20120727 Ver 2_Stormwater Info_20140210

COMMERCIAL
SITE DESIGN
8312 (rfQdmc)or Road Ralvigh,NC 27613
919.848.6'1.21 Phone 9'19.848.3741 Fax
mmmu2m
Revised: June 15, 2012
Revised: July 12, 2012

TABLE OF CONTENTS
SECTION I — EROSION AND SEDIMENT CONTROL OL ... .................. ..............................2
1.1 PROJECT DESCRIPTION ................. .............. .......... __ ............,...........,.....2
1.2 EXISTING SITE CONDITIONS .... ........ ................ ....... .... ..... ,........................................
2
13 ADJACENT AREAS.. ............... ................ ......... ......... ............... ............................_-2
1.4 CRITICAL EROSION AREAS .....................................................,.... ..........................,...2
1.5 EROSION AND SEDIMENT CONTROL MEASURES .................... ...............................
1.6 VEGETATIVE STABILIZATION ........... ........ ............................... ..............................4
1.7 TEMPORARY STABILIZATIO N ..................................................... ..............................4
1.8 MAINTENANCE ...................... - .................................................................................... A
1.9 CONSTRUCTION SEQUENCE ......................................................... ..............................4
SECTION II — STORMWATER MANAGEMENT ................................ ...............................
2.1 STCIRMWATER NARRATIVE.—, � ..... ............... __ ............. ........................ ............... b
2.2 STORMWATER DETENTION ....................................................... ..............................6
2.3 STGRMtATER QUALITY......... ............. .................. ...................... ..........,...................6
2.4 CALCULATION METHODOLOGY... ........................................... ..............................6
2.5 MAINTENANCE .................
APPENDIX A -SUMMARY OF RESULTS ...... ...... ......................................... . .......... . ... ... ....
.......................... g
APPENDIX I3 - MISCELLANEOUS SITE DATA ............................................................... ..............................9
APPENDIX C - PRE DEVELOPMENT HYDROLOGIC CALCULATIONS... .............................................
10
APPENDIX D - POST DEVELOPMENT HYDROLOGIC CALCULATIONS ...............................
........... I I
APPENDIX E - HYDRODYNAMIC SEPARATOR. CALCULATIONS ............................ .............................12
APPENDIX F - PONDPACK OUTPUT .............................................................................. .............................13
APPENDIX G - STORM DRAINAGE CALCULAT IONS .................................................. .............................14
APPENDIX H - EROSION CONTROL CALCULATIONS--,
...,.1 S

1.1 PROJECT DESCRIPTION
This report addresses expected crosion and sediment control and stori-riwater management
for the proposed development of a Bojangles'restaurant in Lumberton, North Carolina. The
property is located at the northwest corner of Dawn Drive and FaN7etteville Road (L S Hwy
301). The site total acreage is 1.65 acres. Currently the lot is an undeveloped wooded parcel
with no structures or other measurable impervious areas. The proposed development will
consist of a one story 3,808 square foot building with curb islands and associated park-irig.
The proposed construction will result n'i an increase of inipervious area and will be
approximately 68')/�o iii-ipervious.
1.2 EXISTING SITE CONDITIONS
The existing site is an undeveloped wooded parcel with no structures or other measurable
irnpervious areas, Drainage for the site sheet flows from cast to west across the SIM
The site is bounded and accessible by Dawn Drive to the cast and southern property line.
Fa;,ctteville Road (US Hwy 301) bounds the site to the north. U-ndcveloped areas covered
with woods bounds the site to the west.
�-Rw, WIMIN =0
The most critical erosion area will be the surface of the workia-ig area during construction
operations, If grass is not established on dormant denuded -areas then there is a significant
potentiaal for the covered areas to be crodcd and for scditnent to be carried in the runoff. To
minimize the potential for erosion, covered areas that are temporarily inactive will be seeded
within 14 worl6ng days after placement of the soil cover.
All vegetative practices and erosion and sechment control features shall be designed,
constructed and maintained in accordance with the North Carolina Erosion and Scd.irlicnt
Control Planning Standards and Specifications. '117e features are designed to control runoff
resulting from the 10-year frequency storm. flan -vices drawings with details are provided.
1.5.1 S'I'ABII,lZr-DCONSTRUC'TIONENTRANCE/EXIT
(REF ER INCE NCESCPDM STI) & SPEC 6.06)
Stabilized construction entrances should be used at all points where traffic will be leaving a
construction site and moving directly onto as public road, Wash down facilities may be
required as directed by your local approving agency, Construction entrances should be used
in conjunction with the stabilization of construction roads to reduce tlie amount of mud
picked up by vehicles.
2
Bojangles' Lumberton, NC
BOJ- 1201
4/18/12

