
153 :?, / 1 n ? ? ?L I.,,I???r4f?B -? •r ? ,'. ,t+?,k?i
f\(11? 11 ? 5
5 r, _ ?"-1 I ? J •J ?'l is a?i?7 ~•-?••' Is'%/ f I-?•; / I
Jl 1 1 ??\/,/ } _
13
a11 1538
?=?'? ? I •7 ? ?// '? \ \ ? ?? ? Pit x• i u 1 l ? ? ? ? ,
?% -
126 1541
i X1,
J . /0 Golf Course ; 1
4 4
Teen 1 •? 1 I. % II 11 1 a r •
/ _ .??` ` •f• ^1618 129 •48
' 618 1 \ 1617 •/ ••? .. ;'g \ o\ „ I
1635' Benvenue C it r
J' 1819 J ?° a „ u . y
envenue' , ? _ ? • 7 1541) ;;'" ? n n c.
• .a', ?d 1? untry Club 0/ . I SITE •?e eSc •• ?® 1, ?d, ' \ Ji y q
• ¦ ?`? 8M) 88
z \• t615 `?• envenue _
•I• • ` ? Iiddle Sch. ? p
.• : ? /?• ? ? fo ?t.i i o a
arkwood
Cobb I
I*j
°• •1 I •1.?1?• _ \ • 1544 ?? ,?•\ 1 1543
ral
AjRPORV -?
,00
1
1770
_ (WE
S,
ngle oral ¦ 99
t rut Ch ?+ rl \?? • l l r
?.• ;? C, ??? ? • . ? ` ?-- ter--? ? Q ,
? V
SOURCE:
USGS QUADRANGLE
ROCKY MOUNT, NC
1977
SCALE: I" - 2000'
FIGURE I
ENGINEERING
CONSULTING
SERVICES,LTC
VICINITY MAP
TRICOR - ROCKY MOUNT
ROCKY MOUNT, NC
ECS PROJECT # T2800
i
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., P.E., Director
4 •
IT
OMM
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
January 7, 1999
DWQ Project # 981145
Nash County
CERTIFIED MAIL
RETURN RECEIPT REQUESTED
Lodestar, Inc.
181 N. Harbor Drive
Suite E
Davidson, NC 28036
Dear Sirs:
The Division of Water Quality has reviewed your plans for the discharge of fill material into 0.46
acres of streams and/or wetlands located at NC 43 and Goose Creek in Wilson County for shopping center
development. Insufficient evidence is present in our files to conclude that your project must be built as
planned in waters and/or wetlands in accordance with 15A NCAC 2H .0506. Therefore, unless
modifications of the proposal are made as described below, we will have to move toward denial of your 401
Certification as required by 15A NCAC 2H .0507(e) and will place this project on hold as incomplete until
we receive this additional information, we are requesting (by copy of this letter) that the U.S. Army Corps
of Engineers place your project on administrative hold.
Please provide us with information supporting your position that states your project must be
constructed as planned and that you have no practicable alternative to placing fill in these waters and/or
wetlands. Specifically can you construct your project by minimizing fill to the wetland where the proposed
stormwater pond is located? You must include a site plan with this submittal to explain the need for this
amount of impact. Any documentation such as maps and narrative that you can supply to address
alternative designs for your project may be helpful in our review of your 401 Certification. Finally your
stormwater pond will need to be designed to meet our standard of 85% TSS removal. Please provide
evidence that this level of treatment is planned.
Please respond with three weeks of the date of this letter by sending a copy of this information to
me and one copy to Mr. Danny Smith Raleigh Regional Office at 3800 Barrett Drive Raleigh NC 27609. If
we do not hear from you in three weeks, we will assume that you no longer want to pursue this project and
we will consider the project as withdrawn. I can be reached at 919-733-1786 id you have any questions.
cerel ,
Jo R. Dorney
cc: Raleigh DWQ Regional Office
Wilmington Office Corps of Engineers
Central Files
John Dorney
Raleigh Field Office Corps of Engineers
Benjamin Wilson, ECS Consulting Services, Ltd.
Wetlands/401 Unit 4401 Reedy Creek Road Raleigh, North Carolina 27607
Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post consumer paper

ENGINEERING CONSULTING SERVICES, LTD.
Geotechnical • ((Construction Materials • Environmental
C 1 1998 ?,...?
Mr..lohn Donley 1N ,TER n:
NC Dept. of Environmen, Health and Natural Resources
Environmental Sciences Branch, Water Quality Section
4401 Reedy Creek Road
Raleigh, NC 27607
RE: Cobb Corner Shopping Center located in Rocky Mount, North Carolinas
ECS, Ltd Project Number T-2800
Dear Mr. Dorney:
December 15, 1998
On Monday, December 14, 1998, Mr. Benjamin Wilson met with Mr. Danny Smith of the Water Quality Section,
at the site of the Cobb Corner Shopping Center located in Rocky Mount, North Carolina.
At that meeting, it was determined that the branch running through the middle of the site is an intermittent
stream. However, less than 200 feet of the intermittent stream will be impacted by the construction of the
shopping center, along with 0.46 acres of wetlands. Applications for wetlands permits have been filed with the
U.S. Army Corps of Engineers.
It also appeared from the USGS topography snaps that the intermittent stream which is a tributary to Goose
Branch flows into the Tar River below Upper Falls and Little Falls in Rocky Mount, NC. This is below the water
intake for the Rocky Mount water treatment system. Therefore it appears that the branch is not in the treatment
system run-off area. Danny Smith will check on this and send his comments to you.
This letter and the attached application is to request a 401 Permit for piping approximately 200 linear feet of
stream at the site for a proposed shopping center.
If you have any questions, please do not hesitate to contact me.
Respectfully,
ENGINEERING CONSULTING SERVICES4Prinal LTD? 44r4?? -
Trent R. Richardson, V. Wilson, P.E.
Staff Scientist Engineer, Vice President
Attachment: Permit Application
I .:\dqrtb\projccts\t2800\1elter2.doc
P.O. Box 12015, Research Triangle Park, North Carolina 27709 • [phone] • FAX [phone] • 1-800-327-5832
Offices: Baltimore, MD • Frederick, MD • Chantilly,VA Winchester, VA • Fredericksburg, VA • Richmond, VA • Roanoke, VA • Danville, VA
Norfolk, VA • Williamsburg, VA • Charlotte, NC Raleigh, NC • Greensboro, NC • Wilmington, NC • Greenville, SC • Atlanta, GA
OEM ID:
CORPS ACTION ID:
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1) NOTIFICATION TO TZE CORPS OF Grar-sraa
2) APPLICATION FOR SECTION 401 C= '*IFIC.'_TION
3) COCRDL'UITION WITS = NC DIQISION OF COASTAL MaLmAG-IX=
SMM TH ORIGINAL AND (1) COPY OF THIS COI2LETS...D FOF_X TO TSd APPROPIRIATL'
FI::I.D OFF=CZ OF THE CORPS OF ENGIN?"RS (SI, AC;
ZZq Cy ADOR=. SSES SEMET) . SEV"r,N
(7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF F"
,Tvl ROHM. NTAL M.?NAGc.? ?vT
(SEE AGENCY ADDRESSES SHEET). PLEASE PRINT.
I. OWNERS NAME : L oD?:sT,? t ?? G
2. MAILING ADDRESS : l 6 (J . Akeao2 lei-149 .5-j l1r E
CITY: b?J I0i .b r-,
SUBDIVISION N;LMZ:
STATE: n? C ZIP CODE: 1:21?60s(v
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NA.KZ- (IF DIFFERENT FROM -
M.?LILING ADDRESS ABOVE)
3. TELEPHONE NUMBER (HOYE) : (WORD{) : 7,0q -691-&qo5,
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL,' ADDRESS,
PHONE NUMBER:-

_P6 ?T?i? ?. v?/????? f?E CS LTA •
J27-0 t iC'E`"L t-? _74. }n/?, LC P /C n/ C Z7?'o
sqq-t -73z;?'
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC
MAP OR AERIAL PHOTOGRAPHY WITH SCALE):
COUNTY: IVAS tl NEAREST TOWN OR CITY: ,eoGL Y Aok JAJ j
,:5g?g y,' S To,? ?-t?11??
1
SPECIFIC LOCATION (INCLUDE ROAD
NUMBERS, LANDMARKS, ETC.):

/ ^/T Q; ?Tfo?J oF' J eFT y ? ??/-D ^n/,o ,?/?aNcJE jgya/>
AJL
rJ. C ,
6. IMPACTED OR NEAREST STREAM/RIVER:
RIVER BASIN: TAB ? AA4LiCv
7a. IS PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL SALTWATER
(SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE WATERS (ORW), WATER
SUPPLY (WS-I OR RS-11)? YES ( J NO IF YES, EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF COASTAL
MANAGEMENT AREA OF ENVIRONMZNTAL CONCERN (A C) ? YES ( J NO k
7c. IF THE PROJECT IS LOCATED WITHIN A'COASTAL COUNTY (SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
8a. HAVE ANY SECTION 404 PERM-ITS BEEN PREVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [ J NO >< IF YES, PROVIDE ACTION I.D. NUMBER OF
PREVIOUS PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE PHOTOCOPY OF 401
CERTIFICATION)
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES ( J NO p< IF YES, DESCRIBE ANTICIPATED WORK:
9a. ESTIMATED TOTAL NUMBER OF ACRES IN, TRACT OF LAND: - L1 r7 +? f?C,Q
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
/. c;5' ACA; S
2
10a. NUMBER OF ACRES OE WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: O.4-4o EXCAVATION :
FLOODING: OTHER: /
DRAINAGE : TOTAL. ACRES TO BE L.w-=ACT...D : ?• 4?
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (I?'
P--Z0CAT D, PROVIDE DISTANC.:, BOTH BEFORE AND AF TeR RELOCATIOM :
L.-r-HGTH BEFORE: SOD FT AFTER: O FT
WIDTH BEFORE (based on normal high water contours): FT
WIDTH AFTER. P!/??,0 FT
AVF-RAGE DEPTH BEFORE: O - 4 FT AFTER: FT-
(2) STREAM CH VNTNEL IMPACTS WILL RESULT FROM: (CH LCK ALL THAT APPLY)
OPVN CHANNEL RELOCATION: PLACEi41ENT OF PIPE IN C'UUMEL: _
CHANNEL EXCAVATION: CONSTRUCTION OF A DAM/FLOODING:
OTHER: _Lhl K T ?a a . 3CO sti,e? S F \ye7-L-4v /DI' 4A LJn//, Sr& El- OCC v/2
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND?
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8 1/2" X 11" DRAWINGS
ONLY) :
T ?yo2Z •.1 ?0L?? 5 FtL<<?/? 77105 WE1%?MJC 5 IAI TtfC-' IAI r6/? o/e
of Cf S / ?? ,C sb.-tE ^T -771j5 V?_-,ey TO
A 5??o?r.,/C, cE TI i SThn/? 1? -A,2 , of -
13. PURPOSE OF PROPOSED WORK: 7-0
/O /V645-- 1-2e A \VAt XVV97-
3
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED
OUT IN WETLANDS. (INCLUDE ANY M_.:.ASURES T_cN TO MINIMIZE WETLAND
L*M--PAC T S) : -771tz 7-0,-'06,4A 04Y' o G 7qb i s sr z-a -r 4,LA-r
/NIP.f1?'? To ?v?7l s? ?/D S /S LJ-4vo't\/6 CAA t3 I- E -rh?5- si /r=:- ,dl py
1S. YOU ARE REQUIRED TO CONTACT THE U.S. FISH AND WILDLIe- SERVICE
(US-cVS) AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRESSES SHEET) REGARDING THE PRESENCE OF ANY FEDERALLY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITIC.A-L HABITAT
IN THE PERMIT AREA THAT MAY BE AFFECTED BY THE PROPOSED -PROJECT. DATE
CONTACTED: !a L7 R8 (ATTACH RESPONSES
FROM THESE AGENCIES.)
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) (SEE AGENCY ADDRESSES SHEET). REGARDING THE PRESENCE. OF HISTORIC
PROPERTIES IN THE PERMIT AREA Wf}.-I z MAY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED:* /a/Z 7 8
17. DOES THE PROJECT INVOLVE AN EX?ENDITURE OF PUBLIC FUNDS OR THE USE OF
PUBLIC (STATE) LAND?
YES. [] NO X (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONIaNTAL
DOCUMENT PURSUANT TO THE REQUIR&H-E 1TS OF THE NORTH CAROLINA ENVIRONMENTAL'
POLICY ACT?
YES [) NO [ I _
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DEPARTI-1ZENT OF ADMINISTRATION STATE CLEARINGHOUSE?
YES [I NO [
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCIIM?.NTATION FROM THE
STATE CLEARINGHOUSE. TO DIVISION OF ENVIRONMENT_ L MANAGEMENT REGARDING
COMPLIANCE WITH THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT.
QUESTIONS REGARDING THE STATE CLc-.ARINGHOUSE REVIEW PROCESS SHOULD BE
DIRECTED TO MS. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE, NORTH
CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET, RALEIGH,
NORTH CAROLINA 27603-8003, TELEPHONE [phone].
4
18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF
PROPOSED ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OR FILL MATERIAL
INTO WETLANDS:
a. WETLAND DELINEATION M.AP SHOWING ALL WETLANDS, STREA14-S, L.A.cES
AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT NM4-3ERS 14, 18, 21, 26,
29, AND 38) . ALL STREAMS (INTERMITTENT AND PERIL-ANENT) ON THE PROPERTY
MUST BE SHOWN ON THE MAP. -7k.? SCALES SHOULD BE 1 INCH EQUALS 50 FEET OR I
INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE
IMPACTED BY-PROJECT.
C. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA .
SHEETS RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY?
C9n4AILgC IA
f. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
g.. SIGNED ANO DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTE: WETLANDS OR WATERS OF THE U.S. MAY NOT BE IMPACTED PRIOR TO
-1) ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2) EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF
ENVIRONMENTAL MANAGEMNT (WATER QUALITY) CERTIFICATION, AND
3) (ZY =-- n-MFTY COAST.A.L CODNTIE'S ONLY) , A LETTER FROM TEE
NORTH CAROLINA DIVISION OF COASTAL Y-ANAGEMENT STATING THE PROPOSED
ACTIVITY IS CONSISTENT WITH THE NORTH CAROLINA COASTAL MANAGEMENT
PROGRAM.
4r- ENT'S SIGNATURE
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM
THE OWNER IS PROVIDED (189.))
++riIintt It .+1
??•?QR?N CARp? Idle '?s, L
? aassae. ?^, ?
1 "00
• 9 0
r ,.
ao 1?DW?7
i
a o C
n

U.S. ARMY CORPS OF ENGINEERS
Wilmington District
Action ID:
\1`'C'cc?'• - J?c?r? 3?4C?
a`\e,?Q\g
County: \q(,?
Notification of Jurisdictional Determination
Property owner/Authorized Agent
Address 6N, -) ' c>n
Telephone Number
Size and Location of Property(waterbody, Highway name/number, town, etc.) \ `` C
Indicate Which of the following apply: 0? ?oc?s? ?A^o?^•
,ic/ • There are wetlands on the above described property which we strongly suggest should be
surveyed. The surveyed wetland lines must be verified by our staff before the Corps will make a final
jurisdictional determination on your property.
• Because of the size of your property and our present workload, our identification and delineation of your
wetlands cannot be accomplished in a timely manner. You may wish to employ a consultant to obtain a
more timely delineation of the wetlands. Once your consultant has flagged a wetland line on the property,
Corps staff will review it, and, if it is accurate, we strongly recommend that you have the line surveyed for
final approval by the Corps. The Corps will not make a final jurisdictional determination on your property
without an approved survey.
?• The wetlands on your lot have been delineated, and the limits of Corps jurisdiction have been explained
to you. Unless there is a change in the law or our published regulations, this determination may be relied
upon for a period not to exceedee-years from the date of this notification.
• There are no wetlands present on ethe above described property which are subject to the permit
requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law
or our published regulations, this determination may be relied upon for a period not to exceed three years
from the date of this notification.
• The project is located in one of the 20 Coastal Counties. You should contact the nearest State Office of
Coastal Management to determine their requirements.
Placement of dredged or fill material in wetlands on this property without a Department of the Army
permit is in most cases a violation of Section 301 of the Clean Water Act (33 USC 1311). A permit is
not required for work on the property restricted entirely to existing high ground. If you have any
questions regarding the Corps of Engineers regulatory program, please contact
Property owner/Authorized Agent Signature
Project Manager Signature
Date CExpiration Date
SURVEY PLAT OR FIELD SKETCH OF DESCRIBED PROPERTY AN THE WETLAND
DELINEATION FORM MUST BE ATTACHED TO THE YELLOW (FILE) COPY OF THIS FORM.
___J'
CESAW Form 566
1 OCT` 92
l?
oil a1
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09
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Ilk
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SOURCE:
USGS QUADRANGLE
ROCKY MOUNT, NC
1977
SCALE: I"= 2000'
FIGURE I
ENGINE ERIN
CONSULTIN
SER. VICES,t,T
VICINITY MAP
TRICOR - ROCKY MOUNT
ROCKY MOUNT, NC
ECS PROJECT # T2800
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Kerr T. Stevens, Director
&4LTI?WAA• A
AWM%
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
April 28, 19992
Nash County
DWQ Project # 981145
APPROVAL of 401 Water Quality Certification and ADDITIONAL CONDITIONS
Lodestar, Inc.
181 N. Harbor Drive
Suite E
Davidson, N.C. 28036
Dear Mr. sirs:
You have our approval, in accordance with the attached conditions and those listed below, to place fill material in acres of
wetlands and 200 feet of streams at Cobb Comers Center for the purpose of constructing a commercial development at Jeffery's
and Benvenue Roads as, you described in your application datedl5 December 1998. After reviewing your application, we have
decided that this fill is covered by General Water Quality Certification Number 3108. This certification allows you to use
Nationwide Permit Number 26 when the Corps of Engineers issues it. In addition, you should get any other federal, state or local
permits before you go ahead with your project including (but not limited to) Sediment and Erosion Control, Coastal Stormwater,
Non-Discharge and Water Supply Water shed regulations. This approval will expire when the accompanying 404 or CAMA
permit expires unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application except as modified below. If
you change your project, you must notify us and you may be required to send us a new application.. If the property is sold, the
new owner must be given a copy of this Certification and approval letter and is thereby responsible for complying with all
conditions. If total wetland fills for this project (now or in the future) exceed one acre, compensatory mitigation may be required
as described in 15A NCAC 2H .0506 (h) (6) and (7). For this approval to be valid, you must follow the conditions listed in the
attached certification and any additional conditions listed below.
1. Deed notifications or similar mechanisms shall be placed on all lots with remaining jurisdictional wetlands and waters to notify the
state in order to assure compliance for future wetland and/or water impact. These mechanisms shall be put in place within 30 days
of the date of this letter or the issuance of the 404 Permit (whichever is later).
2. An condition is that a the stormwater plan dated February 25 1999 including a wet detention basin must be built as designed.
Also, before any building is occupied at the subject site the stormwater treatment facilities shall be constructed and operational and
the stormwater management plan be implemented.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act within
60 days of the date that you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter 150B of
the North Carolina General Statutes to the Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This
certification and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you have
any questions, please telephone John Domey at 919-733-1786.
Attachment
cc: Wilmington District Corps of Engineers
Corps of Engineers Raleigh Field Office
Raleigh DWQ Regional Office
John Domey
Central Files
Ben Wilson; ECS
Todd St. John
Trent Richardson; ECS Ltd.
in erel , I N
err T. tevens
981145.1tr
Division of Water Quality • Non-Discharge Branch
4401 Reedy Creek Rd., Raleigh, NC 27607 Telephone [phone] FAX # [phone]
An Equal Opportunity Aff irmative Action Employer 9 50% recycled/10% post consumer paper
7
Cobb Corners Center
I reviewed the comments provided by Ben Wilson. I recor-nmend that stormwater be
required and that the stormwater facilities be moved out of the 'large"
as stated in the original PCN comments provide
P by the RRO, wetland polygon
Also,it is stated in the additional information that was provided
site stormwater will be routed around the shopping comment and consider if this is an appropriate center. Pfeaseeeviewthrsthat off
Anyway, with satisfactory stormwater ma agementt and wetland avoida management.
recommends issuance. (note; project not in Neuse Basin) avoidance RRO
Qw?
0\ Le

