SW8980232_COMPLIANCE_20010301

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
❑CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
102COMPLIANCE EVALUATION INSPECTION
DOC DATE-
YYWMMDD

North Carolina
�,����trtment of Environment and Natural Resources
Division of Water Quality
Wilmington Regional Office
Michael F. Easley, Governor
William G. Ross Jr., Secretary
March 1, 2001
Mr. Shawn Ruben, Vice President
ESA Management, Inc.
961 East Main Street
Spartanburg, SC 29302.
�11�
ATANJ
��� -
NCDENR
NORTH CAROONA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES'
Subject: COMPLIANCE INSPECTION
Extended Stay America
Stormwater Project No. SW8 980232
Onslow County
Dear Mr. Ruben:
Please find attached a copy of the compieted form entitled "Stormwater Compliance Inspection Report". The
report summarizes the findings of a recent inspection of the project's stormwater controls conducted on February
27, 2001 to determine compliance with Stormwater Permit Number SW8 980232 issued on September 30; 1998.
A summary of the findings and comments are noted under Section 4 of the report. Please inform this Office
in writing before April 1, 2001 of the specific actions that will be undertaken and the time frame required to correct
the deficiencies. Failure to provide the requested information, when required, may initiate enforcement action. If
you have any questions please contact me at the Wilmington Regional Office, telephone number [phone].
Sincerely,
Linda Lewis
Environmental Engineer
RSS/arl: S:IWQSIS'fORMWA'I'IINSPECT1980232.MAIt
cc: Freeland & Kauffman. Inc.
Central Files
Wilmington Regional -Office ,
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 'telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50%. reewled110%. post -consumer paper

STORMWATER COMPLIANCE INSPECTION REPORT
2
3
4
Project Name: Extended Stay America
Project Number: SW8 980232 Control Measure: a wet detention pond
Water Body: Sandy Run Branch Classification: C Sw
Directions to site. address: Off McDaniel Drive at US 17
Inspection Date: February 27, 2001
Weather Conditions: sunny, cool
Compliance Issues:
a. The pond slopes are eroded and void of permanent vegetation.
b. The outlet structure has been modified from what was permitted.
C. The trash rack is missing.
d. The Designer's Certification has not been submitted.
Required Actions:
a. Repair the eroded slopes; reestablish the 6:1 shelf and the 3:1 slope, and immediately provide
permanent vegetation.
b. Submit modified plans for the outlet structure revision.
C. Provide a trash rack for the outlet structure.
Cl. Submit the Designer's Certification as soon as the approved modifications are completed.
Inspector: Linda Lewis _
Water.Quality/Wilmington Regional Office/[phone]
RSS/arl: S:IWQSIS"I'ORMWATIINSPECT1980232.MAR

.--F-;i6li-ded Stay America
- Opslow County
Siormwater Protect No; SV118 980232
Designer's Certification
as a duly registered in
the State ofNorth Carolina; having been authori-r_ed to observe (periodically/weekly/full time) the construction
of' the project,
(Project)
for (Project Owner) hereby state that, to the best of my abilities,
due care and diligence was used in the observation of the project construction such that the construction was
observed to be built within substantial compliance and intent of the approved plans and specifications.
Required Items to be checked for this certification to be considered complete are on page 2 of this form.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
cc: NCDENR DWQ Regional Office
City of Jacksonville Building inspector
SEAL
a

Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff drains to the
system.
4. The outlet/bypass structure elevations are per the approved plan.
5. The outlet structure is located per the approved plans.
G. Trash rack is provided on the outlet/bypass structure.
7. All slopes are grassed with permanent vegetation.
8. Vcoctated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-circuiting of the system.
10. The permitted amounts of surface area and/or volume have been provided.
11. Required drawdown devices are correctly sized per the approved plans.
12. All required design depths are provided.
tn
1 All required parts of the system are provided. such as a vegetated shelf, and a forebay.
14. "file overall dimensions of the system, as shown on the approved plans, are provided.
SAWQSISTORMWAT\ ORMS1980232.MAR
cc:, NCDENR-DWQ
City of.lacksonville Building Inspector
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Sep 29 '98 16:19
I K 8-8642338915
State .of North Carolina
Department of, Environment and Natural Resources
: Wilmt�ton'Rego>aal'Oce
James 0. Hunt, Clovernar Wayne McDevitt, Secretary
FAX : COVER '$HELT' -
Date:... 2_ -8 No:`Of Pages:.
To: . •�U22.Y163- 14 ' . From: ! `S
• CO: • rPam? �� _ •
FAQ #: 3-� FAX#: 0-350 0 �
REMARKS: sUZ;wn ms. -2G �ec�•
r� ( cc.,' c hi ; .-; eS inzde
127 Cordial), Drive Exteaaion, Wilmington;'•N.C. 2&405-36 5 Trlephope'(910) 39S•3900 Fax (9lgl 35u-Zgpa
An Equal. Apportunig'AiTirmkive A09# Eiiip oyll
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09i30i9B 15:51 F & K, INC. 4 9103502004
NO.27B Al
FREELAND and KAU FFMAK ,I,NC. F, �
Emr,nv,FEx6 • L ANDscAm ARcmImG-rs and eeh, I nc.
f3a"cnvitie; Mkno
Date: September 30, 1998'
To: Ms. Linda Lewis -Environmental Engineer
NCDENR - Land Quality Section
127 Cardinal Drive Ext.
Wilmington, NC 28405
From: Suzanne Pruitt, P.E.
Subject: JacMonvllle,' North Carolina
Stormwater Project: SW8 980232 - Extended Stay America Hotel
RESPONSE TO FAX 9.29.95
This letter shall serve as notification that we accept the charges to the Supplement Sheat
as shown on the attached sheet, We are In aijr`eement Wlttj all the tavislVr� noted, xs pk
for the Temporary Pool Volume. As noted on the sheet, the tempoiry pqo! voltitne•is the
volume detained above the permanent pool, which we cal6late is fi1,94 'cubic•f9at:'-It
appears the one inch storage volume has been written in beside the item. - please,darify.
t
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1 :
1
209 Wast Stone. Avenue • GnaenviU¢, South COrolina 2969P+ Telephone [phone]'1 • c 844233• 9t

09/30/98 15:52 F & K, INC. i 9103502004 N0.279 D02
Permit No_W
(te bit provided by DWQ)
State ;of North Cuolina
Pepar€uient of 1E&Wi'orinteht eu+e ' Naituial Reao'urces
' ' Divisitno#� _�AiQatility ."
ST4RIVLWAIR.? ANAGIy1V Nr.;P n APPLICATION FORM
wLrr.vmlE `� iIil $A �N.`5[JPPLEMEN' `
} •,.; »: be•:ybotaGojptcd :�.r,,: use :�s a►► original
wt t__Watpr 01i=. cat:`.:
A complete 9tonhyvatgr managemeht p1e icatioespbmittal.i credes.a v'mt:detention bWn-sil�plement forzWb basin.
design:cakulations, plebs and- sped"s shand outlet structure detOis, and a fully executed
opetauon and MAniet MM agr+eemenL. ;
J PROJECT I1v1FO"TION (please 6n0p1ete -the f00owing information):
ILL I
ProjeccNanae
Contact Person: ' • Phone IrTumogr. 3 -,SPA I pr0jects..W4.h. P** basins, 9pcc f� wl>iely•6asir}.thisw0,&heat applies to, ,
zi ry
Basra So"Ohl Elevadon ' ft:,(av�ragla elevation of the floor of the. basin}
Permanent Pool Elevation :ft. (elevation'of OW otIfice k • w
,f 5,
Temporary Pool Eloveogn ri,of the discharge shtitetft overflow)
Permanernt P661 Surface'Ares • • t aq:. ft* . ' (weir awface area at t1 office,vlsvadoil)
DrainaSe Area 1 ac::. -Coil sit&and ofPsitc drainage'ty tfie bas€aa
lmpeNious Area ac,'` (e i-site as off-aite di age'to ttte basiuy
Permanent Pool Volume, - cu fL .. (combined-volunie of mainYba" pod fCtCM
Temporary Pool Vol 'amess d . fL- (volume detained sbnve the an en pa0q18 �; a
Forebay Volume,
SAIDAI uW. 4: (surfaces are$ to dra�nsge aslea troy
om—
Diameter of (3nfice i in.
Design'C55ltesnevr►l Q ($S9'F55 removal required► sea ttttri be�awj
11. RE iARE0 T-'EMS OHECKGIS T•
The'following checklist ouciines' design r uire ndper the'§Wrmx�w`er e t Noumea mea
ftk;wal
$ricM dE, vicoeti) mdC: ke d AASvo
oon`t ; " p 5
lydtial in• -the space provided .to indicate the, following: desiin ,requirements have been mot aad: suppi x
docurrientation i 'attached. IF the a pplicaiit-has dasignaw--an.agent.in•,the StorinwateT Matta emcpt:
Application Form,, the ;agent -may, initial below,, U a reguirerbent has t becn`1ni�41 at," j dl�g9WU
F= SW .102 • Armory 1096 Page I or 2