1.5.2 SILT FENCE
(REFERENCE NCESCPDM STD & SPEC 6.62)
Sediment fences will be provided down gradient of the proposed site grading at the locations
shown on the drawings. The sediment fences will direct flow to either a sediment deposition
area behind the fence or to a sediment trap. Silt fences are not to be used across channels or
in areas of concentrated flows.
1.5.3 BLOCK AND GRAVEL INLETPRO'11"CTION
(REFERENCE NCESCPDM S"I'D & SPEC 6.52)
Block and gravel inlet protection will be, Litilized. on this site. The inlet protections are
Utilized to help prevent sedinicrit from entering the storm drains before stabilizing the
contributing watershed. This practice allows carly use of the storm drain systct-n.
L5.4 ROCK PIPE INLET' PROTECTION
(REFERENCE NCESCPDM STD & SPE�'C 6.55)
Rock pipe inlet protection will be used at the driveway culvert to prevent sediment from
entering, accumulating in and being transferred by the storm drainage systern prior to
stabilization of the drainage area. This systern allows carlv use of the storm drainage system.
1.5.5 TEXIPORARYDOVERSIONS
(REFERENCE NCESCPDM STD & SPEC 6.20)
Temporary diversion ditches will be constructed to prevent work areas from upslope runoff
and to divert sediment-laden water to ski mi-ner basins.
1.5.6 SKIMMER BASIN
(REFERENCE NCESCPDM SID & SPEC 6.64)
Skimmer basins will be. installed to provide in area for runoff to pool and settle out a
portion of the sediment carried down gradient. 'Fhe skimmer allows the basin to be
dcwateted from the top of the water column at a rate conducive to sediment settling within
the basin before released downstream.
1.5.7 POROUS BAFFLES
(REFERENCE NCESCPDM STI) & SP[-,'C 6.65)
Porous baffles will be installed W1th1T1 the skimmer basins to reduce velocity and turbulence
of the water flowing through them. Baffles Unprove the rate of sediment retention by
distributing the flow.
3
Bojangles' — Lumberton, NC
BOO -12101
4/18/12

Vegetative Cover shall be re-established within 15 working days or 30 calendar days after
completion of the activity, whichever period is shorter. Refer to plans for temporary and
permanent seeding schedule and specificatiOrls.
Disturbed -areas will he vegetated in accordance with section 3.0 of the North Carolina
Erosion and Sedimentation Control Design Manual and the seeding specifications.
'Temporary control features will remain in place and will be maintained until the up- gradient
disturbed area has been stabilized with vegetative cover,
I I
All erosion and sediment control measures will be checked for stability and operation
following every runoff - producing rainfall but 111 no case less than once every wccL Any
needed repairs will be rnade tintriediatcly to maintain all rricasures as designed.
Sediment fences and skimmer basins shall be inspected at least once a week and after each
rainfall event. Repairs shall be made u',nmediately, Sediment deposits shall be removed as
needed to provide adequate storage volume for the next raifall event, and to reduce
pressure on the fence. Fencing materials and sediment deposits shall be removed, and the
area brought to grade following stabilization of upgradient disturbed areas.
OBTAIN A LAND DIS`I1.7RBING PERMI'F. SCI IF DULF; _\ PRE-CONS17RUCTION
M I E" 11 N G�
2. INS'I'ALL GRAVEL CONS'FRUMION SI1J FENCE,
SKFINKFIRB.kSINS AND L.,.,R NlJ­:1SF,'R1_,1'S,\S SlIO\VN ON TIE ,\PPRO\7E D PITASE 1
EROSION CONTROL PI \N. CLE R ONLY , \S N FCFSSARY TO INSTALL THf.-,,SE
DII'VICES. SEED TEM"ORAM" DIN1­'11SIONS, 131KMSAND SKI,\LNIER BASIN
1 MBANJ�%IENJ'S C()NS'I'.RUC'FION'I'O PROV]DE 7-1),\Y
S'J'ABILIZATION OF Tlll-.,SE S'l'RUC'I'UIU`S. Sld," DE 'I' ON SEEDING SCT­IFDIJIJ',,.
CONTRACTOR SHALL BEGIN WYFJ I AND All. OTHER
SEDI,�IEN'I'CON'F.-\IN'i\fEN'I'DE\'I("],"S FOFJ,0 ,VF-I) BY :ALL DIVERSION
DFIX-1 IES/BERMS.
3. BEGIN CLE'ARING/GRUBBING AND GE.NFRAL EXCAVA'FION ON SI'Fl_:
OF SE,Dni IENI'CON'l*RO1_ DI:A`1(111,'.S ONLY. I'1'IS'1*1 lE RESPONS11311,11Y OF TI IE
CON'FRACTOR'I'O PHASE1/ST'AGYF`. FlIZOSIONCON1,R01.1"O ALLOW FOR
CONS'FRUC-FION (SEE PITA S FE),F` ROSTON CONTROL PLAN'SHEETS).
NO'1'1,' ': CONTR,WfOR SI 1.\Ll_ INSPE( REP,\IR.\I J. EROSION DEVICES AT
SF
LEAST ONCE A \V`F`EKA_XD AF­FFA� F!%'F,RY RAINFA11- GRADING
BE PROITIBITFF) IN'Ff ("W'I'l DFAWES/SKE\n� fER
BASINS UN-fll.'MEARFAS UPS'I_R 1­'1.\:M OF'11 TF'SFDFYICES HAVE BEEN 5FABILIKED
AND APPRM"ED.
4
Bqjangles' Lumberton, NC
B0J- 1201
4/18/12