ENGINEERING CONSULTING SERVICES, LTD.
Geotechnical < Construction Materials . Environmental
January 21, 1999
Mr. John R. Dorney
North Carolina Division of Environmental Management
North Carolina Department of Environment and Natural Resources
4401 Reedy Creek Road
Raleigh, North Carolina 27607 _
RE: Subsurface Concerns for Cobb Corners Center, Rocky Mount, North Carolina
ECS, Ltd. Project Number T-2800
D WQ # 98145
Dear Mr. Dorney:
This letter is a follow-up to your letter of January 7, 1999.
Enclosed with this letter is information from Lodestar, Inc. documenting developmental reasons
why the project must be must be developed as planned as well as the stonnwater detention
calculations for the project along with a site plan.
There are several issues that present problems with not filling the area adjacent to Goose Creek
as well as in the central portion of the site. These reasons are listed as follows:
Wetlands in Center of Site
1. Runoff from adjacent parking lots into the drainageway would have an adverse impact on
water quality. It appears that routing the runoff through stonnwater detention facilities elsewhere
on the site would be the most effective means of reducing downstream impacts from the
development.
2. The wetlands at center of the site have already been significantly disturbed by the fill placed
previously at the site due to mall and roadway construction. This central area is isolated from
Goose Creek and the main wetlands adjacent to Goose Creek and therefore cannot significantly
contribute to nutrient removal for the Goose Creek Watershed. This was noted by both Danny
Smith of DWQ and Jean Manuell of the COE during their site visits.
3. The cost of construction of retaining walls along both sides of the creek would result in
excessive development costs at the site. And would also make long terns maintenance at the site
more difficult.
-------------------------------------------- -------- ---- -
P.O. Box 12015, Research Triangle Park, North Carolina 27709 • [phone] • FAX [phone]
Offices: Baltimore, MD • Frederick, MD • Chantilly,VA • Winchester, VA Fredericksburg, VA Richmond, VA • Roanoke, VA Danville, VA
Norfolk, VA • Williamsburg, VA • Charlotte, NC • Raleigh, NC Greensboro, NC • Wilmington, NC • Greenville. SC • Atlanta. GA
Wetlands Adjacent to Goose Creek
1. Please note that the stormwater detention pond has been divided and moved toward the center
of the site because of traffic requirements in the NCDOT guidelines as well as the City of Rocky
Mount. These agencies required the entrance ake the st rmw ter detention ponds more efficient
the mall across the street. This also serves
in removal of TSS (see calculations).
2. The wetlands at the site adjacent to the fill and uplands have already been significantly
disturbed by the fill placed previously at the site due to mall construction. This was noted by
both Danny Smith of DWQ and Jean Manuell of the COE who has already issued a 404 permit
on the site subject to 401 permitting by DWQ. The construction of detention basins will help to
mitigate this impact as well as that of the new development.
If you have any questions regarding the information contained in this letter, please do not hesitate
to contact our office.
Respectfully,
ENGINEERING CONSULTING SERVICES, LTD.
4 r
Ben' min V. Wilson, P.E.
Principal Engineer, Vice President
cc: Danny Smith, NCDENR Raleigh Regional Office
Lodestar, Inc.
BVW/afs
L:\dcpt6\proj ects\t28oo\\domey.doc
l
5. Vegetative Shelf
A vegetative shelf around the perimeter of the pond is required. The shelf shall be gently sloped (6:1
or flatter) and shall consist of native vegetation. Reference NCDENR Administrative Code Section
15A NCAC 2H .1000 Stormwater Management, December 1995, Section .1008, item e.9. Please
specify this on the engineering plans.
Sediment Removal
If the basin is proposed to be used as a sediment basin during construction, the plans must clearly
indicate that accumulated sediment will be removed prior to implementation as a wet detention
basin. Reference NCDENR Administrative Code Section 15A NCAC 2H. 1000 Stormwater
Management, December 1995, Section. 1008, item c.7
Operation and Maintenance Agreement
An operation and maintenance agreement is required. Reference NCDENR Administrative Code
Section 15A NCAC 2H.1000 Stormwater Management, December 1995, Section.1008, item i.
A stormwater control structure will not operate as designed without regular maintenance. Typical
requirements for an operation and maintenance plan include the following:
• Vegetation management/mowing schedule
• Semi-annual inspections
• Debris check after every storm event
• Benchmark for sediment removal (specific elevations listed)
• Designation of a responsible party
An example operation and maintenance plan is attached for your convenience. Please note that the
example plan is not site specific. Should you choose to use the example plan, it is necessary to
modify all of the "if' statements and provide specific benchmarks for sediment removal. The
operation and maintenance agreement must also be signed by the responsible party and notarized.
The requested information or a deadline extension request must be submitted within 30 days.
Division wetlands unit staff will strive to complete a final technical review within 10 working days of
receipt of the requested information. Completing the enclosed worksheet will greatly decrease the staff
review time. If you have any questions or would like to discuss this project, please contact me at (919)
733-1786.
Sincerely,
Todd St. John
Environmental Engineer
Attachments
cc: John Dorney/File, Wetlands/401 Unit
Raligh Regional Office
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., P.E., Director
AI --Jmmk VIVA
NCDENR
Division of Water Quality
February 5, 1999
Mr. Benjamin Wilson, PE
ECS, Ltd.
PO Box 12015
RTP, NC 27709
Subject: Cobb Corners Shopping Center
DWQ Project No. 981145
Nash County
Dear Mr. Wilson:.
The Wetlands Unit staff reviewed the stormwater management plans for the subject project and determined
that additional information is, necessary to complete the technical review process. The required additional
information is as follows:
Forebay
All stormwater wet detention basins are required to have a forebay to facilitate TSS removal. The
forebay should be approximately 20% of the total basin volume. Reference NCDENR
Administrative Code Section 15A NCAC 2H.1000 Stormwater Management, December 1995,
Section. 1008, item e.6 and NCDENR Stormwater Best Management Practices Manual, November
1995, page 4, item Le. Please revise the engineering plans to meet this requirement.
Inlet/Outlet Structure Location
The inlet and outlet structures must be placed to minimize short circuiting and turbulence. A long
flow path will help to maximize the settling efficiency of the water quality structure. The submitted
design will be subject to short circuiting in Pond 2 and in Pond 1 (a forebay should be designed to
increase the flow path). This issue may be addressed through structure relocation, baffles, forebays,
etc. Reference NCDENR Administrative Code Section 15A NCAC 2H .1000 Stormwater
Management, December 1995, Section. 1008, item e.4.
"Emergency" Drain
An drain must be provided to completely draw down the permanent pool volume. Reference
NCDENR Stormwater Best Management Practices Manual, November 1995, page 4, item 3.d.
Please specify this on the engineering plans and supply calculations.
4. Vegetated Side Slopes
The basin side slopes above the permanent pool down to the vegetative shelf must be stabilized with
vegetation and side slopes no steeper than 3:1 (horizontal to vertical). Reference NCDENR
Administrative Code Section 15A NCAC 2H.1000 Stormwater Management, December 1995,
Section .1008, item e.7 and e.8. Landscape information must be clearly stated on engineering plans.
4401 Reedy Creek Road, Raleigh, NC 27607 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
AAA
NCDENR
DIVISION OF WATER QUALITY
March 5, 1999
Memorandum To: John Dorney
¢i
From: Todd St. John /J
Subject: Lodestar, DWQ# 981145
Nash County
I have reviewed the subject stormwater management plan, and all aspects seem to
be adequate. The engineer indicated in the report that the site restrictions would not allow
for a built in "emergency" drain for one of the ponds. Instead, the engineer indicated in
the report that the applicant would use a pump to draw down the pond. Usually, a
statement in the maintenance agreement indicating the draw down method would be
preferred. However, due to our recent heavy workload, it would be better to approve the
plan based on the statement in the report alone. As such, I recommend that the
stormwater management plan be approved.

i
Project No. DWQ 0
Project Name: Lodestar Pond #2 (rear)
SUBMI77ED DESIGN: REQUIRED DESIGN:
elevations status
Bottom of Basin (ft) 95.5
Permanent Pool (ft) 103 7.5 ft. depth check depth
Temporary Pool (ft) 107.4 4.4 ft. depth ok

(?'' GAet, 5, `
2,,?
crrerr.ti
Permanent Pool SA (sq ft) 16000 11908 sq. ft. ok
Drainage Area (ac) 14.67
Impervious Area (ac) 13.23 90.2 °h

vohlm(es
Permanent Pool (cu ft) 39896
Temporary Pool (cu ft) 144258 45885 cu. ft.
° ok
Porebay (cu ft) 10819 27.1
h check forebay Cb
other parameters C 0VJ(yri4
SA/DA 0.013 1.86
Orifice Diameter (in) 3 0.35 cis drawdown
Design Rainfall (in) 1 4.8 day drawdown ok
Linear Interpolation of Correct SA/DA***
7.5 ft. Permanent Pool Depth
impervious SA/DA from Table
Next Lowest 70 1.48
Project Impervious 90.2 1.86
Next Highest 100 2.05
NOTES:
*This spreadsheet is designed to perform a quick preliminary check of design requirements and should not
be considered a complete evaluation of any project. Use 'tab' instead of 'enter' to automatically advance
to the next data entry window.
**'This spreadsheet is designed to roughly calculate the draw-down time using the average temporary pool
depth and the orifice equation to estimate the change in driving head over time.
***Calculation of the required design parameters requires the SA/DA be computed in the linear
interpolation table provided. If the project % impervious is an even value that can be found directly in
the table then enter this as either the next higher or lower value and complete the table.
l
0-3
Project No. DWQ 0
Project Name: Lodestar Pond #1 (front)
SUBMITTED DESIGN:
elevations
Bottom of Basin (ft)
Permanent Pool (ft)
Temporary Pool (ft)
(Ire(1S
Permanent Pool SA (sq ft)
Drainage Area (ac)
Impervious Area (ac)
volumes
Permanent Pool (cu ft)
Temporary Pool (cu ft)
Forebay (Cu ft)
other parameters
SA/DA
Orifice Diameter (in)
Design Rainfall (in)
84.5
92
107.37
29117
29.84
28.3
146578
373078
33770
0.0195
4
1
REQUIRED DESIGN:
status
7.5 ft. depth check depth 6k -
15.37 ft. depth ok
25372 sq. ft.
ok
94.8 %
97872 cu. ft.
23.0 %
1.95
1.16 cfs drawdown
3.7 day drawdown
Linear Interpolation of Correct SA/DA***
7.5 ft. Permanent Pool Depth
(I, Impervious SA/DA from Table
Next Lowest 70 1.48
Project Impervious 94.8 1.95
Next Highest 100 2.05
ok
check forebay r3 V
ok
NOTES
*This spreadsheet is designed to perform a quick preliminary check of design requirements and should not
be considered a complete evaluation of any project. Use 'tab' instead of 'enter' to automatically advance
to the next data entry window.
**This spreadsheet is designed to roughly calculate the draw-down time using the average temporary pool
depth and the orifice equation to estimate the change in driving head over time.
***Calculation of the required design parameters requires the SA/DA be computed in the linear
interpolation table provided. If the project 1/v impervious is an even value that can be found directly in
the table then enter this as either the next higher or lower value and complete the table.
State of North Carolina
Department of Environment
and Natural Resources / • •
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., P.E., Director
NCDENR
Division of Water Quality
February 5, 1999
Mr. Benjamin Wilson, PE
ECS, Ltd.
PO Box 12015
RTP, NC 27709
Subject: Cobb Corners Shopping Center
DWQ Project No. 981145
Nash County
Dear Mr. Wilson:
The Wetlands Unit staff reviewed the stormwater management plans for the subject project and determined
that additional information is necessary to complete the technical review process. The required additional
information is as follows:
Forebay
All stormwater wet detention basins are required to have a forebay to facilitate TSS removal. The
forebay should be approximately 20°h, of the total basin volume. Reference NCDENR
Administrative Code Section 15A NCAC 2H. 1000 Stormwater Management, December 1995,
Section. 1008, item e.6 and NCDENR Stormwater Best Management Practices Manual, November
1995, page 4, item Le. Please revise t e engineering plans to meet this requirement.
Inlet/Outlet Structure Location
The inlet and outlet structures must be placed to minimize short circuiting and turbulence. A long
flow path will help to maximize the settling efficiency of the water quality structure. The submitted
design will be subject to short circuiting in Pond 2 and in Pond I (a forebay should be designed to
increase the flow path). This issue may be addressed through structure relocation, baffles, forebays,
etc. Reference NCDENR Administrative Code Section 15A NCAC 2H .1000 Storniwater
Management, December 1995, Sec 'on .1008, item e.4. kill"
"Emergency" Drain nAn drain must be provided to completely draw pool volume. Reference
NCDENR Stormwater Best Management Pr ictices Manual, November 1995, page 4, item 3.d.
I or
Please specify this on the engineering and supply calculations.
Vegetated Side Slopes
The basin side slopes above the permanent pool down to the vegetative shelf must be stabilized with
vegetation and side slopes no steeper than 3:1 (horizontal to vertical). Reference NCDENR
Administrative Code Section 15A NCAC 2H.1000 Storm water Management, December 1995,
Section .1008, item e.7 and e.8. Landscape information must be clearly stated on engineering plans.
4401 Reedy Creek Road, Raleigh, NC 27607 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
1?,_/
Vegetative Shelf
A vegetative shelf around the perimeter of the pond is required. The shelf shall be gently sloped (6:1
or flatter) and shall consist of native vegetation. Reference NCDENR Administrative Code Section
15A NCAC 2H .1000 Stormw ter Management , December 1995, Section .1008, item e.9. Please
specify this on the engineers plans.
Sediment Removal
if the basin is proposed to be used as a sediment basin during construction, the plans must clearly
indicate that accumulated sediment will be removed prior to implementation as a wet detention
basin. Reference NCDENR Administrative Co e Section 15A NCAC 2H .1000 Stormwater
Management, December 1995, Section. 100item c.7
Operation and Maintenance Agreement
An operation and maintenance agreement is required. Reference NCDENR Administrative Code
Section 15A NCAC 2H .1000 Stormwater Management, December 1995, Section .1008, item i.
A stormwater control structure will not operate as designed without regular maintenance. Typical
requirements for an operation and maintenance plan include the following:
• Vegetation management/mowing schedule
• Semi-annual inspections
• Debris check after every storm event
• Benchmark for sediment removal (specific elevations listed)
• Designation of a responsible party
An example operation and maintenance plan is attached for your convenience. Please note that the
example plan is not site specific. Should you choose to use the example plan, it is necessary to
modify all of the "if" statements and provide specific benchmarks for sediment removal. The
operation and maintenance agreement must also be signed by the responsible party and notarized.
The requested information or a deadline extension request must be submitted within 30 days.
Division wetlands unit staff will strive to complete a final technical review within 10 working days of
receipt of the requested information. Completing the enclosed worksheet will greatly decrease the staff
review time. If you have any questions or would like to discuss this project, please contact me at (919)
733-1786.
Sincerely,
Todd St. John
Environmental Engineer
Attachments
cc: John Dorney/File, Wetlands/401 Unit
Raligh Regional Office
FREELAND AND KAUFFMAN, INC.
Eny/neers / 1 Landscape Arch/tects
209 West Stone Avenue
Greenville, South Carolina 29609
[phone]
FAX [phone]
TO NCDENR
LETTER OF TRANSMITTAL
Date February 25, 1999
Attention: Todd St. John
RE: Proposed Wal-Mart Store
Rocky Mount, NC
4401 Reedy Creek Road
Raleigh, NC 27607
We are sending to you Attached Under separate cover via the following:
[]Shop Drawings ? Prints ® Plans ? Paper Vellums ? Specifications
? Copy of Letter ? Change Order ? Disk []Other
I COPIES I DATE I NO. I DESCRIPTION I
2 I I I Revised Civil Plans J
2 Revised Stormwater Management Report
THESE ARE TRANSMITTED as checked below:
[]For approval []Approved as submitted []Resubmit copies for approval
®For your use []Approved as noted []Submit copies for distribution
®As requested []Return for corrections []Return corrected prints
?For review and comment ?
FOR BIDS DUE
PRINTS RETURNED AFTER LOAN TO US
REMARKS Revised Plans per your request.
COPY TO
Signed:
Scott K. Stannard

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Tricor Development Company / Cobb Corners Partnership
2. Print Owner/Signing Official's name and title (the person who is legally respcnsible for the facility and
its compliance):
Joe Looney President
3. Mailing Address for person listed in item 2 above:
181 North Harbor Drive, Suite E
Gty- Charolotte
State: N. C. Zip: 28036
Telephone Number. ( 7 0 4 ) 892-6505
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
Cobb Corners Shopping Center
5. Location of Facility (street address):
Intersection of Jeffrys Road and Benevenue Road
City. Rocky Mount, N.C. Nash
6. Directions to facility (from nearest major intersection):
Project is located on northwest corner of Jefrr s Road and
Benvenue Road '-hysical address will be within 1500 Block Benvenue
7. Latitude Longitude of facility
8. Contact person who can answer questions about the facility:
Name Scott K. Stannard Telephone Number. ( 864 )672-3417
II. PERMIT INFORMATION:
1. Specify whether project is (check one): x New Renewal Modification
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list
the exi rt pemut number and its issue date (if known)
Form SWU-l01 April 1998 Pate 1 of 4
.+rccuy u« cyye Of proleLt kcaie" ones:
Low Density X High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
LAMA Major X Sedimentation /Erosion Control _ 404 Permit
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater will be treated with the use of two ponds, both of
which will be wet ponds. All stormwater will be collected via
stormwater pipes and conveyed to the ponds Forebays will collect
the water and settle out solids. Water will be released over filters
2. Stormwater runoff from this project drains to the Tar River basin.
3. Total Project Area 4 4 . 5 acres 4. Project Built Upon Area. 93.3
5. How many drainage basins does the project have? 1
6. Complete the following information for each drainage basin. If there are more than two drainage basins in
the project, attach an additional sheet with the information for each basin provided in the same format as
below.
Basin Tifarthafian Draina" e Basin 1 , Lhina eE?2°
Receivin Stream Name Goos Branch
Receiving Stream Class
Drainage Basin Area 44.5
Existing Impervious* Area 7 acres
Proposed Impervious"Area 41.53 acres
'% Impervious" Area (total) 93.3
I ous "Surface Area

eB
Drainer5:.'
asm'1
. .