I REELAND'and,KAUFFMAN, INC@, Freel nd-(Kauffman
ENGINEERS • L4N05CAPEARGHITECT5' and Fredeen, Inc.
RE C IV D $entonville, Arkansas
JUL -3 0 1998
Date: July 29, 1998'
To: Ms. Linda Lewis -Environmental Engineer'
NCDENR - Land Quality Section
127 Cardinal -Drive Ext:
Wilmington, NC 28405
From: Suzanna Pruitt, P.E.
Subject: Jacksonville, North Carolina
Stormwater Project: SW8 980232 .'Extended Stay America Hotel
RESUBMtTTAL FOR APPROVAL
(LETTER OF REQUEST 5%30/98)
In response to your letter dated June 30, 1998 concerning the above referenced project,
we have.revised,the erosion control, plans to address your comments as follows:
(1) The pond has been reconfigured to provide a 3:1 ratio in a'east-west flow path.
Please understand that the city has previously granted a permit to install the storm
drain pipe. Because this was granted previously, the storm drain pipe shown on the
plan has already been installed and therefore., the most accommodating solution to
redesigning the pond is to move only the last section of pipe as shown. Three feet of
pond depth has been provided below the permanent pool. The elevations, of the pond
are as follows:
Top of pond: 45
Permanent Pool: - 42
Bottom 'of Pond: 39
(2) The forebay has been relocated due to the reconfiguration of, the pond. Refer to the
drawings for the exact location.
(3) The attached calculations have been stamped and signed.
(4) The 'riser detail has been revised to provide a 2 inch orifice at elevation,42.8 to allow
for release of the volume between the 42.74 and 44,0 elevations. This release has
been designed based on a 2 day outflow. Any additional volume above elevation
44.0, will be'released by the emergency spillway.
(5) The orifice sizing calculations have been corrected. The answer has been rounded
down. Please refer to the calculations for details.
209 West Stone Avenue • Greenville, South Carolina 29609 • Telephone [phone] - Fax [phone]
J

Storm Water Calculations;
Using the attached chart, the SD/DA ratio was calculated for the project. Using a 3 foot
permanent pool and 42 percent impervious ratio, the ratio interpolated from the chart for
the 90% TSS is 4,72.
The required surface area for the pond is:
(4.72 / 100) *(3,64 acres) = 0.172 acres or 7,482 sf
The surface area provided at elevation 42.0 is 17,049 sf,
17,049 > 7,482 therefore o.k.
,.•` �H CA •
SEA L
10565
O
00
9 ^^
" V
•. "'.• P,••
'•••f •�l111000 \\
The forebay volume provided for the pond is 5,612 is NOT MORE. THAN 20% of the total
volume in the pond.
The 90% TSS chart was used, therefore a vegetative filter is not required.
A 6:1 vegetated shelf has been provided below the permanent pool elevation. Above the
permanent pool elevation the side slopes of the pond are 3:1.
The basin length to width ratio for the pond is 3.3:1.
The following calculations indicate the draw down time for the one inch runoff is 2 days.
Total Area of Site: 3.64 acres
Area of Impervious: 1.54 acres
Percent Impervious: 42%
Summary of Pond:
Elevation
-_ —
Forebav Area (sf)
Main Pond Area (sf)
Total Area
Volume (cf)
39
2,272
2,272
0
40
1,366
5,256
6,622
4,447
41
2,878
8,103
10,981
13,248
42
4,103
11,153
15,256
26,366
43
20,352
20,352
44,170
44
22,312
22,312
65,502
45
24,329
24,329
88,822

y

Without the permanent pool volume Included the summary Is as follows:
Elevation Foreba Area sf
Main pond Area sf
Total Area
Volume cf
42 4,103
11,153
15,256
0
43
20,352
20,352
17,804
44
22,312
22,312
39,136
45
24,329
24,329
62,456
First Inch of Runoff:
Total Area: 3,64 acres
Runoff = 0 / 12)*(3.64 acres) = .303 ac-ft = 13,213 cf
To release the runoff in 2 days, the allowable release is:
13,213 cf / 172,800 sec = 0.076 cfs 0 72,800 seconds in 2 day period)
The required storage elevation for the first inch of runoff:
Using the above chart for the total volume in the pond without permanent pool,
interpolate and find elevation = 42.74
Determine the size of the orifice required at elevation 42.0 to release the first inch of
runoff (0,076 cfs):
Q = (.6)(A)[2*32.2*Hj'n
0.076 = (0.6)*(A)*[2*32.2*.74112
A = 0.018 sf
Radius = 0.076 (0.91 inches)
Use a 1.5 inch orifice
Determine the size of the orifice required at elevation 42.8 to release the amount of
volume between elevation 42.74 and 44.0. First determine the amount of water needing
to be released by looking at the Pond Summary Table. Volume of water between elevation
42.74 and 44.0 is 25,923 cf.
To release the runoff in 2 days, the allowable release is:
25,923 cf / 172,800 sec = 0,015 cfs { 172,800 seconds in 2 day period)
Q = (.6)(A)[2*32.2*H112
0.015 = (0.6)*(A)*[2*32.2* 1.261 12
A = 0.028 sf
Radius = 0,094 (1.13 inches)