4. BEGIN INSTALLI-NG UPSTRL 01 STORM DRAIN AGE: TNSTALL,\PPRO\"T-7,D
TNLF.-F PIZO'fT"(-'['ION ASSTORIM DRAINAG&'SYSTJ��,Nl IS CONMI.F-I`F.D- TF-,.R".'\ITN,,\Tl-
STORM DRAINAGE S'VSTE'M , \T'I'E\ WO R. 1121' SKI - '\ f7.\ FER BASIN DF.N'T(']--,S UN'T'll, SUCH
D1-'VTCF` ' S HAVE BEEN APPROV-T) l-,'OR It [-,.MOVAL. ADDITTONAL'MEAS(' 'RFS -.MAY BE
Rl�'QLJIRl"I) BY THE INSPECTOR DU TM ROUTING OF THE STORDRAINAGE
SYSTJ-s-\l AND ACTUAL FIELD CONDITIONS;
WTI`: SKIM4,ff.,.,R. Bz\SINS SIIAl-I- III: l,L,JN(-"1'10,N,\L'IIIROLIGIIOtJ'I'(7R.\DIN( \Nl)
[IM',"AV,'�TING UNTIL APPROVED FOR REINMOVAL,
STA 13 1 LIZ F" .\REBR( 5UG1 ITUPTO I �INISf I GRADF, WITI I
VE,GET-ATION, PAVING, DIM I LININGS F I -['(-..SEFD-1Nl-)'\fl.,'I-(-HDF,NtTI E T) AREAS
WITHIN FOURTEEN (1 4) DAYS OF CO-.\IPI,I:','I'TON OF ANY PI-JASE OF COM.,TRUCTION;
NOT ,: TI Ii,' CONTRACTOR St IALL 1�"NSURE'fl IAA TI IF, EROSION CONTROL DFV­ICFS
REMAIN UNDIS'11-',RBI-A) DUIRING CONSTRUCTION OFTHFBUILDING PADS AND
PARKING/DRIVJ,'ARFAS \DjA(-'E'N'l"l'O'll ILSE DEVICES UNTIL "I "I If-,
(:ON'f'RT]3t,-"f'TNG t'PSTRFXNIARf-;.\S 11.11 I; B12"EN STABILIZED AND APPRO\'ED.
6. ONCL UPSTRE'AM AREAS FlAVE BEEN STABTLTZED AND APPROVED, SKMLMMER
BASINS CAN BE Rf-MOVED WITI I N('l'I.)t?NRAI'PR(-)\AL. ADDITION,\]- Sfl:l'l:,'Y,'NCINC7
AND SILT FENCE OtTI'LETS SHALL BJ`lNST.\LLE'D;\TTIJTS TINtF TC7 CONTAIN
Rl--'j\,LkININ(.,, DENUDED AREAS IN T] IF' VICINI'IY OFTHE REMOVED
BASINS ASTHE'St" AREAS ARE CONS"FRt"Cl ED AND STABILIZED (SEE PHASE 2
f,"ROSION CONTROL PLAN).
(',ON'I'lNtll,'.']'O INSTA-LI, APPROVI:-M INIT"TPROTECT100 AND ENI."R.G '
DISSIPA'FORS AS STOR-M DRAI-NAGill,'SN'STEM IS COIIPLETED, OBTAIN,'\PPROVAL
FROM N(.,DENR PRIOR TO INSTALLXFION OF TI [I-,SF DEVICES.
S. Al I F'.N STTI-" TS.\PPROVED, RE.NIO\'I-:'I'I..:-\fi'OR,-\R-'i'DI\!L-RSIONS, SIEFFENCING,
INLF'-.f'PRO'lT-CTTON, ETC.., AND SEED OUT OR PAVF,, 1-N-1T RESULTING, BARE AREAS,
(-.ONNF,'.("t'.\NY RE4IAIMNG UPSTRI:A-Nl STORM DRAINAGE.
Bojangles' - Lumberton, NC
BOO- 1201
4/18/12