-

?L3rarnage°Bsin 1-
a
On-site Buildings 8.26 acres
On-site Streets
On-site Parkin
On-site Sidewalks 33.27 ac. combined
Other on-site
Off-site
Total: S= 41.53 E_
?'«f1Q1V&UK, "ICU is utpnea as me cuur upon area including, but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
7. How was the off-site impervious area listed above derived? By area calculations on comp-
uter drawings of site
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all low density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded.
Form SWU-101 April 1998 Page 2 of 4
--J i p--- _11, J.,...... -J ....., u.c •cz.viucu uccu acDUacuUiL" 'Ulu protective covenants for Was project
shall include all the items required by the permit, that the covenants will be binding on all parties and persons
clai ning under them, that they will nun with the land, that the required covenants cannot be changed or
deleted without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. AGENT AUTHORIZATION
If you wish to designate submittal authority to another individual or firm so that they may provide
information on your behalf, please complete this section:
Designated agent (individual or firm): Freeland and Kauffman Inc.
Mauling Addrt 209 West Stone Av
City _ Greenvi 1 1 P State: R r Zip: 996og
Phone: ( 8 6 4 1233-5497 ext 3417
VI. SUBMITTAL REQUUUUYf NTS
Fax: (_864 ) 33-891 5
This application package will not be accepted by the Division of Water Quality unless all of the applicable
items are included with the submittal.
1. Please indicate that you have provided the following required information by signing your initials in the
space provided next to each item.
Applicant's Initials
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable Supplement Form(s) for each BMP (see Attachment A)
• Permit application processing fee (see Attachment A)
• Two copies of plans and specifications including:
• Detailed narrative description of stormwater treatment/ management
• Two copies of plans and specifications, including:
- Development/ Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, parking, cul-de-sacs, sidewalks, and curb and gutter
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage basins delineated
- Vegetated buffers (where required)
VII. APPLICANTS CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Joe Looney
certify that the information included on this permit application form is correct, that the project will be
constructed in conformance with the approved plans, that the deed restrictions in accordance with Attachment
A of this form will be recorded with all required permit conditions, and that to the best of my knowledge the
proposed project complies with the requirements of 15A NCAC 2H .1000.
Tie: President
Form SWU-101 April 1998
Page 3 of 4
Dam 2-24-99
K1 1S1L111Y1L.LN 1 t1
1. Deed Restriction Language
The following statements must be recorded for all low density projects and for all projects that involve the
subdivision and selling of lots or outparcels:
1. No more than square feet of any lot, including that portion of the right-of-way between the
edge of pavement and the front lot line, shall be covered by impervious structures including
asphalt, gravel, concrete, brick, stone, slate or similar material but not including wood decking or
the surface of swimming pools. This covenant is intended to insure continued compliance with the
stormwater permit issued by the State of North Carolina. The covenant may not be changed or
deleted without the consent of the State.
2. No one may fill in, pipe, or alter any roadside swale except as necessary to provide a minimum
driveway crossing.
NOTE: If lot sizes vary significantly, the owner/developer must provide an attachment listing each lot
number, size and the allowable built-upon area for each lot.
For commercial projects that have outparcels or future development the following statements must also be
recorded:
3. The connection from the outparcel or future area into the stormwater system must be made into the
forebay such that short-circuiting of the system does not occur.
4. All built-upon area from the outparceI or future development must be directed into the permitted
stormwater control system.
5. Built-upon area in excess of the permitted amount will require a permit modification prior to
construction.
For curb outlet systems, the following statement in addition to items 1 and 2 above must be recorded:
6. No one may pipe, fill in or alter any designated 100 foot long grassed swale used to meet the
requirements of NCAC 2H .1008(g).
2. Supplement Forms
The applicable supplement form(s) listed below must be submitted for each BMP specified for this project:
Form SWU-102 Wet Detention Basin Supplement
Form SWU-103 Infiltration Basin Supplement
Form SWU-104 Low Density Supplement
Form SWU-105 Curb Outlet System Supplement
Form SWU-106 Off-Site System Supplement
Form SWU-107 Underground Infiltration Trench Supplement
Form SWU-108 Neuse River Basin Nutrient Management Strategy Supplement
3. Permit Application Fees (check made payable to NCDENR and submitted to the appropriate Regional
Office)
Type of Permit
Low Density
High Density
Other
Director's Certification
General Permit
New, Modification, or
Late Renewal
$225
$385
5225
$350
$50
Timely Renewal Without
Modification
n/a
$225
n/a
n/a
n/a
Form SW-U-101 April 1998 Pale 4 of 4
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provi e y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DW Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin supplement for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a signed and
notarized operation and maintenance agreement.
I. PROJECT INFORMATION (please complete the following information):
Project Name : Cobb Corners Shopping Center
Contact Person: Joe Looney Phone Number: (704 ) 892-6505
For projects with multiple basins, specify which basin this worksheet applies to: Basin #1 Basin Bottom Elevation 94. S ft.
Permanent Pool Elevation ft.
Temporary Pool Elevation 10-1. 3-7 ft.
Permanent Pool Surface Area 201,111 sq. ft.
Drainage Area 201.84 ac.
Impervious Area ZS-3 ac.
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
(410, s"1$ cu. ft.
3Z3,brjg cu. ft.
331'7 1 ti cu. ft.
SA/DA1 used
Diameter of Orifice
Design TSS Removal
_0-019T
4 . D in.
gs %
H. REQUIRED ITEMS CHECKLIST
(average elevation of the floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(water surface area at the orifice elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained above the permanent pool)
(surface area to drainage area ratio)
(85% TSS removal required, see item k below)
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Form SWU-lo2 Rev 1/August 1998 Page 1 of3
a. The temporary pool controls runoff from the 1 inch storm event.
b. The basin length to width ratio is greater than 3:1.
c. The basin side slopes above the permanent pool are no steeper than 3:1.
d. A submerged and vegetated perimeter shelf at less than 6:1 is provided (show detail).
e. Vegetation above the permanent pool elevation is specified.
f. An emergency drain is provided to empty the basin. 5% RZPc jz-r
g. The permanent pool depth is between 3 and 6 feet (required minimum of -3 feet). ?. S
h. The temporary pool draws down in 2 to 5 days.
i. A trash rack is provided for both the overflow and orifice.
j. The forebay volume is approximately equal to 20% of the total basin volume.
k. Sediment storage is provided in the permanent pool.
1. A 30=foot vegetative filter is provided at the outlet2 (include erosive flow calculations)
4LUFQY_
1) U in. Recorded drainage easement for each basin including access to nearest right-of-way.
n. A site specific operation and maintenance (O&M) plan is provided.
o. A vegetation management/mowing schedule is provided in the O&M plan.
p. Semi-annual inspections are specified in the O&M plan.
q. A debris check to be performed after every storm event is specified in the O&M plan.
r. Specific clean-out benchmarks are specified in the O&M plan (elevation or depth).
s. A legally responsible party is designated in the O&M plan3 (include name and title).
t. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified to be performed prior to use as a wet detention basin.
Footnotes:
1 When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious /o and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
= The requirement for a vegetative filter may be waived if the wet detention basin is designed to meet 90% TSS removal.
3 The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, forebay, non-integrated pretreatment
systems (pretreatment other than forebays), and the vegetated filter if one is provided.
This system (check one) Q'does ? does not incorporate a vegetated filter.
This system (check one) ? does Vdoes not incorporate non-integrated pretreatment.
Maintenance activities shall be performs as follows:
1. After every significant runoff producing rainfall event and at least monthly:
Form SWU-102 Rev 1/August 1998 Page 2 of3
Applicants Initials
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation, grass
cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth. Removed sediment shall be disposed of in an appropriate
manner and shall not be handled in a manner that will adversely impact water quality (i.e. stockpiling near a
wet detention basin or stream, etc.).
The original design depth is: `1 .,s ;=-T
The sediment removal benchmar depth is: S . t GT
5. Remove cattails and other indigenous wetland plants when they cover 75% of the basin surface. These
plants shall be encouraged to grow along the basin perimeter.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the above
maintenance procedures. I agree to notify DWQ of any problems with the system or changes in the name of the
project, responsible party, or address.
Print name: -)6F- Lac, o r.!,7
Address: 181 (.? • ??ftgor? 'DIL%%/F_ 1 Su 1 ME ?
Phone: (-?b41 $97_- (oSD5
Title: c, r,C.A-r
Signature:
Date:
I, P14 ILL D L P_& Syc! Alp- , a Notary Public for the State of S? ?P
County of 6?4E u v ? C; - , do hereby certify that 76r=
personally appeared before me this day of f , 19 Cam, and acknowledge the
due execution of the forgoing infiltration system maintenance requirements. Witness my hand and official seal,
4commmisssion, y expires i? Z . Z? 1, SEAL
Form SWU-102 Rev 1/August 1998 Page 3 of 3
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(1o be provi e y T
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan -submittal includes a wet detention basin supplement for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a signed and
notarized operation and maintenance agreement.
1. PROJECT INFORMATION (please complete the following information):
Project Name : CoRg Cn1C.1. u_6 1-loW )g4 Cc a rr'12
Contact Person: Phone Number: Qo_4 _ loSoS
For projects with multiple basins, specify which basin this worksheet applies to: BA-510 42 6P?,ARA
Basin Bottom Elevation _Ift q5.5 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 10,3 ft. (elevation of the orifice)
Temporary Pool Elevation td1, 4 ft. (elevation of the discharge structure overflow)
Permanent Pool Surface
Drainage Area
Impervious Area
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
?,rea ,D00 sq. ft.
ac.
'07 ac.
%.9 Co cu. ft.
14 4 125g cu. ft.
ko 1 $19 cu. ft.
(water surface area at the orifice elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained above the permanent pool)
SA/DA1 used o . dl '5 (surface area to drainage area ratio)
Diameter of Orifice 3 in.
Design TSS Removal gs % (85% TSS removal required, see item k below)
H. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Form SWU-102 Rev 1/August 1998 Page 1 of 3
, Applicants Initials
a. The temporary pool controls runoff from the 1 inch storm event.
b. The basin length to width ratio is greater than 3:1.
c. The basin side slopes above the permanent pool are no steeper than 3:1.
d. A submerged and vegetated perimeter shelf at less than 6:1 is provided (show detail).
e. Vegetation above the permanent pool elevation is specified.
f. An emergency drain is provided to empty the basin.
g. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet) .-I , S
h. The temporary pool draws down in 2 to 5 days.
i. A trash rack is provided for both the overflow and orifice.
j. The forebay volume is approximately equal to 20% of the total basin volume.
k. Sediment storage is provided in the permanent pool.
1. A 3046ot vegetative filter is provided at the outlet2 (include erosive flow calculations)
m. Recorded drainage easement for each basin including access to nearest right-of-way.
n. A site specific operation and maintenance (O&M) plan is provided.
o. A vegetation management/mowing schedule is provided in the O&M plan.
p. Semi-annual inspections are specified in the O&M plan.
q. A debris check to be performed after every storm event is specified in the O&M plan.
r. Specific clean-out benchmarks are specified in the O&M plan (elevation or depth).
s. A legally responsible party is designated in the O&M plan3 (include name and title).
t. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified to be performed prior to use as a wet detention basin.
Footnotes:
1 When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 The requirement for a vegetative filter may be waived if the wet detention basin is designed to meet 90% TSS removal.
3 The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, forebay, non-integrated pretreatment
systems (pretreatment other than forebays), and the vegetated filter if one is provided.
This system (check one) CYdees ? does not incorporate a vegetated filter.
This system (check one) ? does 9-does not incorporate non-integrated pretreatment.
Maintenance activities shall be performs as follows:
After every significant runoff producing rainfall event and at least monthly:
Form SWU-102 Rev 1/August 1998 Page 2 of3
5
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation, grass
cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth. Removed sediment shall be disposed of in an appropriate
manner and shall not be handled in a manner that will adversely impact water quality (i.e. stockpiling near a
wet detention basin or stream, etc.).
The original design depth is: S Pr
The sediment removal benchmar depth is: 5 • co
5. Remove cattails and other indigenous wetland plants when they cover 75% of the basin surface. These
plants shall be encouraged to grow along the basin perimeter.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the above
maintenance procedures. I agree to notify DWQ of any problems with the system or changes in the name of the
project, responsible party, or address.
Print name: J&V- L„do4JE,7 5v,-1r" E,
Address: I& 1J. 40'RAh::'@_ "DR.I y C , -D Ay i Sod + fV C 2r^w3b
Phone:_ 7Zo4 - ec)Z_ (o6oS
Title: 'PC, 0 <I nc '' -V-
Signature:
Date: '7 ' _
I, A'P , a Notary Public for the State of
yl
County of 6pP_ ?.LL>J?? f , do hereby certify that ?p CD 0V personally appeared before me this -Z day of , 19-?G , and acknowledge the
due execution of the forgoing infiltration system maintenance requirements. Witness my hand and official seal,
My( commission expires
SEAL
Form SWU-102 Rev 1/August 1998 Page 3 of 3
1'
POND MAINTENANCE REQUIREMENTS
Project Name: Cobb Corners Shopping Center, Rocky Mount, N.C.
Permittee: Cobb Corners Partnership
Address : -181 N. Harbor Dr. Suite E, Davidson, NC 28036 Phone No. 704 892-6505
Monthly, or after every runoff producing rainfall event, whichever comes first:
A. Inspect the trash rack; remove accumulated debris, repair / replace if it is not
functioning.
B. Inspect and clear the orifice of any obstructions. If a pump is used as the
drawdown mechanism, pump operation will be checked. A log of test runs of the
pump will be kept on site and made available to DWQ personnel upon request.
C. Inspect the pond side slopes and grassed inlet swales; remove trash, and repair
eroded areas before the next rainfall event.
D. If the pond is operated with a vegetated filter, the filter will be checked for
sediment accumulation, trash accumulation, erosion and proper operation of the
flow spreader mechanism. Repairs/cleaning will be done as necessary.
II. Quarterly (Four times a year):
A. Inspect the collection system (i.e. catch basins, piping, grassed swales) for proper
functioning. Accumulated trash will be cleaned from the basin grates, basin
bottoms, and piping will be checked for obstructions and cleared as required.
B. Pond inlets will be checked for undercutting. Riprap or other energy dissipation
structures will be replaced, and broken pipes will be repaired.
III. Semi-annually (twice a year):
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The forebay depth will be checked at various points. Sediment removal is
required when the depth is reduced to 75% of the original forebay design depth of
5.0 feet for the front pond and 4.0 feet for the rear pond.
C. Grassed swales, including the vegetated filter if applicable, will be re-seeded
twice a year as necessary.
f
POND MAINTENANCE REQUIREMENTS
PAGE 2
IV. Annually (Once a year):
A. The pond depth will be checked at various points. Sediment removal is required
when the depth is reduced to 75% of the original design depth or 5.6 feet,
whichever is greater. The design depth for both of the ponds is 7.5 feet, therefore
the 5.6 foot minimum would apply. The depth is measured vertically from the
orifice down to the pond's bottom. Sediment must be removed to at least the
original design depth.
V. General:
A. Mowing of the side slopes will be accomplished according to the season.
Maximum grass height will be 6".
B. Cattails are encouraged along the perimeter, however they will be removed when
they cover more than '/z the surface area of the pond. The best time to cut them is
at the end of the growing season, in November. Environmentally sensitive
chemicals for use in killing cattails can also be used. Contact your nearest
Agricultural Extension Agent.
C. The orifice is designed to draw down the pond in the 2-5 days. If drawdown is not
accomplished in that time, the orifice will be replaced with a larger or smaller
orifice. Slow drawdown may be attributed to a clogged system. The source of the
clogging will be found and eliminated.
D. All components of the detention pond systems (2) will be kept in good working
order. Repair or replacement components will meet the original design
specifications as per the approved stormwater plan. If previously approved
components are determined to be ineffective, the component must be redesigned
and/or replaced.
VI. Special Requirements:
I, 2, oF- Lcomg , hereby acknowledge that I am the financially
responsible party for maintenance of this detention pond. I will be responsible for the
performance of the maintenance as outlined above, as part of the Stormwater
Management Permit received for this project.
Signature: Date: T1 n41
STORMWATER
MANAGEMENT REPORT AND
PIPE CALCULATIONS
COBB CORNERS SHOPPING CENTER
TRICOR DEVELOPMENT COMPANY
ROCKY MOUNT, N.C.
ORIGINAL SUBMITTAL
IZ •92/24/99
REVISED
2/24/99
L-
-71
FREELAND S KAUFFMAN, INC.
ENGINEERS - LANDSCAPE ARCHITECTS
209 WEST STONE AVE.
GREENVILLE, SOUTH CAROLINA 29609
,.•`'' CA
SEAL
10555
y
Wal-Mart Shopping Center
Tricor Development Co.
N.C. Highway 43 at Jeffery's Road
City of Rocky Mount
Nash County, N.C.
STORMWATER MANAGEMENT REPORT
The following is the stormwater management report for the new Wal-Mart Shopping Center to be
built along N.C. Highway 43 in Rocky Mount, N.C. The site will be developed to contain +/-
156,000 s.f. of Retail Shops and Commercial Development and a +/- 203,750 s.f. Wal-Mart Store
and all the parking, landscaping and utilities to accompany the buildings. The layout also contains
4 areas of residual property that may be developed at a latter date. These properties are located on
the east property line at Benvenue Road and on the south property line along Jefferey's Road.
There are no areas of "off-site" runoff that affect the site since all off-site runoff will be directed
around the site. The off-site runoff is being picked up with new pipes and ditches and are being
directed around the new ponds. For this reason we can exclude the off site areas from the pond
calculations. All graded areas will be immediately stabilized with grass.
Construction will include the buildings plus accompanying parking and landscape areas. The
stormwater system will utilize both sheet flow across the pavement and underground pipes that
will convey runoff to two ponds located at the western edge of the property next to Goose Creek.
These ponds will be common ponds sized to handle the Wal-Mart Center, the retail shops, the
residual property, and all parking areas. Per N.C. state regulations, the ponds are sized to handle
the first 1 " of runoff while maintaining the water quality to capture 85% of the total suspended
solids (TSS). The ponds will also capture and store a large portion of the 100 year storm and pass
the remaining runoff through the outlet structures. The I" release will be restricted to be released
over a 2 day period. A very small amount of runoff will directly enter the creek to the west of the
site from the grassed slopes along the west side of the development.
The stormwater ponds will also serve as the sedimentation and erosion control ponds during the
construction phase. This will be accomplished by the availability of 7 feet of depth in each pond
and this will provide more than adequate storage volume for the sediment. The release pipe will be
protected during construction to keep it from being plugged and the ponds will be cleaned of silt
when each has collected one half of its storage volume in sediment. Since the ponds are wet
ponds no dewatering pipe is needed but an emergency release will be provided to allow for
servicing of the outlet structure and pond. After the site has been completely stabilized the ponds
will be cleaned of silt to their final configuration. The erosion and sediment control calculations
are also included in this report.
The stormwater runoff calculations shown in this report are based on the SCS TR-55 Method as
required by the City of Rocky Mount and the North Carolina Department of Environment and
Natural Resources.
Exlstina Conditions:
The site is comprised of a large field of grass and some large areas of woods. There is also a small
area (+/- 5.0 acres) that is currently an abandonded school that will be demolished and removed.
The total site is comprised of +/- 50.0 acres with about 40 acres being graded in the development.
There is also an area to the north of the site that drains onto the property and is picked up by an
existing ditch. The ditch then leads to an existing man-made pond located in the "middle" of the
property. There is also a small creek named Goose Creek that runs north to south along the
western property line.
All the runoff currently drains via sheet flow and shallow concentrated flow from northeast to
southwest across the site. The site is further divided into smaller drainage basins that flow the
same direction by the ditch and pond. Slopes vary from 1 to 5 percent with the flatter areas being
adjacent to the 6envenue Road a steeper area in the middle of the site, and some flatter areas near
the creek.
The closest body of water to the site is the before mentioned small creek which leads south. A
small portion of the site is within the 100 year "flood fringe" and a smaller area being within the
100 year "floodway". This information is per the survey provided by Joyner, Keeny & Associates
dated September 30, 1998.
Developed Conditions:
The area draining to the front stormwater pond is comprised of 29.84 acres in total with 28.3
acres being impervious area. As stated before, no off-site areas will be included as all these areas
will be routed around the development. The 29.84 acres includes the residual property areas and
we assumed these areas being 85% impervious when developed.
The rear pond is comprised of 14.67 acres in total with 13.23 acres being impervious. Again, all
off-site runoff will be directed around the site. For both the front and rear ponds all remaining
property will be grassed with a permanent grass mixture upon completion of grading. There is also
a 14' wide landscape area that has been designated around the perimeter of the parking lot that
will include trees and shrubs.
The slopes of the parking lot will range from I% to 3.0 % with driveways ranging up to 8% and will
drain to a series of catch basins which will lead via underground pipes to the detention pond or via
sheet flow across the pavement to the ponds. There will also be a new ditch and 60" pipe installed
at the rear of the Wal-Mart Store to catch the off-site runoff and direct it around the site. The
outlets into the pond will be submerged in a permanent pool and therefore will not have rip-rap
aprons.
There will also be a small area that we will let runoff directly to the creek. This area is located
along the fill slope on the western side of the parking lot. Since the bottom of the slope is below
the pond elevation this area can not enter the pond. This should not pose any problems since the
ponds "overstore" the runoff and the total release from the site will still be minimal. The
hydrographs will show that for the 100 year condition the ponds handle and pass the runoff
without overtopping the ponds.
Runoff Calculations;
The runoff for both of the ponds will be based on the first one (1) inch of runoff over the entire
drainage basin. The 100 year runoff to each pond will be calculated using the TR-55 Method. This
method considers land use, time of travel for runoff, and rainfall events as prescribed by the US
National Weather Service for this particular area, and the size of the area to determine stormwater
runoff. The equation used is as follows:
The rainfall amounts will vary based on the design storm and these numbers are taken from the
precipitation maps issued by the U.S. National Weather Service. The area is also analyzed to
determine it current land use and a Runoff Curve Number is then generated for the site. Next the
time of concentration (travel in minutes) of the runoff from the most remote point of the drainage
basin to the outlet point is determined and these items are used in the calculations to determine
the runoff Q.
First 1 " of Runoff:
The first 1" of runoff is calculated for the entire drainage basin. Based on 1" of runoff for the site
the results are as follows: (see included hand calculations)
Front Pond: Area Rear Pond: Area =
29.84 acres. 14.67 acres.
Vol. = 108,319 c.f. Vol. = 53,252 c.f.
SA / DA Calculations:
Per the State of North Carolina requirements the Surface Area to Drainage Area ratio must be
calculated to find the required pond surface and depth. This calculation is based on the ratio of
paved area to total area for each pond. The calculations are included in handwritten form in this
report. The results show that both ponds receive areas that are over 90% impervious. Based on
the state requirements the depth of each pond shall be 7.5 feet. The surface areas provided at the
top of the wet storage are as follows:
Front Pond Required Rear Pond Required
Surface Area Surface Area - 8307
25,347 s.f: s.f.

Provided = 29,117 s.f. Provided= 16,000 s.f.
The depth and surface areas provided are based on 85% removal of TSS. This presumes using a 30
foot Vegetated Filter.
Total Stonae Regurrements:
The ponds are then checked for total storage for the 7.5 feet of permanent water plus the required
1 " runoff volume.
Front Pond _I"Storage Rear Pond I " Storage
Requirements Requirement=
108,319 c.f. 53,252 c.f.
I Provided = 226,500 I Provided = 105,117
c.f. c.f.
As can be seen both ponds will provide the required storage for both the permanent pool and the
first 1" of Storage.
Forebay Design:
The two ponds will each have a "forebay" that serves to help in the settlement of suspended solids.
The forebays are sized based on 20% of the total volume. These areas are then shown in the pond
by grading in a "berm" that separates the forebay area from the main pond. All inlets into the pond
are supposed to enter into the forebay first. The top if the forebay berm is below the permanent
water table. For the rear pond "Basin Number 1 " the forebay has a total volume of 33,769 cubic
feet. This represents 23 percent of the total volume. The front pond, "Basin Number 2" has a
forebay volume of 29,077 cubic feet. This represents a volume of 27% of the total pond volume.
The two ponds also have a vegetative shelf that has a maximum slope of 6:1 and is 10 feet wide.
This shelf is shown on the Phase II Sediment and Erosion Control Plan to be planted with aquatic
species per the Maryland DNR requirements as referenced by the N.C.D.N.R. Best Management
Practices.
Primary Release:
The primary release for each pond will be a small orifice sized to release the runoff over a two day
period. Based on the 1" volume this comes out to 0.31 cfs for the rear pond and 0.63 cfs for the
front pond. Based on these release rates we size an orifice using the orifice at the top of the
permanent pool elevation and the head being the top of the 1" storage volume. From this we
calculate the orifices to be 3.0" for the rear pond and 4.0" for the front pond. Rather than put an
open orifice in each riser we will install an equivalent pipe size and turn the inlet down into the
permanent pool. This will keep floating debris from leaving the ponds and will keep the openings
from clogging.
100 Year Storm Design:
The ponds do not have emergency spillways due to site constraints. Subsequently, the ponds must
be able to handle the runoff without overtopping. The 100 year design will be based on passing
the 100 year runoff after the first 1" of runoff has been stored. Based on this premise the
calculations are based on available volume and head. For the Front Pond the 100 year runoff is
356 cfs. First calculations are performed to size a riser to pass this runoff with a prescribed
amount of freeboard. Each pond should have 1 foot of freeboard during the 100 year storm. The
top of the riser will be at the top of the 1 " storage elevation (i.e. 95.0). With 1 foot of freeboard
this mean head equal 2 feet. From weir calculations this means a 38 foot weir is needed.
Therefore use a 10 x 10 box for 40 feet. Then a barrel must be sized to carry the water. With the
maximum storage elevation being 97.0 the volume used at this elevation is 357,403 c.f.
Subtracting off the wet storage gives an available volume of 210,824 c.f.. Plugging this number
back into the TR-55 calculations for Vs/Vr and Qo/Qi and figure 6-1 we know the Vr or runoff
volume and we know the storage vooume. Using this we can get the ratio. We also know the Q in
is the 100 year runoff. Based on all this we can calculate the Q out. For the front pond we
calculate the outflow to be 201 cfs. Size a barrel to operate under head to pass 201 cfs. Using the
orifce equation the required pipe is 54". Doing the same calculations for the rear pond the
required riser is an 8'x8" box and the barrel is 42".
For more detailed calculations refer to the included hand and TR-55 calculations.
Emergency Drains:
Since the ponds are wet pond (permanent pool) it is recommended that they be equipped with
emergency drains to allow for the pond to be drained if needed to permit corrective work to be
performed on the outlet structure and/or the pond. The emergency drain, per State of N.C.
requirements should be sized to release the water over a 24 hour period. For the front pond this
permanent water volume 146,578 c.f. Releasing this over a 24 hr, period equates to a release rate
of 1.7 cfs. From this we determine that a 5" orifice will be required. This orifice would be installed
at the bottom elevation of the pond. Due to topographic constraints, if an orifice were installed at
this elevation the orifice would not be able to positive drain to any outfall. Therefore, on the front
pond no emergency drain can be installed. Instead, the front pond must be pumped down by
pumping the water into the outlet structure over a 24 hour period.
The rear pond will have an emergency drain sized the same way as the one on the front pond.
From these calculations it is found that a 3 inch orifice will drain the pond over a 24 hour period.
This 3 inch orifice will be placed at the bottom of the outlet structure and will remain plugged until
time to service the pond.
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 Greenville. West Stone Avenue Jobe IJ Job No. South Carolina 29609 . Date
Telephone [phone] Com uted B
Fax [phone] p y
Checked By
Date
REFERENCE I Calculation For: SuF FACE AF EA f1i''" ' a" ?N'" Diselpllrre:
qLT,-hI o POh1D

IMPFkTV1 U l_I ` 4R _ 1 31 /?C

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Sheet of
85%a TSS REMOVAL ?-
30 FOOT VEGETATED FILTER REQUIRED
DEPTH 3' 3.5' 4.0' 4.5' 5.0' 5.5' 6.0' 6.5' 7.0' 7.5'
IMP
10%

20%
30%
40%

50%
60%
700/10

80%

90%
100%
*Revised 10/31/97 .9

1.7
2.5
3.4

4.2
5.0
6.0

6.8

7.5
8.2 .8

1.3
2.2
3.0

3.7
4.5
5.2

6.0

6.5
7.4 .7

1.2
1.9
2.6

3.3
3.8
4.5

5.2

5.8
6.8 .6

1.1
1.8
2.4

3.0
3.5
4.1

4.7

5.3
6.2 .5

1.0
1.6
2.1

2.7
3.2
3.7

4.2

4.8
5.6
0
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1.5
1.9

2.4
2.9

*3.3

3.7
4.3
5.0
0
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1.3

1.6
2.1
2.6

2.9

3.2
3.8
4.4
0
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1.2

1.4
1.8
2.3

2.5

2.7
3.3
3.8
0
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1.0

1.1
1.5
2.0

2.1

2.2
2.8
3.2
0
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1.0
1.3
1.6

1.8

2.0
1.3
2.6
7
t "
Note: The required surface area calculated from the tables is to be provided at the perm 4.3 3.6
anent pool elevatior.
90% TSS REMOVAL
NO VEGETATED FILTER REQUIRED
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue
Greenville, South Carolina 29609 Job
Job No. Date =
Telephone [phone] Con1 uteri 6 7W C
p y
Fax [phone]
Checked 5y Date
REFERENCE Calculation For: Rg:AK nt Aid DiocipllrW:

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FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue
Greenville, South Carolina 29609 Job
Telephone [phone]
Fax [phone]

REFERENCE Calculation Far: - Co1,IT Job No. Date
Computed Dy Tl,j

Checked Dy Date
Discipline:

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Sheet of
FREELAND and KAUFFMAN, INC.
ENG/NEERS - LANDSCAPE ARCHITECTS
209 West Stone Avenue
Greenville, South Carolina 29609 Job Job No. Date
Telephone [phone] Computed Dy TIJ L
Fax [phone]
Checked Dy Date
KEFERENCE Calculation For: Discipline:
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Sheet of
FREELAND and KAUFFMAN, INC.
-r
ENGINEERS • LANDSCAPE ARCHITECTS
209 West Stoma Avenue
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
REFERENCE I Calculation For:
Job
Job No. Date
Computed 5y
Checked By Date
Dl5eipllrv:
Input requirements and procedures
Use figure 6-1 to estimate storage volume (Vd
required or peak outflow discharge (qo). The most
frequent application is to estimate V,, for which the
required inputs are runoff volume (V,), qo, and peak
inflow discharge (qi). To estimate qo, the required
inputs are Vr, V,, and qi.
Ln L
? I?
v ,d
G1 ?
E E
O ?
w
.3
o ?
Cr
2

Estimating V,
Use worksheet 6a to estimate Vs, storage volume
required, by the following procedure.
1. Determine qo. Many factors may dictate the
selection of peak outflow discharge. The most
common is to limit downstream discharges to a
desired level, such as predevelopment discharge.
Another factor may be that the outflow device
has already been selected.
2. Estimate qi by procedures in chapters 4 or 5. Do
not use peak discharges developed by any other
procedure. When using the Tabular Hydrograph
method to estimate qi for a subarea, only use

I

I I

i

Types I I & I II
i I I .