Use a 2.0 inch orifice at elevation 42.80 to act as a release for the water between
elevation 42.74 and 44.0
TR-55 was used to determine the 50-year storm runoff = 24 cfs
The overflow was designed to release the 24 cfs.
The top of the pond, elevation 45.0, will be the top of the runoff storage.
get the top of the riser at elevation 44.0
First determine the amount of runoff which is leaving via the 1.5 inch orifice:
Head = 45-42.0 = 3 ft.
Q = (.6)(A)[2*32.2*H],r2
Q = (0.6)*(0.018)*12*32.2*311/2
Q = 0.15 cfs
The required amount of runoff to be released by the top of the weir is 24 cfs. (As shown in
the above calculation, the amount of water being released by the 1.5 inch orifice is
insignificant.)
If the top of the weir is set at elevation 44.0 (Head = 1.0 ft), determine the size of the
riser:
Q = 3.27*(L)*(H)3`2
24 = 3.27*(L)*(1)
L = 7.33 ft
The length refers to the circumference of the riser. You need a 28 inch diameter riser,
therefore use a 30 inch diameter riser.

STORM WATER DETENTION CALCULATIONS
Total Area of Site: 3.64 acres
Area of Impervious: 1.54 acres
Percent Impervious: 42%
Summary of Pond:
STORMWATER
E C E I V E
MAY 2 61998
D E M
PROJ #
Elevation
Forebay Area (sf)
Main Pond Area (sf)
Total Area
Volume (cf)
39
1,587
1,587
0
40
908
4,329
5,237
3,412
41
2,326
7,338
9.664
10,862
42
3,881
10,669
14,550
22,969
43
19,501
19,501
39,994
44
22,757
22,757
61,123
45
24,832
24,832
84,917
Without the permanent pool volume included the summary Is as follows:
Elevation
Forebay Area (sf) Main Pond Area (sf)
Total Area
_Volume (cf)
42
3881 10,669
14,550
0
43
19,501
19,501
17,025
44
22,757
22,757
38,154
45
24,832
24,832
61,948
First Inch of Runoff:
Total Area: 3.64 acres
Runoff = 0 /12)*(3,64 acres) = .303 ac-ft = 13,213 cf
To release the runoff in 2 days, the allowable release is:
13,213 cf / 7,200 sec = 1.84 cfs (7,200 seconds in 2 day period)
The required storage elevation for the first inch of runoff:
Using the above chart for the total volume in the pond without permanent pool,
interpolate and find elevation = 42,77
Determine the size of the orifice require at elevation 42,0 to release 1.84 cfs:
Q = (.6)(A)[2*32.2*H112
1.84 = (0.6)*(A)*[2*32.2*.7711z
A = 0,435 sf
Radius = 0.373 ft (4.46 inches)
Use a 9 inch orifice

TR-55 was used to determine the 50-year storm runoff = 24 cfs
The overflow was designed to release the 24 cfs.
The top of the pond, elevation 45.0, will be the top of the runoff storage.
Set the top of the riser at elevation 44.0
First determine the amount of runoff which is leaving via the 9 inch orifice:
Head = 45-42.0 = 3 ft.
Q = (.6)(A)[2*32.2*H]l1r2
Q = (0.6)*(0.349)*[2*32.2*3112
Q = 2.9 cfs
The amount of runoff required to be released through the top of the weir = 24-3 = 21 cfs
If the top of the weir is set at elevation 44.0 (Head = 1.0 ft), determine the size of the
riser:
Q = 3.27*(L)*(H)3)2
21 = 3.27*M*(1)
L = 6.42 ft
The length refers to the circumference of the riser, therefore use a 24 inch diameter
riser. 11