' i ? I I I
i N
I
? i I I I
?
I ? I I
I l I Types I & IA
I ? 1
I

I i ? I ? I ? I

I I
I I I

I
_ I i I
?, I I I
•4 .5 .6
Peak outflow discharcLe
qo)
Peak inflow discharge (qi
Figure 6•1.-.approximate detention basin routing for rainfall types I. IA. II. and 111.
.7 .8
')'-2 " (21(1-VI-TR.5.5. Second Ed., .June 1986)
Hydrograph Plot
English
Hyd. No. 1
DRAIN TO REAR POND
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 14.67 ac
= 0.0%
= USER
= 8.80 in
= 24 hrs
Peak discharge = 173.76 cfs
Time interval = 2 min
Curve number = 94
Hydraulic length = 906 ft
Time of conc. (Tc) = 4.2 min
Distribution = Type II
Shape factor = 484
Total Volume = 403,275 cult
Cl
1 - SCS Runoff -100 Yr - Qp = 173.76 ds
/ Hyd. 1
Time (hrs)
0 5 10 15 20
Reservoir Report Page 1
English
Reservoir No. 1 - POND BEHIND STORE
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
ft ft
0.00
0.50
2.50
4.50
6.50
8.50
10.50
12.50
Contour area Incr. Storage Total storage
sgft cuft cuff
308 0 0
569 219 219
2,097 2,666 2,885
5,755 7,852 10,737
10,994 16,749 27,486
19,311 30,305 57,791
26,095 45,407 103,198
33,814 59,909 163,107
95.50
96.00
98.00
100.00
102.00
104.00
106.00
108.00
Culvert / Orifice Structures
[A] [B] [C]
Rise in = 36.0 3.0 0.0
Span in = 36.0 3.0 0.0
No. Barrels = 1 1 0
Invert El. ft = 95.50 103.00 0.00
Length ft = 46.0 0.1 0.0
Slope % = 2.17 0.10 0.00
N-Value = .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.00
Multi-Stage = ----- Yes No
Weir Structures
[D] [A] [B] [C] [D]
0.0 Crest Len ft = 32.0 0.0 0.0 0.0
0.0 Crest El. ft = 105.60 0.00 0.00 0.00
0 Weir Coeff. = 3.00 0.00 0.00 0.00
0.00 Eqn. Exp. = 1.50 0.00 0.00 0.00
0.0 Multi-Stage = Yes No No No
0.00
.000
0.00
No Tailwater Elevation = 0.00 ft
Stage / Storage / Discharge Table
Note: All outflows have been analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 95.50 0.00 0.00 --- --- 0.00 --- --- --- 0.00
0.05 22 95.55 0.02 0.00 --- --- 0.00 --- --- --- 0.00
0.10 44 95.60 0.09 0.01 --- --- 0.00 --- --- --- 0.01
0.15 66 95.65 0.20 0.01 --- --- 0.00 --- --- --- 0.01
0.20 88 95.70 0.36 0.02 --- --- 0.00 --- --- --- 0.02
0.25 110 95.75 0.49 0.02 --- --- 0.00 --- --- --- 0.02
0.30 131 95.80 0.76 0.03 --- --- 0.00 --- --- --- 0.03
0.35 153 95.85 0.97 0.03 --- -- 0.00 --- --- --- 0.03
0.40 175 95.90 1.38 0.04 --- --- 0.00 --- --- --- 0.04
0.45 197 95.95 1.68 0.05 --- --- 0.00 --- --- --- 0.05
0.50 219 96.00 2.00 0.05 --- --- 0.00 --- --- --- 0.05
Continues on next page...
POND BEHIND STORE
Stage / Storage / Discharge Table
Page 2
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.70 486 96.20 3.69 0.08 --- --- 0.00 --- --- --- 0.08
0.90 752 96.40 5.99 0.12 --- --- 0.00 --- --- --- 0.12
1.10 1,019 96.60 8.90 0.16 --- --- 0.00 --- --- --- 0.16
1.30 1,285 96.80 11.67 0.20 --- --- 0.00 --- --- --- 0.20
1.50 1,552 97.00 14.74 0.23 --- --- 0.00 --- --- --- 0.23
1.70 1,819 97.20 18.80 0.28 --- --- 0.00 --- --- --- 0.28
1.90 2,085 97.40 22.25 0.31 --- --- 0.00 --- --- --- 0.31
2.10 2,352 97.60 26.45 0.35 --- --- 0.00 --- --- --- 0.35
2.30 2,618 97.80 30.46 0.38 --- --- 0.00 --- --- --- 0.38
2.50 2,885 98.00 34.10 0.41 --- --- 0.00 --- --- --- 0.41
2.70 3,670 98.20 37.62 0.44 --- --- 0.00 --- --- --- 0.44
2.90 4,455 98.40 40.61 0.46 --- --- 0.00 --- --- --- 0.46
3.10 5,241 98.60 43.05 0.46 --- --- 0.00 --- --- --- 0.46
3.30 6,026 98.80 45.66 0.46 --- --- 0.00 --- --- --- 0.46
3.50 6,811 99.00 48.13 0.46 --- --- 0.00 --- --- --- 0.46
3.70 7,596 99.20 50.48 0.46 --- --- 0.00 --- --- --- 0.46
3.90 8,381 99.40 52.72 0.46 --- --- 0.00 --- --- --- 0.46
4.10 9,167 99.60 54.87 0.46 --- --- 0.00 --- --- --- 0.46
4.30 9,952 99.80 56.94 0.46 --- --- 0.00 --- --- --- 0.46
4.50 10,737 100.00 58.94 0.46 --- --- 0.00 --- --- --- 0.46
4.70 12,412 100.20 60.88 0.46 --- --- 0.00 --- --- --- 0.46
4.90 14,087 100.40 62.75 0.46 --- --- 0.00 --- --- --- 0.46
5.10 15,762 100.60 64.57 0.46 --- --- 0.00 --- --- --- 0.46
5.30 17,437 100.80 66.34 0.46 --- --- 0.00 --- --- --- 0.46
5.50 19,112 101.00 68.06 0.46 --- --- 0.00 --- --- --- 0.46
5.70 20,786 101.20 69.74 0.46 --- --- 0.00 --- --- --- 0.46
5.90 22,461 101.40 71.38 0.46 --- --- 0.00 --- --- --- 0.46
6.10 24,136 101.60 72.99 0.46 --- --- 0.00 --- --- --- 0.46
6.30 25,811 101.80 74.56 0.46 --- --- 0.00 --- --- --- 0.46
6.50 27,486 102.00 76.10 0.46 --- --- 0.00 --- --- --- 0.46
6.70 30,517 102.20 77.60 0.46 --- --- 0.00 --- --- --- 0.46
6.90 33,547 102.40 79.08 0.46 --- --- 0.00 --- --- --- 0.46
7.10 36,578 102.60 80.53 0.46 --- --- 0.00 --- --- --- 0.46
7.30 39,608 102.80 81.96 0.46 --- --- 0.00 --- --- --- 0.46
7.50 42,639 103.00 83.36 0.46 --- --- 0.00 --- --- --- 0.46
7.70 45,669 103.20 84.74 0.00 --- --- 0.00 --- --- --- 0.00
7.90 48,700 103.40 86.09 0.12 --- --- 0.00 --- --- --- 0.12
8.10 51,730 103.60 87.43 0.16 --- --- 0.00 --- --- --- 0.16
8.30 54,761 103.80 88.74 0.19 --- --- 0.00 --- --- --- 0.19
8.50 57,791 104.00 90.04 0.22 --- --- 0.00 --- --- --- 0.22
8.70 62,332 104.20 91.31 0.25 --- --- 0.00 --- --- --- 0.25
8.90 66,872 104.40 92.57 0.27 --- --- 0.00 --- --- --- 0.27
9.10 71,413 104.60 93.82 0.29 --- --- 0.00 --- --- --- 0.29
9.30 75,954 104.80 95.04 0.31 --- --- 0.00 --- --- --- 0.31
9.50 80,495 105.00 96.25 0.32 --- --- 0.00 --- --- --- 0.32
9.70 85,035 105.20 97.45 0.34 --- --- 0.00 --- --- --- 0.34
9.90 89,576 105.40 98.63 0.36 --- --- 0.00 --- --- --- 0.36
10.10 94,117 105.60 99.80 0.37 --- --- 0.00 --- --- --- 0.37
10.30 98,657 105.80 100.95 0.39 --- --- 8.58 --- --- --- 8.97
10.50 103,198 106.00 102.09 0.40 --- --- 24.29 --- --- --- 24.69
10.70 109,189 106.20 103.22 0.41 --- --- 44.62 --- --- --- 45.03
10.90 115,180 106.40 104.34 0.43 --- --- 68.69 --- --- --- 69.12
11.10 121,171 106.60 105.44 0.44 --- --- 96.00 --- --- --- 96.44
Continues on next page...
POND BEHIND STORE
Stage / Storage / Discharge Table
Page 3
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.30 127,162 106.80 106.53 0.31 --- --- 126.19 --- --- --- 106.53
11.50 133,153 107.00 107.61 0.00 --- --- 159.02 --- --- --- 107.61
11.70 139,144 107.20 108.69 0.00 --- --- 194.29 --- --- --- 108.69
11.90 145,135 107.40 109.75 0.00 --- --- 231.83 --- --- --- 109.75
12.10 151,126 107.60 110.80 0.00 --- --- 271.52 --- --- --- 110.80
12.30 157,116 107.80 111.84 0.00 --- --- 313.25 --- --- --- 111.84
12.50 163,107 108.00 112.87 0.00 --- --- 358.93 --- --- --- 112.87
...End
Hydrograph Plot
English
Hyd. No. 3
REAR POND CALCULATIONS
Hydrograph type = Reservoir Peak discharge = 109.59 cfs
Storm frequency = 100 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = POND BEHIND STO
Max. Elevation = 107.37 ft Max. Storage = 144,258 cuft
Storage Indlcatlon method used. Total Volume = 336,458 cuft
3 - Reservoir -100 Yr - Qp = 109.59 ds
15(
10(
U
5(
200
5 10 15 20 25
Time (hrs)
0
0
/ Hyd. 1
/ Hyd. 3
Hydrograph Plot
English
Hyd. No. 3
REAR POND CALCULATIONS
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 1
Max. Elevation = 107.37 ft
Peak discharge = 109.59 cfs
Time interval = 2 min
Reservoir name = POND BEHIND STO
Max. Storage = 144,258 cuft
Storage Indication method used.
Total Volume = 336,458 cuft
3 - Reservoir -100 Yr - Max. El. = 107.37 ft
108.0
105.
r 103.0-
4)
w 100.5
98.
95.5 0 5 10 15 20 25
Time (hrs)

FREELAND and KAUFFMAN, INC.
ENGINEERS - LANDSCAPE ARCHITECTS
209 West Stone Avenue N(( Job No. Date Z .5
?
Greenville, South Carolina 29609 Job ?' LC ?f? f ?Ot l(??' r
Telephone [phone] Computed By -WC-
Fax [phone] Checked By Date
REFERENCE Calculation For: Ri rt~tJT Ire rl tN i) Discipline:
roT-A L- OKA11,4,46 F- AREA- z9, S L4 AL
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6INC F_ k- IF 7- oi:A F )E P T la l -1 L] C3,C 7, F7". _, . T I;I.F
T(::)P F h,JFT ?SILL. fa` A r Ml-r-_v.
PRov 1 is E. 291.1 17,, 43 -,F old
LIt?10FF T:: FrZr, "` 1 ??
5rARA&E RE-6,'D
RU 4OFF= PDR TC7A!_ L)RAINACr1C__ 3A51 nl q4 A ,
VDLU'f??E Z41.` q (-L)3j_',? L t k 3, ?;;'
EL1/, /AREA VULlat?@aVC)I: t_FIvTFz
q -5 319 0 CO
y of Z5D
Z 1E, c)
HZ17S
'Iyd der e3, pco
L45Y Z-5
?'!o c ? 1 Z"? / 7.S,--3 Sheet of

85% TSS REMOVAL ? -
30 FOOT VEGETATED FILTER REQUIRED

DEPTH 3' 3.5' 4.0' 4.5' 5.0' 5.5' 6.0' 6.5' 7.0' 7.5'
IMP %
10% .9 .8 7 6 5 0 0 0 0
0
20% 1.7 1.3 1.2 1.1 1.0 .9 .8
7 6
. . .5
30% 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 .9
40% 3.4 3.0 2.6 2.4 2.1 1.9 1.6 1.4 1.1 1.0
50% 4.2 3.7 3.3 3.0 2.7 2.4 2.1 1.8 1.5 1.3
60% 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6
70% 6.0 5.2 4.5 4.1 3.7 *3.3 2.9 2.5 2.1 1.8
80% 6.8 6.0 5.2 4.7 4.2 3.7 3.2 2.7 2.2 2.0
90 % 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 1.3
100% 8.2 7.4 6.8 6.2 5.6 5.0 4.4 3.8 3.2 2.6
1
*Revised 10/31/97
90% TSS REMOVAL
NO VEGETATED FILTER REQUIRED

DEPTH 3' 3.5' 4.0' 4.5' 5.0' 5.5' 6.0' 6.5' 7.0' 7.5'
IMP %
10% .
.
, 1.3 1.0 .8 .7 .6 5
3
4
,
20%
2.4 .
•
2.0 1.8 1.7 1.5 1.4 1
2 1
0 .2
9 .1
r .
. .6
30%, ';. 3.5 3.0 2.7 2.5 -2.2 '1.9 1.6 1.3 1.1 8
40% 4.5 4.0 3.5 3.1 2.8 2.5 2.1 1.8 1.4 .
1.1
50% 5:6 5.0 4.3 3.9. 3.5 3.1 2.7 2.3 1.9 1.5
'60%
;rr y 7.0
_ 6.0 5.3 4.8 4.3 .. 3.9' .3.4 2.9 2.4 1.9
70•% 8.1 7.0 6.0 5.5 5.0 4.5' '3.9 3.4 2.9 2.3
:X80%
; 9,4 8.0: 7.0 6.4 5.7 5.2 4.6'- 4.0 3.4 2.8
9
I 10 7.'
0' 7.9 7.2 6.5 5.9 5
2' : 4
6
3
9
.
. . 3.3
100%
Note: The required su 12.0
rface 10.0 8.8 8.1 7.3 6.6 5.8 5.1 4.3 3.6
ar ea calculated from the tables is to be provided at the permanent
ool
l
p
e
evation
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue
Greenville, South Carolina 29609 Job
Telephone [phone]
Fax [phone]
REFERENCE I Calculation For: P?Nb 1/0l_ 1-; 1-1 E 'a
Job No. Date
Computed By I-K1c
Checked By Date
Discinlina•

`q, Occ _ 1-7 Cal oc

q 5 I r??o zz t 5,C
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t g t 8 S. ?' Sheet of!
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue Job
Greenville, South Carolina 29609 Job No. Date
Telephone [phone] Computed fay -rW(-
Fax [phone]
Checked Dy Date
REFERENCE Calculation For: h"Nyo LLI -i E DiccipIIrf'8
q/ 2ql 1(09. 0
i :
ToTAL Vo LI_i lVr G = 3 3 ? 7',? `? . Q ?- l t Z ! 8o?
O?Tf_ETs G
? 10 ! 3 i C f- T'-i F_
I_ I f r°1 I To !3E RE lrE.4 0VF FZ A Z P!= R 10
m? -
Z WN, _ .74 HR (coo ml t4 (Po 5rc.
'A
f ,lTI.FT 1hJ?177-1?T TcaN
HEAD = ly.'? - GFC . e
Z) 0,
,y
f
A = z =?' o. -3z FT =? 3. K y
Sheet of
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue
Oreenville, South Carolina 29609 Job
Telephone [phone]
Fax [phone]

REFERENCE Calculation For: Job No.
Com uteclB TW
p y
Checked By
D15cipline: Date

Date
_ Er?L Iz G E Nc\l_51>1Lt,iJ
THEME. WILT. 5 rz'- -I,J?J Ei?IIEFaGC--Pf ?PI6.LWAV_ 1=0
THE F',D ND t 7-H r-,'S, t Thli r,Q7LIx- 7 -STkj.C7-mR.
WILL_ BE Ila?,.?1°_ ? Tr- hA`=a TNT 0.00.- yik._":5 OFNIa.

-AT A I-IFS b = =p-7 Z FT

n
LI S E l 0'
13/CR EI: L?ES16tj
MAX I --ILIM A LL O 1,J,A/3L/; vJl?;r it ; L1:hV, h"I popgb
b!_1 1*1=A,i 4,C7 JJ F7-

OF 1:7KFEi3C A
THE --5TDRA&F- AT '77 1 S FL?4_A 1. TpV??
'ZI Z, 14, -7 P- A -5
l

JSE TR- 70 rl?i? _ ?
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TOTAL 1?c& 1 .. l
'

PEA K I N PL o W t '? j i Sheet of
FREELAND and KAUFFMAN, INC.
ENGINEERS • LAN05CAPE ARCHITECTS
209 West Stone Avenue Job
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
KEFERENCE I Calculation For: 5AR R F ;L
Job No.
Date
Computed By TH L
Checked By Date
? %• ? Discfplirre:
Input requirements and procedures
Use figure 6-1 to estimate storage volume (V,,)
required or peak outflow discharge (qo). The most
frequent application is to estimate V,, for which the
required inputs are runoff volume (Vr), qo, and peak
inflow discharge (qi). To estimate %, the required
inputs are Vr, V.,, and qi.
G
N L
.4
y
Cu
E,E
O C
a,
L .3
o ?
N
2

.2 .3 .4 5 6 8
Peak outflow discharge ?qo?
Peak inflow discharge qi
Estimating V,
Use worksheet 6a to estimate V„ storage volume
required, by the following procedure.
1. Determine qo. Many factors may dictate the
selection of peak outflow discharge. The most
common is to limit downstream discharges to a
desired level, such as predevelopment discharge.
Another factor may be that the outflow device
has already been selected.
2. Estimate qi by procedures in chapters 4 or 5. Do
not use peak discharges developed by any other
procedure. When using the Tabular Hydrograph
method to estimate qi for a subarea, only use

F F T I

I

Types I I b III
II I I II I . I i I

I .
' l l I

T

N i _ F

I I

1 I
FiKure 6-I.-.approximate detention hanin routinK for rainfall tvpes 1. I.a. If. and 111.
6-2
(210-VI-TR-55, Second Ed., .June 1986)
Hydrograph Plot
English
Hyd. No. 2
DRAINAGE TO FRONT POND
Hydrograph type = SCS Runoff Peak discharge = 356.46 cfs
Storm frequency = 100 yrs Time interval = 2 min
Drainage area = 29.84 ac Curve number = 96
Basin Slope = 0.0% Hydraulic length = 1381 ft
Tc method = USER Time of conc. (Tc) = 4.8 min
Total precip. = 8.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Total Volume = 844,790 cuft
2 - SCS Runoff -100 Yr - Qp = 356.46 ds
400
30
20 / Hyd. 2
C'l
10
0 5 1,0 15 20
Time (hrs)

0
Reservoir Report
Weir Structures
Reservoir No. 2 - FRONT POND
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
ft ft
0.00
0.50
2.50
4.50
6.50
8.50
10.50
12.50
13.50
84.50
85.00
87.00
89.00
91.00
93.00
95.00
97.00
98.00
Contour area Incr. Storage Total storage
sgft cult cult
9,072 0 0
9,729 4,700 4,700
11,103 20,832 25,532
22,787 33,890 59,422
30,097 52,884 112,306
39,000 69,097 181,403
44,000 83,000 264,403
49,000 93,000 357,403
52,000 50,500 407,903
Culvert / Orifice Structures
[A] [B] [C]
Rise in = 54.0 4.0 0.0
Span in = 54.0 4.0 0.0
No. Barrels = 1 1 0
Invert El. ft = 88.00 92.00 0.00
Length ft = 125.0 0.1 0.0
Slope % = 2.40 0.00 0.00
N-Value = .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.00
Multi-Stage = ----- Yes No
Page 1
English
[D] [A] [B] [C] [D]
0.0 Crest Len ft = 40.0 0.0 0.0 0.0
0.0 Crest El. ft = 95.00 0.00 0.00 0.00
0 Weir Coeff. = 3.00 0.00 0.00 0.00
0.00 Eqn. Exp. = 1.50 0.00 0.00 0.00
0.0 Multi-Stage = Yes No No No
0.00
.000
0.00
No Tailwater Elevation = 0.00 ft
Stage / Storage / Discharge Table
Note: All outflows have been analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 84.50 0.00 0.00 --- --- 0.00 --- --- --- 0.00
0.05 470 84.55 0.00 0.00 --- --- 0.00 --- --- --- 0.00
0.10 940 84.60 0.00 0.00 --- --- 0.00 --- --- --- 0.00
0.15 1,410 84.65 0.00 0.00 --- --- 0.00 --- --- --- 0.00
0.20 1,880 84.70 0.00 0.00 --- --- 0.00 --- --- --- 0.00
0.25 2,350 84.75 0.00 0.00 --- --- 0.00 --- --- --- 0.00
0.30 2,820 84.80 0.00 0.00 --- --- 0.00 --- --- --- 0.00
0.35 3,290 84.85 0.00 0.00 --- --- 0.00 --- --- --- 0.00
0.40 3,760 84.90 0.00 0.00 --- --- 0.00 --- --- --- 0.00
0.45 4,230 84.95 0.00 0.00 --- --- 0.00 --- --- --- 0.00
0.50 4,700 85.00 0.00 0.00 --- --- 0.00 --- --- --- 0.00
Continues on next page...
FRONT POND
Stage / Storage / Discharge Table
Page 2
Stage Storage Elevation Civ A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.70 6,783 85.20 0.00 0.00 --- --- 0.00 --- --- --- 0.00
0.90 8,866 85.40 0.00 0.00 --- --- 0.00 --- --- --- 0.00
1.10 10,950 85.60 0.00 0.00 --- --- 0.00 --- --- --- 0.00
1.30 13,033 85.80 0.00 0.00 --- --- 0.00 --- --- --- 0.00
1.50 15,116 86.00 0.00 0.00 --- --- 0.00 --- --- --- 0.00
1.70 17,199 86.20 0.00 0.00 --- --- 0.00 --- --- --- 0.00
1.90 19,282 86.40 0.00 0.00 --- --- 0.00 --- --- --- 0.00
2.10 21,366 86.60 0.00 0.00 --- --- 0.00 --- --- --- 0.00
2.30 23,449 86.80 0.00 0.00 --- --- 0.00 --- --- --- 0.00
2.50 25,532 87.00 0.00 0.00 --- --- 0.00 --- --- --- 0.00
2.70 28,921 87.20 0.00 0.00 --- --- 0.00 --- --- --- 0.00
2.90 32,310 87.40 0.00 0.00 --- --- 0.00 --- --- --- 0.00
3.10 35,699 87.60 0.00 0.00 --- --- 0.00 --- --- --- 0.00
3.30 39,088 87.80 0.00 0.00 --- --- 0.00 --- --- --- 0.00
3.50 42,477 88.00 0.00 0.00 --- --- 0.00 --- --- --- 0.00
3.70 45,866 88.20 0.40 0.00 --- --- 0.00 --- --- --- 0.00
3.90 49,255 88.40 1.67 0.00 --- --- 0.00 --- --- --- 0.00
4.10 52,644 88.60 3.81 0.00 --- --- 0.00 --- --- --- 0.00
4.30 56,033 88.80 6.43 0.00 --- --- 0.00 --- --- --- 0.00
4.50 59,422 89.00 9.92 0.00 --- --- 0.00 --- --- --- 0.00
4.70 64,710 89.20 13.12 0.00 --- --- 0.00 --- --- --- 0.00
4.90 69,999 89.40 18.20 0.00 --- --- 0.00 --- --- --- 0.00
5.10 75,287 89.60 22.56 0.00 --- --- 0.00 --- --- --- 0.00
5.30 80,576 89.80 27.36 0.00 --- --- 0.00 --- --- --- 0.00
5.50 85,864 90.00 34.47 0.00 --- --- 0.00 --- --- --- 0.00
5.70 91,152 90.20 40.16 0.00 --- --- 0.00 --- --- --- 0.00
5.90 96,441 90.40 46.13 0.00 --- --- 0.00 --- --- --- 0.00
6.10 101,729 90.60 52.32 0.00 --- --- 0.00 --- --- --- 0.00
6.30 107,018 90.80 60.77 0.00 --- --- 0.00 --- --- --- 0.00
6.50 112,306 91.00 67.14 0.00 --- --- 0.00 --- --- --- 0.00
6.70 119,216 91.20 75.43 0.00 --- --- 0.00 --- --- --- 0.00
6.90 126,125 91.40 81.56 0.00 --- --- 0.00 --- --- --- 0.00
7.10 133,035 91.60 89.10 0.00 --- --- 0.00 --- --- --- 0.00
7.30 139,945 91.80 95.97 0.00 --- --- 0.00 --- --- --- 0.00
7.50 146,855 92.00 102.05 0.00 --- --- 0.00 --- --- --- 0.00
7.70 153,764 92.20 108.00 0.09 --- --- 0.00 --- --- --- 0.09
7.90 160,674 92.40 113.09 0.15 --- --- 0.00 --- --- --- 0.15
8.10 167,584 92.60 117.38 0.28 --- --- 0.00 --- --- --- 0.28
8.30 174,493 92.80 122.27 0.33 --- --- 0.00 --- --- --- 0.33
8.50 181,403 93.00 126.98 0.38 --- --- 0.00 --- --- --- 0.38
8.70 189,703 93.20 131.51 0.43 --- --- 0.00 --- --- --- 0.43
8.90 198,003 93.40 135.90 0.47 --- --- 0.00 --- --- --- 0.47
9.10 206,303 93.60 140.14 0.50 --- --- 0.00 --- --- --- 0.50
9.30 214,603 93.80 144.27 0.54 --- --- 0.00 --- --- --- 0.54
9.50 222,903 94.00 148.28 0.57 --- --- 0.00 --- --- --- 0.57
9.70 231,203 94.20 152.18 0.60 --- --- 0.00 --- --- --- 0.60
9.90 239,503 94.40 155.98 0.63 --- --- 0.00 --- --- --- 0.63
10.10 247,803 94.60 159.70 0.66 --- --- 0.00 --- --- --- 0.66
10.30 256,103 94.80 163.33 0.68 --- --- 0.00 --- --- --- 0.68
10.50 264,403 95.00 166.88 0.71 --- --- 0.00 --- --- --- 0.71
10.70 273,703 95.20 170.36 0.73 --- --- 10.73 --- --- --- 11.46
10.90 283,003 95.40 173.76 0.76 --- --- 30.36 --- --- --- 31.11
11.10 292,303 95.60 177.11 0.78 --- --- 55.77 --- --- --- 56.55
Continues on next page...
FRONT POND Page 3
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.30 301,603 95.80 180.39 0.80 --- --- 85.86 --- --- --- 86.66
11.50 310,903 96.00 183.61 0.82 --- --- 120.00 --= --- --- 120.82
11.70 320,203 96.20 186.77 0.78 --- --- 157.74 --- --- --- 158.52
11.90 329,503 96.40 189.89 0.57 --- --- 198.78 --- --- --- 189.89
12.10 338,803 96.60 192.95 0.00 --- --- 242.86 --- --- -- 192.95
12.30 348,103 96.80 195.96 0.00 --- --- 289.79 --- --- --- 195.96
12.50 357,403 97.00 198.93 0.00 --- --- 339.41 --- --- --- 198.93
12.60 362,453 97.10 200.40 0.00 --- --- 365.18 --- --- --- 200.40
12.70 367,503 97.20 201.86 0.00 --- --- 391.57 --- --- --- 201.86
12.80 372,553 97.30 203.31 0.00 --- --- 418.57 --- --- --- 203.31
12.90 377,603 97.40 204.74 0.00 --- --- 446.17 --- --- --- 204.74
13.00 382,653 97.50 206.17 0.00 --- --- 474.34 --- --- --- 206.17
13.10 387,703 97.60 207.59 0.00 --- --- 503.08 --- --- --- 207.59
13.20 392,753 97.70 208.99 0.00 --- --- 532.38 --- --- --- 208.99
13.30 397,803 97.80 210.39 0.00 --- --- 562.23 --- --- --- 210.39
13.40 402,853 97.90 211.78 0.00 --- --- 592.62 --- --- --- 211.78
13.50 407,903 98.00 213.16 0.00 --- --- 623.54 --- --- --- 213.16
...End
Hydrograph Plot
English
Hyd. No. 4
FRONT POND CALCULATION
Hydrograph type = Reservoir Peak discharge = 205.68 cfs
Storm frequency = 100 yrs Time interval = 2 min
Inflow hyd. No. = 2 Reservoir name = FRONT POND
Max. Elevation = 97.47 ft Max. Storage = 380,923 cuft
storage Indication method used. Total Volume = 632,837 cult
4 - Reservoir -100 Yr - Qp = 205.68 ds
400--
300- --- ---
-- - - / Hyd. 2
200 -- --- -
100 - -- - - --- ------- - -
/ Hyd. 4
0
0 5 10 15 20 25
Time (hrs)
Hydrograph Plot
English
Hyd. No. 4
FRONT POND CALCULATION
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 2
Max. Elevation = 97.47 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 205.68 cfs
= 2 min
= FRONT POND
= 380,923 cuft
1 95.
Storage Indication method used.
r- 92.
as
w 89
87.
84.
4 - Reser
98.0

3

9
2 -

5
0 5
Total Volume = 632,837 cult
EROSION & SEDIMENT CONTROL
The following is the report of the sediment and erosion control devices to be used on the ROCKY
Mount project. The erosion will be controlled with the use of the two ponds being built for the
stormwater. We will also use a series of temporary diversion ditches, inlet protection, silt fence
and a stone construction entrance. These items will be implemented per the NC SCS Erosion and
Sediment Control Handbook and maintained on a regular basis to insure their proper operation.
We will also provide all calculations for the sediment basin based on temporary grading conditions
and permanent grading conditions to show basin efficiency is met.
The site to be graded will consist of approximately 40 acres. It is currently half wooded with the
other half being large grassed areas. In its graded condition the site will drain northeast to
southwest towards Goose Creek. Because the ponds are on the low side of the property the
detention ponds will also serve as the sediment basins. Diversion ditches will be installed to direct
runoff to the ponds. In the interim, the remaining small areas that can not be incorporated to the
pond will be directed to silt fence. These areas are small and consist mainly of the fill slope along
the eastern property line.
Initially, the 37.0 acres that will drain to the front pond will have to be picked up by a berm placed
along the property line with Goose Creek. This is done to block an existing low area and direct it
to the basin. As grading continues and the area is brought up, the pond will be graded more
towards its final configuration. Fill will be placed from north to south towards the front pond. The
calculations provided show that the ponds will work when the site is initially graded and will also
work in their final configurations. Note that the drainage area to each pond in the first stages is
different than the last stages as the stormwater pipes and grading will redirect the runoff to each
pond as required. In all cases the basins will provide at minimum of 85% trapping efficiency based
on the TSS calculations and the fact that they will be wet ponds both in grading and in final
configuration.
When the stormwater system is installed, inlet protection will be installed at each catch basin to
collect sediment. There will also be "super silt fence" installed along the downhill perimeter of the
site adjacent to the creek and a temporary stone construction entrance along U.S. Route 29 and
the tie in on Commercial Park Drive. Super silt fence is a chain-link fence with steel poles to
anchor the fabric in place. This is done in areas we deem critical rather than using the typical silt
fence detail.
Rear Sediment Basin Calculations:
The on-site detention pond to the rear of the site will also serve as a sediment basin during
construction. The pond is sized to handle all of the runoff in the developed condition but will only
handle 3.95 acres of graded area initially. The outlet structure will be built to its final configuration
as the pond is built and subsequently the pond will have a permanent pool during the grading. This
will enhance the efficiency of the pond. The release will be through the 3.0" orifice and the top of
the riser. Refer to the earlier calculations for sizing.
Volume Calculations:
Based on the NC Erosion Control Handbook the basin should be sized to handle sediment at a rate
of 1800 c.f. per disturbed acre per year. The basin will pick up 3.95 acres directly. This equates to;
3.95 acres x 1800 c.f. / ac = 71 10 cf
The provided storage is:
101,237 c.f. at the top of the wet storage. Therefore OX
The main release will be through the 3.0" pvc pipe (orifice) at the top of the wet storage (103.0)
and the 100 year weir at the top of the outlet structure. The N.C. Handbook states that the basin
should be capable of passing the 10 year storm event without overtopping the pond. Since the
outlet is designed to pass the 100 year storm based on 14.67 acres, obviously it will handle the
10 year storm based on 3.95 acres. The clean out elevation will be 103.0 or the top of the wet
storage. This well exceeds the required 71 10 cf.
Requlred Surface Area:
The required surface area is based on a ratio of runoff to area and is suggested by the N.C.
Handbook to be a minimum of 0.01.
0.01 =A/ 26 cfs, A = 0.26 acres, = 11,326 s.f
The surface area provided at the top of the wet storage is 19,240 s.f. therefore OX
Front Sediment Basin Calculations:
The on-site detention pond to the front of the site will also serve as a sediment basin during
construction. This is accomplished by building a berm along the creek side property line and
directing the flow to the front basin. The pond is sized to handle the runoff in the developed
condition but will also handle 37.0 acres of graded area initially. The outlet structure will be built
to its final configuration as the pond is built and subsequently the pond will have a permanent pool
during the grading. This will enhance the efficiency of the pond. The release will be through the
4.0" orifice and the top of the riser. Refer to the earlier calculations for sizing.
Volume Calculations:
Based on the NC Erosion Control Handbook the basin should be sized to handle sediment at a rate
of 1800 c.f. per disturbed acre per year. The basin will pick up 3.95 acres directly. This equates to;
37.0 acres x 1800 c.f. / ac = 66,600 cf
The provided storage is:
234,458 c.f. at the top of the wet storage. Therefore O.K.
The required surface area is 0.01 = A/inflow (q)
From the TR-55 calculations this is 167.0 cfs. Therefore A = 0.01 x 167 cfs. = 1.67 acres =
72,745 s.f. The surface area provided at the top of the wet storage is 98,758 s.f .
The main release will be through the 4.0" pvc pipe (orifice) at the top of the wet storage (92.0)
and the 100 year weir at the top of the outlet structure. The N.C. Handbook states that the basin
should be capable of passing the 10 year storm event without overtopping the pond.
From the TR-55 Calculations the 10 year runoff is 167 cfs and the runoff volume is 555,215 cf.
Using the TR-55 calculations for pond sizing the pond will provide 293,400 cf of storage above
the wet storage. This means the outlet structure will only need to be able to pass 20.04 cfs. With
a 54" outlet pipe at invert elevation 88.0, the 54" pipe will have;
95.5 - (88 + 2.25) = 5.25 feet of Head
Q = 0.6 x A x (2x32.2 x h)^0.5, A = 15.90, Q=175.42 cfs therefore O.K.
Hence, it can be seen that the outlet structure will easily handle the 10 year storm.

FREELAND and KAUFFMAN, INC.
ENnNEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue Job
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
REFEKENCE I Calculation For:
Job No.
Computed Dy
Checked By
Date
Date

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Sheet of
GRAPHICAL PEAK DISCHARGE METHOD
Project : WAL-MART SHOPPING CENTER User: SKS
County : NASH State: NC Checked:
Subtitle: GRADED CONDITION TO REAR
Data: Drainage Area 3.95 * Acres
Runoff Curve Number 86 *
Time of Concentration: 0.12 * Hours
Rainfall Type II
Pond and Swamp Area NONE
Storm Number
---- 1 2 3 4
------------------
Frequency (yrs) ------
2 ------
10 ------
25 ------
100
24-Hr Rainfall (in) 3.5 6.0 7.0 8.8
Ia/P Ratio 0.09 0.05 0.05 0.04
Used 0.10 0.10 0.10 0.10
Runoff (in) 2.10 4.41 5.37 7.11
Unit Peak Discharge 1.494 1.494 1.494 1.494
(cfs/acre/in)
Pond and Swamp Factor 1.00 1.00 1.00 1.00
0.0% Ponds Used
----------------------
Peak Discharge (cfs) ------
12 ------
26 ------
32 ------
42
Version 2.00
Date: 12-20-98
Date:
* - Value(s) provided from TR-55 system routines
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : WAL-MART SHOPPING C ENTER User: SKS Date: 12-20-98
County : NASH State: NC Checked: Date:
Subtitle: GRADED CONDITION TO REAR
-----------------------------
Flow Type 2 year Length ----------
Slope Su ---------
rface n -------------------------------
Area Wp Velocity Time
rain (ft) (ft/ft) code
-
------ (sq/ft) (ft) (ft/sec) (hr)
-------------------------------
-----------------------------
Sheet 3.5 300 ----------
.04 -
-
B 0.118
Time of Concentration = 0.12*
--- Sheet Flow Surfac e Codes -- -
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res.) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : WAL-MART SHOPPING CENTER User: SKS Date: 12-20-98
County : NASH State: NC Checked: Date:
Subtitle: GRADED CONDITION TO REAR
Subarea : AREA1
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
DEVELOPING URBAN AREA (No Vegetation)
Newly graded area (pervious only) - 3.95(86) - -
Total Area (by Hydrologic Soil Group)
3.95
-------------------------------------------------------------------------------
SUBAREA: AREA1 TOTAL DRAINAGE AREA: 3.95 Acres WEIGHTED CURVE NUMBER: 86*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue
Greenville, South Carolina 29609 Job
Telephone [phone]
Fax [phone]
Job No.
Date
REFERENCE I Calculation For:
Computed Dy
Checked By _
Date

Sri r I-=!,;-
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sheet of
FREELAND and KAUFFMAN, INC.
ENGINEERS -LANDSCAPE ARCHITECTS
209 West Stone Avenue Job
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
REFERENCE I Calculation For:
Job No.
Computed by _
Checked by -
Date

J-a
+ 31
7_:
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s
7
Sheet of
Date
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : WAL-MART SHOPPING CENTER User: SKS Date: 12-18-98
County : NASH State: NC Checked: Date:
Subtitle: SEDIMENT BASIN # 1
Subarea : AREA1
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
DEVELOPING URBAN AREA (No Vegetation)
Newly graded area (pervious only) - 37(86) - -
Total Area (by Hydrologic Soil Group) 37
-------------------------------------------------------------------------------
SUBAREA: AREA1 TOTAL DRAINAGE AREA: 37 Acres WEIGHTED CURVE NUMBER: 86*
-------------------------------------------------------------------------------
*-- Generated for use by GRAPHIC method
' TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : WAL-MART SHOPPING CENTER User: SKS Date: 12-1 8-98
County : NASH State: NC Checked: Date:
Subtitle: SEDIMENT BASIN # 1
------------------
Flow Type 2 year ----------
Length -----------
Slope Su --------
rface ---------------------------
n Area Wp Velocity -----
Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec)
------ (hr)
-----
------------------
Sheet 3.7 ----------
300 -----------
.0067 --------
B --------------------- 0.235
Shallow Concent'd 980 .0378 U 0.087
Time of Concentration = 0.32*
--- Sheet Flow Surface Codes -- -
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res.) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD
Project : WAL-MART SHOPPING CENTER User: SKS
County : NASH State: NC Checked:
Subtitle: SEDIMENT BASIN # 1
Data: Drainage Area 37 * Acres
Runoff Curve Number 86 *
Time of Concentration: 0.32 * Hours
Rainfall Type II
Pond and Swamp Area NONE
Storm Number
----
-
--
-- 1
-
-
- 2
---
-- 3
------ 4
------
--
--
-
--------
Frequency (yrs) -
-
-
2 -
10 25 100
24-Hr Rainfall (in) 3.7 6.0 7.0 8.8
Ia/P Ratio 0.09 0.05 0.05 0.04
Used 0.10 0.10 0.10 0.10
Runoff (in) 2.28 4.41 5.37 7.11
Unit Peak Discharge 1.026 1.026 1.026 1.026
(cfs/acre/in)
Pond and Swamp Factor 1.00 1.00 1.00 1.00
0.0% Ponds Used
----------------------
Peak Discharge (cfs) ------
86 ------
167 ------
204 ------
270
Version 2.00
Date: 12-18-98
Date:
* - Value(s) provided from TR-55 system routines
Storm Sewer Summary Report
Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 1to 2 54.57 42 c 671.0 85.00 108.80 3.547 92.00 111.06 1.07 End
2 2 to 3 38.44 30 c 89.0 108.90 109.80 1.011 112.13" 112.91" 0.95 1
3 3 to 4 30.28 30 c 373.0 109.90 113.63 0.999 113.87 115.72 0.74 2
PROJECT FILE: ROCKYI.STM I-D-F FILE: RALEIGH.IDF TOTAL NO. LINES: 3 RUN DATE: 12-20-1998
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; ' Indicates surcharge condition.
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Storm Sewer Summary Report
Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 5 to 6 65.33 42 c 170.0 99.00 100.70 1.000 103.00 103.46 1.00 End
2 6 to 7 45.28 36 c 270.0 100.80 103.50 1.000 104.46 105.64 1.09 1
3 7 to 8 47.10 30 c 166.0 103.60 105.26 1.000 106.73" 108.92" 1.43 2
PROJECT FILE: ROCKY2.STM I-D-F FILE: RALEIGH.IDF TOTAL NO. LINES: 3 RUN DATE: 12-20-1998
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; ' Indicates surcharge condition.
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Storm Sewer Summary Report
Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 9 to 10 18.65 36 c 128.0 98.00 99.28 1.000 103.00* 103.10* 0.11 End
2 10 to 11 5.03 36 c 167.0 99.38 101.05 1.000 103.21 103.21 0.01 1
3 11 to 12 1.91 18 c 192.0 101.15 103.07 1.000 103.23 103.60 0.18 2
PROJECT FILE: ROCKY3.STM I-D-F FILE: RALEIGH.IDF TOTAL NO. LINES: 3 RUN DATE: 12-20-1998
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; * Indicates surcharge condition.
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ECS, LTD.
LETTER OF TRANSMITTAL
TO: M,e. JarJrl 1-b(ZA/er
il/C? £? D?GZ
Aga l /Z?Yc%?? lr 2?.
Z7(a 6 7
Phone
Fax Phone
ICC:
Date /I, 2
l Number of pages including cover sheet
FROM: Benjamin V. Wilson, P.E.
Engineering Consulting
Services, Ltd.
P. O. Box 12015
RTP, NC 27709
Phone
Fax Phone
1-800-ECSL TD2
[phone]
REMARKS: ? Urgent ? For your review ? Reply ASAP p Please Comment
LK
1-E-71r(Z
C?Av
11-4
(2 )

Z4,b I--
9 1"' ?t?? 6?.rJ
5ATIVIP ?04t--
2 2 1999
t / I LANDS GROUP
P. O. Box 12015 Research Triangle Park. NC 27709 [phone] [phone] (FAX)
GEOTECHNICAL CONSTRUCTION MATERIALS ENVIRONMENTAL

4 Z
Project No. DWQ 981145
Project Name: Cobbs Corners
SUBMITTED DESIGN:
REQUIRED DESIGN:
elevations status
Bottom of Basin (ft) 85
Permanent Pool (ft) 92 7 ft. depth check depth
Temporary Pool (ft) 94.65 2.65 ft. depth ok
areas
Permanent Pool SA (sq ft) 38850 29724 sq. ft. ok
Drainage Area (ac) 29.84
Impervious Area (ac) 28.3 94.8 %
volumes
Permanent Pool (cu ft) 389396
Temporary Pool (cu ft) 108319 97872 cu. ft. ok
Forebay (cu ft) 0 0.0% check forebay
other parameters
SA/DA 2.75 2.29
Orifice Diameter (in) 4 0.48 cfs drawdown
Design Rainfall (in) 1 2.6 day drawdown ok
Linear Interpolation of Correct SA/DA***
7 ft. Permanent Pool Depth
°Io Impervious SA/DA from Ta le
Next Lowest 70 1.79
Project Impervious 94.8 2.29 4,4441 6, {(J
Next Highest 100 2.39
NOTES:
*This spreadsheet is designed to perform a quick preliminary check of design requirements and should not
be considered a complete evaluation of any project. Use 'tab' instead of 'enter' to automatically advance
to the next data entry window.
**This spreadsheet is designed to roughly calculate the draw-down time using the average temporary pool
depth and the orifice equation to estimate the change in driving head over time.
***Calculation of the required design parameters requires the SA/DA be computed in the linear
interpolation table provided. If the project % impervious is an even value that can be found directly in
the table then enter this as either the next higher or lower value and complete the table.
Project No. DWQ 981145
Project Name: Cobbs Corners
SUBMITTED DESIGN:
etevations
Bottom of Basin (ft)
Permanent Pool (ft)
Temporary Pool (ft)
94
101
103
areas
Permanent Pool SA (sq ft)
Drainage Area (ac)
Impervious Area (ac)
volumes
Permanent Pool (cu ft)
Temporary Pool (cu ft)
Forebay (cu ft)
other parameters
SA/DA
Orifice Diameter (in)
Design Rainfall (in)
21398
14.67
13.23
184752
53252
0
2.75
3
1
Linear Interpolation of Correct SA/DA ***
/Mut?; -1,
REQUIRED DESIGN:
7 ft. depth
2 ft. depth
14018 sq. ft.
90.2 %
45885 cu. ft.
0.0%
2.19
0.24 cfs drawdown
2.6 day drawdown
status
check depth
ok
ok
ok
checkfbrebay
ok
7 ft. Permanent Pool Depth
% impervious SA/DA from Table
Next Lowest 70 1.79
Project Impervious 90.2 2.19 `uByl ?, 0
Next Highest 100 2:39
NOTES9
*This spreadsheet is designed to perform a quick preliminary check of design requirements and should not
be considered a complete evaluation of any project. Use 'tab' instead of 'enter' to automatically advance
to the next data entry window.
**This spreadsheet is designed to roughly calculate the draw-down time using the average temporary pool
depth and the orifice equation to estimate the change in driving head over time.
***Calculation of the required design parameters requires the SA/DA be computed in the linear
interpolation table provided. If the project % impervious is an even value that can be found directly in
the table then enter this as either the next higher or lower value and complete the table.