RUNOFF CURVE NUMBER COMPUTATION
Version 2.00
Project : ESA - JACKSONVILLE,NC User: ssp Date: 01-31-98
County : ONSLOW State: NC Checked: Date:
Subtitle: POST DEVELOPED RUNOFF
Subarea : POST
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc.)
Poor condition; grass cover < 50% - .81(79) - -
Impervious Areas
Paved parking lots, roofs, driveways
OTHER AGRICULTURAL LANDS
Brush - brush, weed, grass mix fair
Total Area (by Hydrologic Soil Group)
- 1.54(98) - -
- 0.77(56) - -
3.12
-------------------------------------------------------------------------------
SUBAREA: POST TOTAL DRAINAGE AREA: 3.12 Acres WEIGHTED CURVE NUMBER: 83*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method

TIME OF
CONCENTRATION AND TRAVEL TIME Version 2.00
Project : ESA - JACKSONVILLE,NC
User: ssp Date: 01-31-98
County : ONSLOW
State: NC Checked: Date:
Subtitle: POST DEVELOPED RUNOFF
-------------------------------------------------------------------------------
Flow Type 2 year Length
Slope Surface n
Area Wp Velocity Time
rain (ft)
(ft/ft) code
(sq/ft). (ft) (ft/sec) (hr)
-------------------------------------------------------------------------------
Sheet 5.0 160
.01 A
0.031
Open Channel 325
3.0 0.030
Time of Concentration = 0.06*
--- Sheet Flow Surface Codes ---
A Smooth Surface
F Grass, Dense
--- Shallow Concentrated ---
B Fallow (No Res.)
G Grass, Burmuda
--- Surface Codes ---
C Cultivated < 20 o Res.
H Woods, Light
P Paved
D Cultivated > 20 a Res.
I Woods, Dense
U Unpaved
E Grass -Range, Short
J Range, Natural
* - Generated for use by GRAPHIC method
M.

GRAPHICAL PEAK DISCHARGE METHOD
Version 2.00
Project : ESA - JACKSONVILLE,NC User: ssp
County : ONSLOW State: NC Checked:
Subtitle: POST DEVELOPED RUNOFF
Data: Drainage Area 3.12 * Acres
Runoff Curve Number 83 *
Time of Concentration: 0.06 * Hours
Rainfall Type III
Pond and Swamp Area NONE
Storm' Number
1
2
3
4
Frequency (yrs)
2
10
50
100
24-Hr Rainfall (in)
5.0
7.0
9.0
10.0
Ia/P Ratio
0.08
0.06
0.05
0.04
Used
0.10
0.10
0.10
0.10
Runoff (in)
3.17
5.03
6.94
7.90
Unit Peak Discharge
1.110
1.110
1.110
1.110
( cf s/acre/in )
Pond and Swamp Factor
1.00
1.00
1.00
1.00
0.0% Ponds Used
Peak Discharge (cfs)
----------------------------------
11
17
24
27
* -- Value(s) provided from TR-55 system routines
Date: 01-31-98.
Date:
O

Erosion Control Measures
In order to reduce the amount of sediment leaving the site several erosion control measures will
be taken. Slit fence will be installed around the perimeter of the site as shown on the plans. A
stone construction entrance, 24' wide by 50' long, is installed at the main entrance to the site to
help reduce the amount of sediment leaving the site via construction vehicles. The storm water
retention facility will act as a sediment basin during construction. The outlet pipe for the pond is
two feet above the bottom of the retention pond. This will allow for the sediment will settle out
and only storm water to leave the site. Per the City of Jacksonville's direction, a series of
,"baffle -like" sections of silt fence will be constructed in the retention pond. This will also help to
trap the sediment and prevent any sediment from leaving the pond via the storm drain pipe. Any
sediment remaining in the pond at the end of construction will be cleaned out, allowing for the full
depth of the pond to be utilized for storm water retention. Inlet protection will be installed around
each of the proposed catch basins. Rip Rap aprons will be installed at the outlet side of the storm
drain pipe as the pipe enters the detention pond and the existing ditch at the rear of the property.
In addition, rip -rap will also be placed at the entrance to the drainage pipe for the retention basin.
The rip -rap aprons were sized using the North Carolina Erosion Control Manual Figure 8.06a.
Due to the low discharge values for the site, a minimum of 6 inch rip -rap size has been specified
for the average size. In addition, a minimum apron length of 10 feet will be used at each outlet
location. The rip -rap placed at the entrance of the outlet pipe for the retention pond uses a
minimum of five feet of length, for this rip -rap is only to protect the surrounding slope.
3