ENGINEERING CONSULTING SERVICES, LTD.
Geotechnical • Construction Materials a Environmental
January 21, 1999
Mr. John R. Dorney
North Carolina Division of Environmental Management
North Carolina Department of Environment and Natural Resources
4401 Reedy Creek Road
Raleigh, North Carolina 27607
RE: Subsurface Concerns for Cobb Corners Center, Rocky Mount, North Carolina
ECS, Ltd. Project Number T-2800
DWQ # 98145
Dear Mr. Dorney:
This letter is a follow-up to your letter of January 7, 1999.
Enclosed with this letter is information from Lodestar, Inc. documenting developmental reasons
why the project must be must be developed as planned as well as the stormwater detention
calculations for the project along with a site plan.
There are several issues that present problems with not filling the area adjacent to Goose Creek
as well as in the central portion of the site. These reasons are listed as follows:
Wetlands in Center of Site
1. Runoff from adjacent parking lots into the drainageway would have an adverse impact on
water quality. It appears that routing the runoff through stormwater detention facilities elsewhere
on the site would be the most effective means of reducing downstream impacts from the
development.
2. The wetlands at center of the site have already been significantly disturbed by the fill placed
previously at the site due to mall and roadway construction. This central area is isolated from
Goose Creek and the main wetlands adjacent to Goose Creek and therefore cannot significantly
contribute to nutrient removal for the Goose Creek Watershed. This was noted by both Danny
Smith of DWQ and Jean Manuell of the COE during their site visits.
3. The cost of construction of retaining walls along both sides of the creek would result in
excessive development costs at the site. And would also make long term maintenance at the site
more difficult.
P.O. Box 12015, Research Triangle Park, North Carolina 27709 • [phone] • FAX [phone] • 1-800-327-5832
Offices: Baltimore, MD • Frederick, MD • Chantilly,VA Winchester, VA • Fredericksburg, VA • Richmond, VA • Roanoke, VA • Danville, VA
Norfolk, VA • Williamsburg, VA • Charlotte, NC Raleigh, NC • Greensboro, NC • Wilmington, NC • Greenville, SC • Atlanta, GA
Wetlands Adjacent to Goose Creek
1. Please note that the stormwater detention pond has been divided and moved toward the center
of the site because of traffic requirements in the NCDOT guidelines as well as the City of Rocky
Mount. These agencies required the entrance to be placed across from the existing entrance for
the mall across the street. This also serves to make the stormwater detention ponds more efficient
in removal of TSS (see calculations).
2. The wetlands at the site adjacent to the fill and uplands have already been significantly
disturbed by the fill placed previously at the site due to mall construction. This was noted by
both Danny Smith of DWQ and Jean Manuell of the COE who has already issued a 404 permit
on the site subject to 401 permitting by DWQ. The construction of detention basins will help to
mitigate this impact as well as that of the new development.
If you have any questions regarding the information contained in this letter, please do not hesitate
to contact our office.
Respectfully,
ENGINEERING CONSULTING SERVICES, LTD.
Wilson, P.E.
;ineer, Vice President
cc: Danny Smith, NCDENR Raleigh Regional Office
Lodestar, Inc.
BV W/afs
L:\dept6\proj ects\t2800\\domey.doc
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., P.E., Director
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
January 7, 1999
DWQ Project # 981 145
Nash County
CERTIFIED MAIL
RETURN RECEIPT REQUESTED
Lodestar, Inc.
181 N. Harbor Drive
Suite E
Davidson, NC 28036
Dear Sirs:
The Division of Water Quality has reviewed your plans for the discharge of fill material into 0.46
acres of streams and/or wetlands located at NC 43 and Goose Creek in Wilson County for shopping center
development. Insufficient evidence is present in our files to conclude that your project must be built as
planned in waters and/or wetlands in accordance with 15A NCAC 2H .0506. Therefore, unless
modifications of the proposal are made as described below, we will have to move toward denial of your 401
Certification as required by 15A NCAC 2H .0507(e) and will place this project on hold as incomplete until
we receive this additional information, we are requesting (by copy of this letter) that the U.S. Army Corps
of Engineers place your project on administrative hold.
Please provide us with information supporting }our position that states your project must be
constructed as planned and that you have no practicable alternative to placing fill in these waters and/or
wetlands. Specifically can you construct your project by minimizing fill to the wetland where the proposed
stormwater pond is located? You must include a site plan with this submittal to explain the need for this
amount of impact. Any documentation such as maps and narrative that you can supply to address
alternative designs for your project may be helpful in our review of your 401 Certification. Finally your
stormwater pond will need to be designed to meet our standard of 85%a TSS removal. Please provide
evidence that this level of treatment is planned.
Please respond with three weeks of the date of this letter by sending a copy of this iuforniation to
me and one copy to Mr. Danny Smith Raleigh Regional Office at 3800 Barrett Drive Raleigh NC 27609. If
we do not hear from you in three weeks, we will assume that you no longer want to pursue this project and
we will consider the project as withdrawn. 1 can be reached at 919-733-1786 id you have any questions.
cerel ,
Jo R. Dorney
cc: Raleigh DWQ Regional Office
Wilmington Office Corps of Engineers
Central Files
John Dorney
Raleigh Field Office Corps of Engineers
Benjamin Wilson, ECS Consulting Services, Ltd.
Wetlands/401 Unit 4401 Reedy Creek Road Raleigh, North Carolina 27607
Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post consumer a rer
PI
Jan 20 99 01:33p
704-092-6710 p.1
Lodestar___
DEVELOPMENT t.-EASING CONSULTING •
INVESTMENTS • t_Ai7PI.laltifN1NG
P. O. Box 1831
:181 North Harbor Drive, Suite E
Davidson, NC 28036
Phone: [phone]
Fax: [phone]
Januar}, 20, 9999
Mr. John R Domey
North Carolina Department of En Vh iara aW ut-ral Rescxiss
re
4401 Reedy Creek Road
Raleigh, North Carolina 27607
REFERENCE: DWQ Project #981945
Retail Development
Rocky Mount, North Carolina
Dear Mr. Romer
This letter will serve to respond to your letter dated January 7, 999,9, regarding
development of our property in Rocky Mount, North Carolina. The property consists
of approximately 50 acres at the comer of N. C. Hwy. 44&43 and Jeffries Road (across
the street from Golden East Math. Roughly half of the
rby 8envenue Elementary Sd?001 which the Board of Education is selling ndy occupied
funds for new school construction. We have revleft,d the Wetlands and co to w efed a
site visit with the U. S. Army Corp of Engineers. Ms. Jean Maxwell of the Corp has
already issued a 404 permit for the site. We have
various site plans to develo this rospent considerable time creating
feasible
development plan that would avoid filling the drawWe are , which runs th ugh the property.
We have sent, under separate cover, the final site plan prepared for this site As you
can see, preservation of the existing draw would prohibit the economical
development of this property. Please note that we have taken sevoral steps to
address the flow of wafer through the property.
9• Our- civil plans propose construction of a "by-pass ditch and pipe"
around t4e property.
2• We are proposing to construct two (2) water detention basins in
accordance with State storm detention requirements to impound wager
(continued
Jan 20 99 01;33p
• Page 2
Mr. John R. Domey
704-992-6710 p.2
January 2o, 1999
flowing frOm our property before it reaches Goose Creek, which dill
satisfy the 85% TSS removal requirements.
' are forwarding our civil engineering plans for the pmpert
I a,
detention calculations, foryourrevlew Mr. Ben Vlrilsan, P.E.,CS LimOng Wth our
ited is also
ifforthweardproinjgecta fetternot
is toconsyou regarding technical difficutties which Muld be encountered
tructed as planned. Please call with any questions you may
haverna
thisregard(trng this development We would be happy to meet with you and discuss
er in greater detail.
Sincerely,
Joe Looney
President
A. vg
cc. Scott Stannard
Ben Wilson
STORMWATER
MANAGEMENT REPORT AND
PIPE CALCULATIONS
WAL-MART SHOPPING CENTER
TRICOR DEVELOPMENT COMPANY
ROCKY MOUNT, N.C.
ORIGINAL SUBMITTAL
12/20/98
FREELAND & KAUFFMAN, INC.
ENGINEERS - LANDSCAPE ARCHITECTS
209 WEST STONE AVE.
GREENVILLE, SOUTH CAROLINA 29609
Wal-Mart Shopping Center
Tricor Development Co.
N.C. Highway 43 at Jeffery's Road
City of Rocky Mount
Nash County, N.C.
STORMWATER MANAGEMENT REPORT
The following is the stormwater management report for the new Wal-Mart Shopping Center to be
built along N.C. Highway 43 in Rocky Mount, N.C. The site will be developed to contain +/-
156,000 s.f. of Retail Shops and Commercial Development and a +/- 203,750 s.f. Wal-Mart Store
and all the parking, landscaping and utilities to accompany the buildings. The layout also contains
4 areas of residual property that may be developed at a latter date. These properties are located on
the east property line at Benvenue Road and on the south property line along Jefferey's Road.
There are no areas of "off-site" runoff that affect the site since all off-site runoff will be directed
around the site. The off-site runoff is being picked up with new pipes and ditches and are being
directed around the new ponds. For this reason we can exclude the off site areas from the pond
calculations. All graded areas will be immediately stabilized with grass.
Construction will include the buildings plus accompanying parking and landscape areas. The
stormwater system will utilize both sheet flow across the pavement and underground pipes that
will convey runoff to two ponds located at the western edge of the property next to Goose Creek.
These ponds will be common ponds sized to handle the Wal-Mart Center, the retail shops, the
residual property, and all parking areas. Per N.C. state regulations, the ponds are sized to handle
the first 1" of runoff while maintaining the water quality to capture 85% of the total suspended
solids (TSS). The ponds will also capture and store a large portion of the 100 year storm and pass
the remaining runoff through the outlet structures. The I" release will be restricted to be released
over a 2 day period. A very small amount of runoff will directly enter the creek to the west of the
site from the grassed slopes along the west side of the development.
The stormwater ponds will also serve as the sedimentation and erosion control ponds during the
construction phase. This will be accomplished by the availability of 7 feet of depth in each pond
and this will provide more than adequate storage volume for the sediment. The release pipe will be
protected during construction to keep it from being plugged and the ponds will be cleaned of silt
when each has collected one half of its storage volume in sediment. Since the ponds are wet
ponds no dewatering pipe is needed. After the site has been completely stabilized the ponds will
be cleaned of silt to their final configuration. The erosion and sediment control calculations are
also included in this report.
The stormwater runoff calculations shown in this report are based on the SCS TR-55 Method as
required by the City of Rocky Mount and the North Carolina Department of Environment and
Natural Resources.
Existing Conditions:
The site is comprised of a large field of grass and some large areas of woods. There is also a small
area (+/- 5.0 acres) that is currently an abandonded school that will be demolished and removed.
The total site is comprised of +/- 50.0 acres with about 40 acres being graded in the development.
There is also an area to the north of the site that drains onto the property and is picked up by an
existing ditch. The ditch then leads to an existing man-made pond located in the "middle" of the
property. There is also a small creek named Goose Creek that runs north to south along the
western property line.
All the runoff currently drains via sheet flow and shallow concentrated flow from northeast to
southwest across the site. The site is further divided into smaller drainage basins that flow the
same direction by the ditch and pond, Slopes vary from 1 to 5 percent with the flatter areas being
adjacent to the Benvenue Road a steeper area in the middle of the site, and some flatter areas near
the creek.
The closest body of water to the site is the before mentioned small creek which leads south. A
small portion of the site is within the 100 year "flood fringe" and a smaller area being within the
100 year "floodway". This information is per the survey provided by Joyner, Keeny & Associates
dated September 30, 1998.
Developed Conditions:
The area draining to the front stormwater pond is comprised of 29.84 acres in total with 28.3
acres being impervious area. As stated before, no off-site areas will be included as all these areas
will be routed around the development. The 29.84 acres includes the residual property areas and
we assumed these areas being 850 impervious when developed.
The rear pond is comprised of 14.67 acres in total with 13.23 acres being impervious. Again, all
off-site runoff will be directed around the site. For both the front and rear ponds all remaining
property will be grassed with a permanent grass mixture upon completion of grading. There is also
a 14' wide landscape area that has been designated around the perimeter of the parking lot that
will include trees and shrubs.
The slopes of the parking lot will range from I % to 3.0 % with driveways ranging up to 8% and will
drain to a series of catch basins which will lead via underground pipes to the detention pond or via
sheet flow across the pavement to the ponds. There will also be a new ditch and 60" pipe installed
at the rear of the Wal-Mart Store to catch the off-site runoff and direct it around the site. The
outlets into the pond will be submerged in a permanent pool and therefore will not have rip-rap
aprons.
There will also be a small area that we will let runoff directly to the creek. This area is located
along the fill slope on the western side of the parking lot. Since the bottom of the slope is below
the pond elevation this area can not enter the pond. This should not pose any problems since the
ponds "overstore" the runoff and the total release from the site will still be minimal. The
hydrographs will show that for the 100 year condition the ponds handle and pass the runoff
without overtopping the ponds.
f
Runoff Calculations;
The runoff for both of the ponds will be based on the first one (1) inch of runoff over the entire
drainage basin. The 100 year runoff to each pond will be calculated using the TR-55 Method. This
method considers land use, time of travel for runoff, and rainfall events as prescribed by the US
National Weather Service for this particular area, and the size of the area to determine stormwater
runoff. The equation used is as follows:
The rainfall amounts will vary based on the design storm and these numbers are taken from the
precipitation maps issued by the U.S. National Weather Service. The area is also analyzed to
determine it current land use and a Runoff Curve Number is then generated for the site. Next the
time of concentration (travel in minutes) of the runoff from the most remote point of the drainage
basin to the outlet point is determined and these items are used in the calculations to determine
the runoff Q.
First 1 " of Runoff:
The first 1" of runoff is calculated for the entire drainage basin. Based on 1" of runoff for the site
the results are as follows: (see included hand calculations)
Front Pond: Area = Rear Pond: Area =
acres. 14isaat+es.
Vol. = 10;319 c.f. Vol. -51,25216.f."
SA / DA Calculations:
Per the State of North Carolina requirements the Surface Area to Drainage Area ratio must be
calculated to find the required pond surface and depth. This calculation is based on the ratio of
paved area to total area for each pond. The calculations are included in handwritten form in this
report. The results show that both ponds receive areas that are over, -10ioerftus. Based on
the state requirements the depth of each pond shall be 7.0:fee4. The surface areas provided at the
top of the wet storage are as follows:
Front Pond Required Rear Pond Required
Surface Area - Surface Area =
17AW s:f x
Provided =:A#50 s.f. I Provided = 21,32&0.
The depth and surface areas provided are based on 85% removal of TSS. Thli;romu nes using ? 30
foot Vegetated Filter.
Total Storage Requlrements:
The ponds are then checked for total storage for the 7 feet of permanent water plus the required
1" runoff volume.
Front Pond t-"this 7 Rear Pond 1 " plus 7
foot depth = 342,777 foot depth = 151,1489
c.f. C.f.
I Provided = 497,715 I Provided = 23$;664
c.f. c.f.
As can be seen both ponds will provide the required storage for both the permanent pool and the
first 1 " of Storage.
Primary Release:
The primary release for each pond will be a small orifice sized to release the. runoff over-a twq day
P-9MOd. Based on the 1 " volume this comes out to 0.63 cfs for the front pond and 0.31 cfs for the
rear pond. Based on these release rates we size an orifice using the orifice at the top of the
permanent pool elevation and the head being the top.0 f the 1"storage volume. From this we
calculate the orifi to be 4"Irr the*mt pond an4'''I: pond. Rather than put an open
orifice in each riser we will install an equivalent pipe size and turn the inlet down into the
permanent pool. This will keep floating debris from leaving the ponds and will keep the openings
from clogging.
100 Year Storm Deslgn:
The ponds do not have emergency spillways due to site constraints. Subsequently, the ponds must
be able to handle the runoff without overtopping. The 100 year design will be based on passing
the 100 year runoff after the first 1 " of runoff has been stored. Based on this premise the
calculations are based on available volume and head. For the Front Pond the 100 year runoff is
356 cfs. First calculations are performed to size a riser to pass this runoff with a prescribed
amount of freeboard. Each pond should have 1 foot of freeboard during the 100 year storm. The
top of the riser will be at the top of the 1 " storage elevation (i.e. 95.0). With 1 foot of freeboard
this mean head equal 2 feet. From weir calculations this means a 38 foot weir is needed.
Therefore use a 10 x 10 box for 40 feet. Then a barrel must be sized to carry the water. With the
maximum storage elevation being 97.0 the volume used at this elevation is 449,114 c.f.
Subtracting off the wet storage gives an available volume of 214,656 c.f.. Plugging this number
back into the TR-55 calculations for Vs/Vr and Qo/Qi and figure 6-1 we know the Vr or runoff
volume and we know the storage vloume. Using this we can get the ratio. We also know the Q in
is the 100 year runoff. Based on all this we can calculate the Q out. For the front pond we
calculate the outflow to be 201 cfs. Size a barrel to operate under head to pass 201 cfs. Using the
FREELAND and KAUFFMAN, INC.
EN(5/NEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
Job RLCKU MU LINT, N C Job No.
Computed By `T
Checked 5y
REFERENCE I Calculation For: S I l r FA AR EA CAl? JLeT I N 5 Discipline:
Date I Z I
Date
_Fo R two N D L5 IF 1-I 1 N I) .57-c R E
bf /AINAGE i3ASIN 1* 1
1 -T-,DT-AL- DRAINAGE. /AREA - 1 4, (,o-7 AC-
IMPERVIOUS AREA - 13, Z 3 AL
c/o IMPERVIOUS AREA - IkY?/(l,lv7 gEJOIo
SAIDA CALL ULAT1oN (FROM CHART 3)
BASED ON 5501,' TSS REM o VAL DEPTH = -7, o Fr
t 90% IMPE9VIoVS AREA
FAr-ToFK = 2.8% cR o-oz6

SuRFALE ARF-A REGcUIReb = O.J29 X TOTAL BA,5IN
O,CZB X 14.1, -7 = C, L411 AC-
FT-O`111 A(--FT- A L131S60 = 1-71e93 SF r

THIS .SURFACE- 14R1E-4 MUST 13E PtzoVIDF- b AT THE TOP
CAF THE- WET P00? -57-6KA61<-
-:?A PR,) Vtbet? AT ELC'V, IGI = I&1 1C) 7 SF
SINLE THE WET STORAGE DEPTH M1j5-r 5E T FT, / 'THE TOP OF
'THE MET STURA&E WILL 5F- AT ELEV, IC3. ZA PRoVI LIFO AT
FLCrV, 1o3 = Z1/398 SF .', OK
C
Sheet I of H
??rJ II'C V_ '
85% TSS REMOVAL
30 FOOT VEGETATED FILTER REQUIRED
1

DEPTH 1 3'
IMP %
3.5' 14.0' 14.5' 15.0' 15.5' 16.0' 6.5' F7. 0' T7.5,
10% .9 .8
20% 1.7 1.3
30% 2.5 2.2
40% 3.4 3.0
50% 4.2 3.7
60% 5.0 4.5
70% 6.0 5.2
80% 6.8 6.0
90% 7.5 6.5
100% 8.2 7.4
*Revised 10/31/97
.7
1.2
1.9
2.6
3.3
3.8
4.5
5.2
5.8
6.8
.6
1.1
1.8
2.4
3.0
3.5
4.1
4.7
5.3
6.2
.5 0
1.0 .9
1.6 1.5
2.1 1.9
2.7 2.4
3.2 2.9
3.7 *3.3
4.2 3.7
4.8 4.3
5.6 5.0
0
.8
1.3
1.6
2.1
2.6
2.9
3.2
3.8
4.4
F 0
7
1.2
1.4
1.8
2.3
2.5
2.7
3.3
3.8
0 0
.6 .5
1.0 .9
1.1 1.C
1.5 1.3
2.0 1.6
2.1 1.8
2.2 2.0
2.8 1.3
3.2 2.6
3.6
Note: The required surface area calculated fromlthe tables is to be prov5.8 5. ?14.3 ided at the permanent
pool elevatio:
90% TSS REMOVAL
NO VEGETATED FIL'L'ER REQUIRED
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 West 5tone Avenue
Greenville, 5outh Carolina 29609 Job
Telephone [phone]
Fax [phone]
KEFEKENCE Calculation For:
Job No.
Computed Dy
Checked By _
Date
Di
Date
RL1NoFF GAL(-uL.ATIoNJ5 To PGN D 3 E H I W 6 .SroRE
STGRAGE P?EG;' b AJ3o?/a PERM. F:b oL, IS THE FI??ST OF RLINCFF roP? TOTAL. DRAINA(sE OA510
AP'EA ' 1L1, b-7 AL VC;LLIME = 14.4-7(43,5-4, o)C I/i2> ` 53I ZSZ CF
STAGE AREA AV&. AREA VOLLlt-7F-
L)
9111 qll?
97 912
lei ??? 191 877
`-b II,ZZo
IZ, 485 3Z ,3(oZ
9`I 13, ZH 9
y Zvi 4(p, 5G5
)00 15, 15-7
I(??15(0 ?2177 1
1 D I 171 15 y

IoZ 1qI Zoo
zo 319 1011237
103 ZII 3913 4, hlEr STORAGE
221518 1731-755
IDy 231 Lc3-7
Zy, av7 I `fBl54P 7-
25, 9 -1 -1
Z71 ZzZ 1751799
10(o Z8, ?IL7
Ze1-7-73 Z0 51557
1 c-1 311 0-19
0S 3 3, 91 y -72/ q4 7 Z 3 f, 1 0 Sheet Z cf y
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
REFERENCE I Calculation For
Job
Job No.
Computed By
Checked by _
Date
Discipline:
Date
?7oRA6 F- prZov I pEI? IS 7--3?c/ Gl,'-1 CF - I o 1? Z3-7 .'F
= 13017(,7 Cr- > 53/ 25Z CF
I" RLNoFF REk'O 5TOMAGE IS MF_T
YOLLIME TC 8E RF-LEASED OVER A Z DAY PER10D
C?= 531ZSz CF X X!HIR x IMN = x•31 CFS
Z DAY Zy HR (emu r-1 6Li SEC,
CUTLET INVEKT - ID3 Tol' vF 1" .5 roRAG,F =Icy . Z 5
HEAD 2.?S
c, L- A Z?h =-7 A _ c, ?z5hh e•ro z! 6Z .7-15) C. b93 SF
A= 77 zlq 7 1? = C. 734 FT =7 z.8 3,0 "t( OR)FIGF_
EME. R&ENJ L
THE?' _ WILL. 3F_ NO EMEMGENcy .SPILLWAY FOR THE
Pct4b i HEREFORE 71-4 F- CO'UTLE-r 'r P-\ L1CTL. R WII-1- $1=
I]ESILTNEi1) To rASS THE Ioc? R -STORtM.
P S R i r?-55 7H11- Imo- yR I-S TuI?M = 173.-7 (P C F 3
QFSI(,N CUTLET -tc, PAS-5 173,7 1-73, y S CFS
AT- NEAR - lu`I - IOS, 5 = 1.5-
_ ?.? 5-
L OZ ("F_1,3 EGN,? L= Ze.Co
US-F-8 ' X ?I COQCRETE 13 OX AS RISEIR
Sheet 3 of H
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 We9t Stone Avenue
Greenville, South Carolina 29609 Job
Telephone [phone]
Fax [phone]
KEFEKENCE I Calculation For:
Job No.
Computed By
Checked Dy _
Discipline:
Date
-57-ORA& E- pr?oy I DEO IS 7- 3?I CC,W CF - I o 1/ 03-7 `F
131c,71.7 CF > 531 2 5z CF
I" RLiNorr- REk'O ,STOK46.E IS mF_T
VOLUME= 77C BE RELEASED OVER A Z DAY PERIOD
Cti = 53 Z5Z CF X I?.8 X I HR X 1mlt! _ C •31 CF5
Z DAy Z4 H9 ('c MIN ?u SEC,
CUTLET INVEKT = ID3 TOP vF t" SruRAGF_ =Icy . Z 5
HEAL) = Los. zs - 1?.3 2.zS'
C. ? I
L = c,&A Z?h =7' A C,rc?Sh e.c? z s) C. L,4-3 SF
A= 77bzlq 7 ?= C. 2B4 FT =7 Z,8 0131FICF_
EME- RGr_-?I
T-HEI'E "ILL EE NO EME1?GEN(-y -5P)LLWAy FcR THE
PcN61 THEREFORE 71-IF_ 0)1-JTLET -Srt' uC-ruftE W1 1-i- gy
DESIUNE?? TO 1-'ASS TN1= Ioc? yR SToR"'
Pr- R i f? -55 "TN C Y R ST?rz t-1 = 17 3. ?(P CFS
AE51( t4 CUTLET -r c-, PA 55 173.7` 1-73, y S CFS
AT N&A Ib = 1 0-7 - IOS. S = I.5-
Lx = 3.? L H"Z- ("FIR EGt4 L` Zg.(o F- NI
LASE ?I X g? Co?JCRErE 13OX AS RISER
Date
Sheet 3 of y
Hydrograph Plot
English
Hyd. No. 3
REAR POND CALCULATIONS

Hydrograph type = Reservoir Peak discharge = 103.51 cfs
Storm frequency = 100 yrs Time interval = 2 min
Inflow hyd. No. = 1 Reservoir name = POND BEHIND STO
Max. Elevation = 106.75 ft Max. Storage = 199,803 cuft
Storage Indication method used.
Total Volume =268,659 cult
3 - Reservoir -100 Yr - Max. El. = 106.75 ft
107.0 -
104.8
102.
4)
w 100.4
98.2--
96.0
?
10 15 20 25
Time (hrs)
--- -

?

0 5 6
a
8
Hydrograph Plot
Hyd. No. 3
REAR POND CALCULATIONS
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 1
Max. Elevation = 106.75 ft
English
Peak discharge = 103,51 cfs
Time interval = 2 min
Reservoir name = POND BEHIND STO
Max. Storage = 199,803 cuft
Indication method used.
Total Volume = 268,659 cuft
. FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCNI7-ECT5
209 West Stone Avenue
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
REFERENCE Calculation For:
Disc
rvR hDNI?_IIJ FRorJT of ?ToRE
DRA?AG-l51?Z
TOTAL t)RAo4AGE AREA - Z61-51-4 AC,
IMPERV I o u_S AREA - Z?, 3 AL
°/o IMP. ARr_A - ".3/Zer.ey '95%
SAl DA C6LCLILAT1O" (FROM GHART?
13ASF-b oN BS-/o TS5 REMo,IAL_ / l EPTN = To 1=r
°I" 95Va I M P E R VIoLI5 ARF_A
FA T A R = C, c z i? X To T,n L 13A S I,J
c z. X Z 9. C-Lf = 0.'F34 AC
a93( AL X Cy3, ??) = 3(,jyl(o --5F
TN IS SL-1KFA(_E AKEA r'IUST 3F PRGVIDI<? AT
T4IF -r-oP' CF 'TH I- WF--F !'OCIL STORAGE .
.SA PKL)V1 0E D A7 ELF-\I. qa = 3&1 q97 5F
SIN(- r TWL wF_T" SroRAUE DEPTH r-?usT )3r-
-7 IPJ IbF_PTH TFIF_ TOP CF WF-7" .SToPCA&F
WILL 13E AT ELE\J. 97- . -5A PRoYibF6 AT I1Z =
-3P-/ 65a SF, DI<
fR L1N0 FF Tp PRCN7 Por,,Ib
57oRA&E REC?'l--) ABOVE IFERM. POOL IS FIRST Lr-
RUrJ09 F FDR TC-fA k- L)RAINA(,E EiASIN ' ,ZC).99 ACf'E S
Job EQC K U M f I i T r l l Job No. Date I z I `y
Computed By -TW C
Checked By Date
/!.I N1E = Z9, gy Z)'' 1O "/ 319 CF Sheet - of y

85% TSS REMOVAL ------- -
30 FOOT VEGETATED FILTER REQUIRED
DEPTH 3' 3.5' 4.0' 4.5'
5.0 5.5' 6.0' 6.5' 7.0'

7.5'
IMP %
10% .9 .8 .7
.6 .5 0 0 0 0
20% 1.7 1.3 1.2 1.1
1.0 .9 .8 .7 .6
30% 2.5 2.2 1.9 1.8
1.6 1.5 1.3 1.2 1.0
40% 3.4 3.0 2.6 2.4
2.1 1.9 1.6 1.4 1.1
50% 4.2 3.7 3.3 3.0
v 2.7 2.4 2.1 1.8 1.5
60% 5.0 4.5 3.8 3.5
3.2 2.9 2.6 2.3 2.0
70% 6.0 5.2 4.5 4.1 3.7 *3.3 2.9 2.5 2.1
SO% 6.8 6.0 5.2 4.7
4.2 3.7 3.2 2.7 2.2
9070 7.5 6.5 5.8 5.3
4.8 4.3 3.8 3.3 2.8
100% 8.2 7.4 6.8 6.2
5.6 5.0 4.4 3.8 3.2
1
*Revised 10/31/97
0

.5

.9

1.0

1.3

1.6
1.8

2.0

1.3

2.6
90% TSS REMOVAL
NO VEGETATED FILTER REQUIRED
DEPTH

IMP % 3' 3.5' 4.0'
4.5 5.0' 5.5' 6.0' 6.5' 7.0' 7.5'
10% 1.3 1.0 .8 .7
6 .5 .4 .3 .2 .1
26% 2.4 2.0 1.8 ? 1.7 1.5 1.4 1.2 1.0 .9 .6
• 30%. 3.5 3.0 2.7 2.5 - '
-2.2 .. 1.9 1.6 1.3 1.1 .8
?._ 40%
4.5 4.0 3.5 3.1 2.8'.
50 % 2.5 2.1 1.8 1.4 1.1
5:6 5.0 4.3 3.9 3.5
3.1 2.7 2.3 1.9 1.5
__ • 60% ? 7.0 6.0 5.3
4.8 4.3 3.9 .3.4 2.9 2.4 1.9
74-% 8.1 7.0 6.0 5.5
5.0 4.5' 3.9 3.4 2.9 2.3
-80% 9.4 8.0. 7.0
6.4 5.7 5.2 4.6 4.0 3.4 2.8
• ? ° 90% 10.7, g•Q ' 7.9
7.2 6.5 5.9 5.2. 4.6 3.9 3.3
100% 12.0 10.0 8.8 7.3 6.6 Note: The required surface area calculated from lthe tables is to b 5 8 5.1 4.3
3.6
e provided at the permanent pool elevatiol
FREELAND and KAUFFMAN, INC.
EEN61NEER5 • LANDSCAPE ARCHITECT5
209 Weet 5tone Avenue
Greenville, South Carolina 29609
Job
Job No. Date
Telephone [phone]
Fax [phone] Computed By
Checked By Date
REFERENCE Calculation For: P N n W L L r1 F Discipline:
-?T/A E AREA AVG. AREA \IoL!.jmF
?5 Z?i13LAS
zq1 055 291 D 5 5
Z91'7( 5
301 gC10 591595
-7 31, Zl5
31,?5y 91,yq?
3Z14?CIZ
33,993 17-4199 z
8q 34,?gy
391 95- 1591 E?9q
9c? 35172-0
3lal 4q -7 I9L, -39
37
Z-73
,
38/04'2 2- 3HIl5a
97- 36,5 so E- WET ZT-0FA6E
3q,(,SI Z7411oq
93 40/957
y) / ZGG 315/3"75
q4 `121 0&0
921'70G 358, Z51
95 4313 Z
9H/ 571 407-1 ESZ
q? y5, y r o
4(1/2(,,7- 4gg1 I/ q
97 97,113
4B,lool yq??'jl$
q S 501 ogq
.STORAGE- PRov >Eb A i3clVcr PF13m, PooL Z3LIgSe
= Z(o3 125-7 c F 7 Ic)G, 319 C F -'o I" RLINOFF KEQ'
SToRA i>E IS ME T .
Sheet Z of y
FREELAND and KAUFFMAN, INC.
ENGINEERS - LANDSCAPE ARCHITECTS
209 West Stone Avenue
Greenville, South Carolina 29609 Job
Telephone [phone]
Fax [phone]
REFEKENCE
Job No.
Computed 5y
Checked By _
Calculation For: 6 1 Z I N G O L `r L-E T D
Date
Date
VOLLUrME --0 13E FK ELEA,5EV 0VIFR A Z DAY Pr'Rlots
Cti = Iu? 31G CF X DAB) X I NFZ X IMIN = G.lo3IFS
Z DA4 Z?y HER 6* t-1
(COSEC,
OLJTL-F_ 7- IW\IEFKT = 9 Z -T' F' OF I" ST-0 AC,F_ .4T ELEV. 6S
HEAD _ `q.bS -9Z = Z. (,S
Q= O,l/A Z7 - ORIFICE eQ UAT)crJ
A = C" = 4. el = D.cQDq 5F
r;. (, z -9k ?. 6
A c . 32 Ft-
=7 3,84" LSE q'c'?cx tFICr
y
EMEFZC7FNCN SPILLWAY (ELEVATIDN = GS)
-TUE1?E WILL 13E N0 \\St-1ER6E-tJCy -SF'1LL WAYu FCP? THE
PbNI) THF_RF-F4:>RE THE . OU-rLF_T 57P? L., '71JRF_
L41LL 13E LESIGNE.L To PA'S -THE goo yR TORM,
PErZ 7-R-5$ THF- loo yR S7cRM = 35(i IFS
DESII•n1 51- 1L-L WA. j To PA«. 35(o CFS C.?3 CFS = X55, 31 2:FS
AT A H I;A? = 9-7 - IIS = 2 FT .r
L = 39, 01 FT - 38 FT
U 5e A Io' X 10' CorvC R E-T E 8OX
Sheet 3 of H
1, FRFF1 ANI7 an,4 KAI IPPUAk1 wry
ENG/NEER5 - LANDSCAPE ARCH/TECT5
209 Weet Stone Avenue
Greenville, South Carolina 29609 Job
Telephone [phone]
Fax [phone]
KEFEKENCE I Calculation For:

51ZE SARKELL
Job No.
Computed By
Checked Dy _
Date
Discipline:
Date
t"IAXIr1ur'1 AL LOWAI31-E WATER EL-EV. IrJ POND L)L1RIIJU
loo-yR SrorZM WILL f3E 1.7 , LEAV1rJ(r I Fr OF P't7FF0oA3D,
7PE S-rokAGE AT ELEV, 9-7 IS EQUAL ygrllIq CF - ZSq;g58CF
(k F-- T SToRA &F-? = ZIH/ 615(- CF " \/5
LJ.SE 7R-SS TO FIND OUT Q To BF- PASSE!) TI-IRpuGH BARRE L.
'TOTAL 100 yR RIJNoFF VOLUME (V, _ $y q I '1q0 CF
Q= o.(,Ahgh =7 A= zQ1 cFs _ j3.gZ sr
0. L Z? (q
1ZE BARREL. To P,4SS Z01 CFS WITH HFAl1 = 97- 88 : 9 Fr
. V v = 35('( c,56'5) = Z01 CFS
S
••• PEAK OLITFLo1J 356' CFS
I EA1< INFLOW ??I
A7Ti4o%4EO GI-IARr>
VS = Z1y 16,s& cF Vs /V,z = z141(' s1, / Sgq/790 = o. -z.5
/y BARRrL_
Sheet 9 of y
Input requirements and procedures
Use figure 6.1 to estimate storage volume (V,)
required or peak outflow discharge (qo). The most
frequent application is to estimate V,, for which the
required inputs are runoff volume (V,), qo, and peak
inflow discharge (qi). To estimate qo, the required
inputs are Vr, V,, and qi.
(r3
t
Estimating V.
Use worksheet 6a to estimate V,, storage volume
required, by the following procedure.
1. Determine qo. Many factors may dictate the
selection of peak outflow discharge. The most
common is to limit downstream discharges to a
desired level, such as predevelopment discharge.
Another factor may be that the outflow device
has already been selected.
2. Estimate q; by procedures in chapters 4 or 5. Do
not use peak discharges developed by any other
procedure. When using the Tabular Hydrograph
method to estimate qi for a subarea. nnly ima
Fijcure 6.1,_,Approtimale detention hasin roulinK for rainfall hoes 1. I.A. 11. and M.
(210-VI-TR-55. Second Ed.. -June 1966)
- ., .t) .6 .7 .8
Peak outflow discharge qo
Peak inflow discharge ?q
i
Hydrograph Plot

Hyd. No. 2
DRAINAGE TO FRONT POND
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 29.84 ac
= 0.0 %
= USER
= 8.80 in
= 24 hrs
English
Peak discharge = 356.46 cfs
Time interval = 2 min
Curve number = 96
Hydraulic length = 1381 ft
Time of conc. (Tc) = 4.8 min
Distribution = Type II
Shape factor = 484
Total Volume = 844,790 cuft
2 - SCS Runoff - 100 Yr - Qp = 356.46 cfs
400 -
30
20 / Hyd. 2
a
10
0
10 15 20
Time (hrs)

0 --

0 5 0
Reservoir Report
Page 1
Reservoir No. 2 - FRONT POND English
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
ft ft
0.00
2.00
4.00
6.00
8.00
10.00
12.00
13.00
85.00
87.00
89.00
91.00
93.00
95.00
97.00
98.00
Contour area Incr. Storage Total storage
sqft cuft cuft
28,345 0 0
31,215 59,560 59,560
34,194 65,409 124,969
37,273 71,467 196,436
40,452 77,725 274,161
43,732 84,184 358,345
47,113 90,845 449,190
50,089 48,601 497,791
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 54.0 4.0 0.0 0.0 Crest Len ft = 40.0 0.0 0.0 0.0
Span in = 54.0 4.0 0.0 0.0 Crest El. ft = 95.00 0.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.00 0.00 0.00 0.00
Invert El. ft = 88.00 92.00 0.00 0.00 Eqn. Exp. = 1.50 0.00 0.00 0.00
Length ft = 125.0 0.1 0.0 0.0 Multi-Stage = Yes No No No
Slope % = 2.40 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = ----- Yes No No Tailwater Elevation = 0.00 ft

Stage / Storage / Disc
harge Table Note. All outflows have been analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 85.00 0.00 0.00 --- - 0.00 --- 0
00
2.00 59,560 87.00 0.00 0.00 --- --- 0.00 --- --- .
0
00
00 124,969 89.00 9.92 0.00 --- 0.00 --- --- .
0
00
6.00 196,436 91.00 67.14 0.00 --- 0.00 --- --- --- .
0
00
8.00 274,161 93.00 126.98 0.38 --- --- 0.00 --- --- .
0
38
10-00 358,345 95.00 166.88 0.71 --- --- 0.00 --- --- .
0
71
12.00 449,190
13-00 497
791 97.00
98
00 198.93 0.00 --- --- 339.41 --- --- .
198.93
, . 213.16 0.00 --- --- 623.54 --- --- 213.16
1
Y
Hydrograph Plot
Hyd. No. 4
FRONT POND CALCULATION
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 2
Max. Elevation = 96.92 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
English
= 197.80 cfs
= 2 min
= FRONT POND
= 445,725 cuft
Storage Indication method used.
Total Volume = 539,018 cuft
4 - Reservoir -100 Yr - Qp = 197.80 ds
400
300 / Hyd. 2
20
pt
100 / Hyd. 4
0
10 15 20 25
Time hrs
I

?

0 5 0
Hydrograph Plot
English
P
Hyd. No. 4
FRONT POND CALCULATION
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 2
Max. Elevation = 96.92 ft
Storage Indication method used.
Peak discharge
Time interval
Reservoir name
Max. Storage
= 197.80 cfs
= 2 min
= FRONT POND
= 445,725 cuft
Total Volume = 539,018 cuft
4 - Reservoir -100 Yr - Max. El. = 96.92 ft
97.0
I
94.
r- 92.
w 89.8
87.4fi
85.0
0 5 10 15 20 25
Time (hrs)

t

EROSION S SEDIMENT CONTROL
The following is the report of the sediment and erosion control devices to be used on the ROCKY
Mount project. The erosion will be controlled with the use of the two ponds being built for the
stormwater. We will also use a series of temporary diversion ditches, inlet protection, silt fence
and a stone construction entrance. These items will be implemented per the NC SCS Erosion and
Sediment Control Handbook and maintained on a regular basis to insure their proper operation.
We will also provide all calculations for the sediment basin based on temporary grading conditions
and permanent grading conditions to show basin efficiency is met.
The site to be graded will consist of approximately 40 acres. It is currently half wooded with the
other half being large grassed areas. In its graded condition the site will drain northeast to
southwest towards Goose Creek. Because the ponds are on the low side of the property the
detention ponds will also serve as the sediment basins. Diversion ditches will be installed to direct
runoff to the ponds. In the interim, the remaining small areas that can not be incorporated to the
pond will be directed to silt fence. These areas are small and consist mainly of the fill slope along
the eastern property line.
Initially, the 37.0 acres that will drain to the front pond will have to be picked up by a berm placed
along the property line with Goose Creek. This is done to block an existing low area and direct it
to the basin. As grading continues and the area is brought up, the pond will be graded more
towards its final configuration. Fill will be placed from north to south towards the front pond. The
calculations provided show that the ponds will work when the site is initially graded and will also
work in their final configurations. Note that the drainage area to each pond in the first stages is
different than the last stages as the stormwater pipes and grading will redirect the runoff to each
pond as required. In all cases the basins will provide at minimum of 85% trapping efficiency based
on the TSS calculations and the fact that they will be wet ponds both in grading and in final
configuration.
When the stormwater system is installed, inlet protection will be installed at each catch basin to
collect sediment. There will also be "super silt fence" installed along the downhill perimeter of the
site adjacent to the creek and a temporary stone construction entrance along U.S. Route 29 and
the tie in on Commercial Park Drive. Super silt fence is a chain-link fence with steel poles to
anchor the fabric in place. This is done in areas we deem critical rather than using the typical silt
fence detail.
Rear Sediment Basin Calculatlons:
The on-site detention pond to the rear of the site will also serve as a sediment basin during
construction. The pond is sized to handle all of the runoff in the developed condition but will only
handle 3.95 acres of graded area initially. The outlet structure will be built to its final configuration
as the pond is built and subsequently the pond will have a permanent pool during the grading. This
will enhance the efficiency of the pond. The release will be through the 3.0" orifice and the top of
the riser. Refer to the earlier calculations for sizing.
Volume Calculations:
Based on the NC Erosion Control Handbook the basin should be sized to handle sediment at a rate
of 1800 c.f. per disturbed acre per year. The basin will pick up 3.95 acres directly. This equates to;
3.95 acres x 1800 c.f. / ac = 71 10 cf
The provided storage is:
101,237 c.f. at the top of the wet storage. Therefore O.K.
The main release will be through the 3.0" pvc pipe (orifice) at the top of the wet storage (103.0)
and the 100 year weir at the top of the outlet structure. The N.C. Handbook states that the basin
should be capable of passing the 10 year storm event without overtopping the pond. Since the
outlet is designed to pass the 100 year storm based on 14.67 acres, obviously it will handle the
10 year storm based on 3.95 acres. The clean out elevation will be 103.0 or the top of the wet
storage. This well exceeds the required 71 10 cf.
Required Surface Area:
The required surface area is based on a ratio of runoff to area and is suggested by the N.C.
Handbook to be a minimum of 0.01.
0.01 =A/ 26 cfs, A = 0.26 acres, = 11,326 s.f
The surface area provided at the top of the wet storage is 19,240 s.f, therefore O.K.
Front Sediment Basin Calculations:
The on-site detention pond to the front of the site will also serve as a sediment basin during
construction. This is accomplished by building a berm along the creek side property line and
directing the flow to the front basin. The pond is sized to handle the runoff in the developed
condition but will also handle 37.0 acres of graded area initially. The outlet structure will be built
to its final configuration as the pond is built and subsequently the pond will have a permanent pool
during the grading. This will enhance the efficiency of the pond. The release will be through the
4.0" orifice and the top of the riser. Refer to the earlier calculations for sizing.
Volume Calculations:
Based on the NC Erosion Control Handbook the basin should be sized to handle sediment at a rate
of 1800 c.f. per disturbed acre per year. The basin will pick up 3.95 acres directly. This equates to;
37.0 acres x 1800 c.f. / ac = 66,600 cf
The provided storage is:
234,458 c.f. at the top of the wet storage. Therefore OX
The required surface area is 0.01 = A/inflow (q)
From the TR-55 calculations this is 167.0 cfs. Therefore A = 0.01 x 167 cfs. = 1.67 acres =
72,745 s.f. The surface area provided at the top of the wet storage is 98,758 s.f .
The main release will be through the 4.0" pvc pipe (orifice) at the top of the wet storage (92.0)
and the 100 year weir at the top of the outlet structure. The N.C. Handbook states that the basin
should be capable of passing the 10 year storm event without overtopping the pond.
From the TR•55 Calculations the 10 year runoff is 167 cfs and the runoff volume is 555,215 cf.
Using the TR•55 calculations for pond sizing the pond will provide 293,400 cf of storage above
the wet storage. This means the outlet structure will only need to be able to pass 20.04 cfs. With
a 54" outlet pipe at invert elevation 88.0, the 54" pipe will have:
95.5 - (88 + 2.25) = 5.25 feet of Head
Q = 0.6 x A x (2x32.2 x h)^0.5, A= 15.90, 0175.42 cfs therefore OX
Hence, it can be seen that the outlet structure will easily handle the 10 year storm.
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
FEFERENCE I Calculation For:
Job
Job No.
Computed By
Checked By _
i ne:
Date
Date
SED, I-I?-: I-T, I ? ?t:
TI-f I_- I: A ?- F" lam) P 1.1 I , - 4\6 G 3? IaS?? ??

SHE G?(LAD?D Ag-c.A To 1 "IS F01-10
I I 71 a L ?1`A?, ES IS , 9,5 Ar
?-? I E D I I ai E 1-?T 'S?o A h 15
I>?O??RE x 3.?5 Ac. = ?IID G1=
TI-+IS IS (jPS?D 0l-j A -75% 7-9-APP, NJ'-)
CSI E l??-`?
P ER- -71-, 1- 'rS s G? L G L1 I.- AT I D ti O?, (COI-: 0 S A (zrc.
AGTUALL D?SIG?IIE.D rot 85% ?Iflo?l?.l.,
A\/,e ?,I I_?.P,I-I_ S-ro2Ae, s AT el. • IoZ lb I I Z37 GF .'. Uk
Tl4r Fr.P2 PoI? O I.-! I LV PTE r-?vIL'1• 7o 175
41-
?ol., F1?,?i2A-rlo? ,? PI?A?sE z .
'S „-aC F- TIaE 0 LET ST(LIjLTi.? r'-E IS ':? l If- 0>7-,o H/--,4PL1=
-rNE loo yp-, / Ir or=,vlal?o,?
.
v `/R '?>Ta' I-'
k14E2E C? 1 5 'T I wF l-o I•! ? ?? o F F Fr?-o I `? 'Tiz? ?'j 6? : 2(? C r
D • o I C 2 ?, ) = A = D, Z?, A L = I 1 13 Z(o '?-" F.
-T4-3?-: SU2f A (- ?-- A N7-
i's ,? ?o P O? TrE ?,?? ?So?A??
I ? / 240 oK-
Sheet of

GRAPHICAL PEAK DISCHARGE METHOD
Project : WAL-MART SHOPPING CENTER
County : NASH State: NC
Subtitle: GRADED CONDITION TO REAR
Data: Drainage Area 3.95 * Acres
Runoff Curve Number 86 *
Time of Concentration: 0.12 * Hours
Rainfall Type II
Pond and Swamp Area NONE
Storm Number
----------------------
Frequency (yrs)
24-Hr Rainfall (in)
Ia/P Ratio
Used
Runoff (in)
Unit Peak Discharge
(cfs/acre/in)
Pond and Swamp Factor
0.0% Ponds Used
----------------------
Peak Discharge (cfs)
1 2
------ ------
2 10
3.5 6.0
0.09 0.05
0.10 0.10
2.10
1.494
1.00
12
4.41
1.494
1.00
26
User: SKS
Checked:
3 4
------ ------
25 100
7.0 8.8
0.05 0.04
0.10 0.10
5.37
1.494
1.00
32
7.11
1.494
1.00
42
* - Value(s) provided from TR-55 system routines
Version 2.00
Date: 12-20-98
Date:
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : WAL-MART SHOPPING CENTER User: SKS Date: 12-20-98
County : NASH State: NC Checked: Date:
Subtitle: GRADED CONDITION TO REAR
-----------------------------
Flow Type 2 year Length ------------------
Slope Surface ---------------------------
n Area Wp Velocity -----
Time
rain (ft)
----------------------------- (ft/ft)
---------- code
-------- (sq/ft) (ft) (ft/sec)
--------- (hr)

Sheet 3.5 300
.04
B ------------------ -----
0.118
Time of Concentration = 0 .12*
--- Sheet Flow Surface Codes -- -
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res.) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method

RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : WAL-MART SHOPPING CENTER User: SKS Date: 12-20-98
County : NASH State: NC Checked: Date:
Subtitle: GRADED CONDITION TO REAR
Subarea : AREA1
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
DEVELOPING URBAN AREA (No Vegetation)
Newly graded area (pervious only) - 3.95(86) - -
r Total Area (by Hydrologic Soil Group) 3.95
----------------------------------------------------------------------------
SUBAREA: AREA1 TOTAL DRAINAGE AREA: 3.95 Acres WEIGHTED CURVE NUMBER: 86*
----------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue
Greenville, South Carolina 29609 Job Job No. Date
Telephone [phone]
Fax [phone] Computed By
Checked By Date
REFERENCE I Calculation For: Discipline:
Gjf7 C2 , 1 1ENT 5ASIU # Z
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Sheet of
FREELAND and KAUFFMAN, INC.
ENGINEERS - LANDSCAPE ARCHITECTS
209 West 5tone Avenue
Greenville, South Carolina 29609 Job
Telephone [phone]
Fax [phone]
KEFEKENCE I Calculation For
Job No.
Computed 5y
Checked By _
ine:
[)at--
Z-> IIJce- }me- P2- D?---vI Lr L4' P,?!?,
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THE ? ? A J v 2 1T ? ? i= -r'? E ?-.' ? o Fi? A('?o ?..- -rH? I?l ?r
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Vr = 555/ ZIS GF
f: Rb I-' f l'/'7. ( V, - I ,

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1 /i-
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TN F- 5 4 '' P P r-- a la T ?T 5 I' t o ?r>L " r 1.-H is I-i C b f A f3 I- E. o f
F45-5 So CFS.
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Date
Sheet of

RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : WAL-MART SHOPPING CENTER User: SKS Date: 12-18-98
County : NASH State: NC Checked: Date:
Subtitle: SEDIMENT BASIN # 1
Subarea : AREA1
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
----------------------------------------------------------------------------
DEVELOPING URBAN AREA (No Vegetation)
Newly graded area (pervious only) - 37(86) - -
Total Area (by Hydrologic Soil Group) 37
-------------------------------------------------------------------------------
SUBAREA: AREA1 TOTAL DRAINAGE AREA: 37 Acres WEIGHTED CURVE NUMBER: 86*
------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : WAL-MART SHOPPING CENTER User: SKS Date: 12-18-98
County : NASH State: NC Checked: Date:
Subtitle: SEDIMENT BASIN # 1

Flow Type
2 year -----
Length ------------------
Slope Surface -----------------
n Area Wp ----------------
Velocity Time
---------- ---rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
Sheet 3.7 300 .0067 B 0.235
Shallow Concent'd 980 .0378 U 0.087
Time of Concentration = 0.32*
--- Sheet Flow Surface Codes -- -
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res.) G Grass, Burmuda - -- Surface Codes ---
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method

GRAPHICAL PEAK DISCHARGE METHOD
Project : WAL-MART SHOPPING CENTER User: SKS
County : NASH State: NC Checked:
Subtitle: SEDIMENT BASIN # 1
Data: Drainage Area 37 * Acres
Runoff Curve Number 86 *
Time of Concentration: 0.32 * Hours
Rainfall Type II
Pond and Swamp Area NONE
--------
Storm Number 1
---------------------- --- -------
2 -------
3 --------
4
---
Frequency (yrs) 2 ------
10 ------
25 ------
100
24-Hr Rainfall (in) 3.7 6.0 7.0 8.8
Ia/P Ratio 0.09 0.05 0.05 0.04
Used 0.10 0.10 0.10 0.10
Runoff (in) 2.28 4.41 5.37 7.11
Unit Peak Discharge 1.026 1.026 1.026 1.026
(cfs/acre/in)
Pond and Swamp Factor 1.00 1.00 1.00 1.00
0.0% Ponds Used
-
Peak Discharge (cfs) 86 ------
167 ------
204 ------
270
* - Value(s) provided from TR-55 system routines
Version 2.00
Date: 12-18-98
Date:
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Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss Iine
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 5 to 6 65.33 42 c 170.0 99.00 100.70 1.000 103.00 103.46 1.00 End
2 6 to 7 45.28 36 c 270.0 100.80 103.50 1.000 104.46 105.64 1.09 1
3 7 to 8 47.10 30 c 166.0 103.60 105.26 1.000 106.73' 108.92" 1.43 2
PROJECT FILE: ROCKY2.STM I-D-F FILE: RALEIGH.IDF TOTAL NO. LINES: 3 RUN DATE: 12-20-1998
NOTES: c = circular; e = ellipti cal; b = box; Return period = 10 Yrs.; ' Ind icates surcharge condition.
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Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss [in

(cfs)
(in)
(ft)
(ft)
(ft)
(%)
(ft)
(ft)
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No.
1 9 to 10 18.65 36 c 128.0 98.00 99.28 1.000 103.00' 103.10• 0.11 End
2 10 to 11 5.03 36 c 167.0 99.38 101.05 1.000 103.21 103.21 0.01 1
3 11 to 12 1.91 18 c 192.0 101.15 103.07 1.000 103.23 103.60 0.18 2
PROJECT FILE: ROCKY3.STM I-D-F FILE: RALEIGH.IDF TOTAL NO. LINES: 3 RUN DATE: 12-20-1998
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; " Indicates surcharge condition.
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Lodestar
DEVELOPMENT • LEASING CONSULTING INVESTMENTS • LANDPLANNING
P. O. Box 1831
181 North Harbor Drive, Suite E
Davidson, NC 28036
Phone: [phone]
Fax: [phone]
January 20, 1999
Mr. John R. Domey
North Carolina Department of Environmental and Natural
4401 Reedy Creek Road
Raleigh, North Carolina 27607
REFERENCE: DWQ Project #981145
Retail Development
Rocky Mount, North Carolina
Dear Mr. Domey.-
JAN 211999
Pj1AC
This letter will serve to respond to your letter dated January 7, 1999, /tegarding
development of our property in Rocky Mount, North Carolina. The pro p ity consists
of approximately 50 acres at the comer of N. C. Hwy. 48143 and Jeffries oad (across
the street from Golden East Mall). Roughly half of the property is cu ntly occupied
by Benvenue Elementary School, which the Board of Education is lling to generate
funds for new school construction. We have reviewed thew s and completed a
site visit with the U.S. Army Corp of Engineers. Ms. Jea Ma 1 of the Corp has
already issued a 404 permit for the site. We have spent c derable time creating
various site plans to develop this property. We are convinced there is no feasible
development plan that would avoid filling the draw, which runs through the property.
We have sent, under separate cover, the final site plan prepared for this site. As you
can see, preservation of the existing draw would prohibit the economical
development of this property. Please note that we have taken several steps to
address the flow of water through the property.
1. Our civil plans propose construction of a "by-pass ditch and pipe"
around the property.
2. We are proposing to construct two (2) water detention basins in
accordance with State storm detention requirements to impound water
4
(continued)
• Page 2
Mr. John R. Domey
January 20, 1999
flowing from our property before it reaches Goose Creek, which will
satisfy the 85% TSS removal requirements.
We are forwarding our civil engineering plans for the property, along with our
detention calculations, for your review. Mr. Ben Wilson, RE, of ECS Limited is also
forwarding a letter to you regarding technical difficulties which would be encountered
if the project is not constructed as planned. Please call with any questions you may
have regarding this development. We would be happy to meet with you and discuss
this matter in greater detail.
Sincerely,
Joe Looney
President
JL: vg
cc: Scott Stannard
Ben Wilson
MAIM aw
,001`'
V I C I N I T Y M A P
f

I?
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ffyy
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'n" oatlMo that Udo ow of this Oct oowooo*
dgblo Ma bound** of the WU&Vm of toobon 404
of Uw Clothe Mohr Ask as dekw b by Ow undwo{Mnd
on Udo dots. Union Yarn M a shenip In Ma Iw or our
pPub?b_lied raMdatleno We deborsminabim of laollon 404
NrfMyaoaY?o?n my to rolled VC fora ?aAidn not to wmowd
1i1Ar+u aWlnl ??IM N7 aM ofTlM16 s-- niN?oMedndsD wM?llon
/t---

LONGITUDE do LATITUDE OF SRB-
35' 5E' LONGITUDE
7T 48' LATITUDE
TRACT ACREAGE: 51.20 Ac.

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BENVENUE ROAD
N.C. HWY 43
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P. 0. BOX 7533 - (252: 977 - 3124
ROCKY MOUNT, NORTH CAROLINA 27804
A 5 nEL NEA ON MAP
L ODNS TAR, AW.
OWNER: LODESTAR, INC.
STONY CREEK COUNTY NASH, N. C.
V - 300 Feet DATES OCT, 22, 19
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NODE #, NORTHING, EASTING. DESCRIPTION
2887,812891.198050,2351856.867930,97.64,W 37/TOP
2689,812879.448710,2351840.129350.96.87,W 38
2690,812888.870720.2351828.216810,96.80,W 39
2692,812856.805280,2351838.282290,96.56.W 35
2893,812878.842300,2351807.952010,96.20,W 40
2694.812903.711850,2351779.119340,96.97,W 41
2 7 47.812827.409840, 2351818.719050, 9 6.00, W34
2748,812801.605530,2351817.159500,95.73,W33
2749,812747.368190.2351809.645020,94.01,W31
2750,812710.091210, 23517 9 2.752360.92.88,W30
2751,812700.567520.2351781.966380,93.21,W59
2752,812717.472700, 2351751.692790.93.09,W58
2753,812717.508570.2351718.651720,94.44.W57
2754, 812722.488040, 2351887.7843 20.94.95,W56
2755,812748.710650.2351668.861 720.96.15.W55
2756.812784.332020.2351687.246150.96.04.W54
2757.812748.541780,2351730-151890,94.1 G.W53
2758.812739.973790,2351745.446260,94.1 0,W52
2759, 812789.175540,2351747.730820, 94.28, W51
2780,812806-392920.2351752-051620,95.13,W50
2781,812843.371320,2351746.201610,95.32.W49
2762,812878.183060,2351755.408360,96.25.W48
2783,812905.059580, 2351750.744530, 9 8.87,W47
2764, 812938.305290.2351735.32 6500,99.27,W46
2785,812958.869450,2351725.699210.101.01.W45
2768, 8129 25.817900.23517 65.869540,98.06.W 42
2767, 812364.075350, 235179 8.461300,89.10.W68
2768.812336.746600.2351791.757000.88.95.W69
2769,812302.144230, 2351807.655370, 87.88,W70
2770.812311.483780,23517 77.608970.87.14.W71
2771,812338.196980,2351735.418870,87.29.W72
2772,812362.631480,2351818.972340,89.16.W 18
2773.812341.180710.2351817.737340,88.7 2.W 16
2774,812326.889420, 2351834.249150,88.86,W12
2775,812304.809570.2351855.525080,88.77,W 14
2776,812280.124200,2351886.651240,88.35,W 13
2777,812254.367800.235191 12
2778.812236.465360,2351923.348930,87.93,W 11
2779,812215.421120.2351932.919150,88,02,W 10
2780, 812170.808450.2351928.266230.87.72, WB
2781,812187.242410.2351941.275400,88.22,W9
2782,812648.051620,2350927.494220.0-00.9-9
2783,812869.760550,2350914.853770,0.00, B-8
2794.812703.325610,2350902.259890.0.00,9-7
2785,812720.380290,2350937.936280,0.00.B-6
2786,612713.528930,2350955.751480,0.00.8-5
2787.812698.867400.2350975.186270.0.00.B-4
2788, 812878.883470, 2350987.534920, 0.00,8-• 3
2789,812662-280670.2350991.573440.0.00,B-2
2790,812640.854580,2350980.572690,0.00,8-1
2792,812460.145800,2351576.365750,0.00.C-1
2793,812476.238390,2351556.72561 0.0.00, C-2
2794,812487.32415042351568.404280,0.00.C-3
2795.812495-500060,2351561.152270.0.00.C-4
2796,812517.421680,2351547.329390,0.00.C-5
2797,812528.331130.2351539.317750,0.00,C-6
2798,812517.458650, 2351541.724710,0.00.C-7
2799,812501.604730,2351539.764950,0.00,C-8
2800.812495.948980.2351550.998260,0.00.C-9
2801,812478.527620,2351554.229130,0.00,C- 10
2802.812458.370720,2351559.253220.0.00,C-11
2803,812446.765360,2351567.631430.0.00.C-12
2804,812438.527000.2351576.468670,0.00.C-13
2805.812430.001790,2351582.468780,0.00.C- 14
2806,812435.011060,2351595.307600,0.00.W 75
2808,812420.252660,2351623.650890,0.00.W 75
2809,812399.350870,2351859.763390,0,00,W 74
2810.812385.574560,2351694.209860,0.00,W 73
2811,812400.840580.2351809.848870,0.00,W 77
2812,812380.142730,2351625.300840,0.00,W 78
2813.812355.529820,2351624.678160,0.00.W 79
5000,812452.211740,2351563.699547,0.00.C-100
5001,812452.039466.2351582.474783,0.00,C-101
5002,812411.658877,2351597.207430,0.00.W 100
5003,812432.384007,2351600.352816,-0.00,W 101
5004, 812360.698121, 2351589.473282,0.00.W 102
5005,812333.090428,2351585.256401,0.00, NIP
5006,812328.233963,2351579.618362,0.00,N1
5007,812292.153908,2351684.411500.0.00, EIP
5008,812221.934804,2351750.174725,0.00, NI
5009,812177.306072,2351765.071753,0.00, EIP
5010,812152.569863,2351807.985865,0.00, EIP
5011,812104.615108,2351895.607948,0.00,EIP
5012,812158.652542,2351942.326477,-0.00, NI
5013,812387.334155,2351813.108515,88.01.W 104
5019,812687.582411,2351796.631816,91.08,W110
5020,812886.159009, 2351792.893444, 91.08,W 111
5025,812389.523625,2351809.760945,88.01,W117
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SUBJECT:
John Dorley ,
Non-Dis argf Branch
Regional Contact:
WQ Supervisor:
REPORT AND RECOMMENDATIONS Date:
Facility Name Lodestar. Cobb Corner Shopping Center
Project Number 98 1145
Recvd From App
Received Date 11/12/98 Recvd By Region
Project Type commercial %ertificates

'ermit Wetland Wetland Wetland Stream Stream
Class
Type r-Type Impact Score Index Prim. Supp. Basin
26 I O Y Q N ?- 28.70 ?7 NSW 030302
tl atlOn Wetland
MitigationType Type Acres Feet
County Nash
County2
Region Raleigh
Acres Feet
Req. Req.
0.466 F-
Is Mitigation required? O y (ON
Did you request more info? O y ON
Is Wetland Rating Sheet Attached? O y Q N
Have Project Changes/Conditions Been Discussed With Applicant? O Y ON
mments: Recommendation: Q Issue
O Issue/Cond O Deny
Recommendation: Require wetland avoidance of the polygon proposed to be filled by
the stormwater pond foot print (see map for area to avoid on the attached map).
Please require the develop a stormwater management plan. (Note: Stream
confluence is below Rocky Mount's water intake, hence water supply rules do not
apply. Also, a stream was observed exiting a pond. Per current DWQ policy RRO
recommends that mitigation not be required for the stream impacts.
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., P.E., Director
1••
NCDEN
Division of Water Quality
February 5, 1999
Mr. Benjamin Wilson, PE
ECS, Ltd.
PO Box 12015
RTP, NC 27709
Subject: Cobb Corners Shopping Center
DWQ Project No. 981145
Nash County
Dear Mr. Wilson:
The Wetlands Unit staff reviewed the stormwater management plans for-the subject project and determined
that additional information is necessary to complete the technical review process. The required 'additional
information is as follows:
Forebay
All stormwater wet detention basins are required to have a forebay to facilitate TSS removal. The
forebay should be approximately 20% of the total basin volume. Reference NCDENR
Administrative Code Section 15A NCAC 2H.1000 Stormwater Management, December 1995,
Section. 1008, item e.6 and NCDENR Stormwater Best Management Practices Manual, November
1995, page 4, item Le. Please revise the engineering plans to meet this requirement.
Inlet/Outlet Structure Location
The inlet and outlet structures must be placed to minimize short circuiting and turbulence. A long
flow path will help to maximize the settling efficiency of the water quality structure. The submitted
design will be subject to short circuiting in Pond 2 and in Pond 1 (a forebay should be designed to
increase the flow path). This issue may be addressed through structure relocation, baffles, forebays,
etc. Reference. NCDENR Administrative Code Section 15A NCAC 2H .1000 Stormwater
Management, December 1995, Section .1008, item e.4.
"Emergency" Drain
An drain must be provided to completely draw down the permanent pool volume. Reference
NCDENR Stormwater Best Management Practices Manual, November 1995, page 4, item 3.d.
Please specify this on the engineering plans and supply calculations.
Vegetated Side Slopes
The basin side slopes above the permanent pool down to the vegetative shelf must be stabilized with
vegetation and side slopes no steeper than 3:1 (horizontal to vertical). Reference NCDENR
Administrative Code Section 15A NCAC 2H.1000 Stormwater Management, December 1995,
Section .1008, item e.7 and e.8. Landscape information must be clearly stated.on engineering plans.
Telephone 919-7
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