Per requirements set forth in the City of Lumberton Stormwater Management Ordinance,
new development shall provide stormwater management such that storage facilities detain
the 10 -year (1-hour) sionii event to the pre-devc1opment runoff rate. Additionally, 85% TSS
removal must be provided for the first inch of runoff from the site. In order to satisfy these
-requirements, the proposed stori-n sewer systen-i will work in conjunction with an outlet
control structure and hydrodynamic separator. The following report provides detailed
information regarding the hydrology and peak runoff rates for the pre- and post-
development conditions of the proposed Bojangles' site. Also included are final design
calculations of the proposed storm sewer systern used for detention and the hydrodynamic
separator.
The proposed storm sewer system in combination with a weir box is designed to detain the
10-year (I -hour) stotm event to the pre-devrelopment rate. In order to achieve detention, the
implementation of a weir box at the downstreatri end of the storm sewer system with a
drax-Mown orifice was used. Please refer to the attached calculations and construction
drawings for more detailed 'information regarding the design of die storm sever system.
11 01
In order to achieve 85)"'o TSS removal, a hvdrodynamic separator Is proposed upstream of
the detention facility. The proposed hydrodynainic separator shall be a Storrnceptor STC-
7200. Specifications for the proposed Stormceptor device can be found at
http://%,v�k,Nv.stormceptor.com/en/rcchnlc,,ti-ltifori-n,,itiot.i/ilidex.htt-nI. Please refer to the
attached appendices for additional information regarding the design of the proposed
Storinceptor device.
2.4 CALCULATION METHODOLOGY
• The 1Q year rainfall data was taken from NOA.,% Atlas 14. This rainfall depth was
then 'input into the meteorological model within PonclPack for peak flow rate
calculations. Please reference the miscellaneous site data section within this report
for additional infortnation.
• Soils data for the site was taken from the NRCS wet) soil survey websitc
(http://wel-)soitsun,ey.tircs.tisda.gov/)i Please reference the miscellaneous site data
section within this report for additional infori-nat.1011.
• The on- and off-site topography used in the analysis is ftoni a field survey by
Cornmercial Site Design-
• The pre- and post-development allies of concentration were assumed to be ten (10)
five (5) minutes, respectlilTely.
6
Bojangles'- Lumberton, NC
BOO -12tH
4/181"12

PondPack Version 10.0 is used to generate post-development peak flow rates.
Output from PondPack is included wit bin this report.
2.5 MAINTENANCE
The proposed outlet control box and Stormceptor device shall, be inspected at least once
every six months and within 24 hours after every storm event greater than 1.0 *inches.
Inspect for signs of trash and sediment accumulation at the drowdown orifice, and remove
accumulated sediment or trash as needed.
7
Bojangles'— Lumberton, NC
BOJ- 1201
4/18/12

IN
Bojangles'— Lumberton, NC
BOJ- 1201
4/18/1?

UDS/WEIR BOX SUMMARY
Outflow Max WSE
415 125.66
Inflow
Return Period
10-Year
—&84
Drainage area
1.90
acme
Impervious area
1.23
acres
% Impervious =
64.74%
Pipe size =
36
inches
Total length =
775
feet
Cross sectional area =
7.07
sf
Volume provided =
5478
r[
Upstream invert =
123.70
feet
Downstream invert =
12235
feet
Weir elevation =
126.75
feet
Weir length =
5.00
feet
Orifice elevation =
122.75
feet
Orifice divmoeter=
10.0
inches
Outlet barrel diameter =
15
inches
Outlet barrel length =
40
feet
Upstream invert =
122J0
feet
Downstream invert=
122.50
feet
Outflow Max WSE
415 125.66

Bojangles' — Lumberton, NC
BOJ- 1201
4/18/12

34' 40 49'
Soil Map—Robeson County, North Carolina
(Bojangles'- Lumberton, NC)
ur P Scate: 17,920 9 printed on Asize (&S' x 11") sheet,
N Meters
A 0 50 100 200 300 a Feet
0 300 600 1,200 1,600
USDA Natural Resources Web Soil Survey 4/1212012
i" Conservation Service National Cooperative Soil Survey Page 1 of 3
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Soil Map—Robeson County, North Carolina
LM3MM=
Totals for Area of Interest
Lumbee sandy loam
Meggett fine sandy loam
Norfolk loamy sand, 0 to 2 percent
slopes
I
1.9
- . .'i
49,2%
24.3%
26;6%
10000%
USDA Natural Resources Web Soil Survey 411212012
2 " Conservation Service National Cooperative Soil Survey Page 3 of 3

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Bojmnglon` — lumherurm. NC
B0) 1201
4/I8/12

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Type.... Runoff CN -Area
Nar-.ie .... BY-PASS
Page 7.01
Fi.le .... X:\BOJ - Bojanale-,\1201 - Lumberton, NO @ 301\Enaineering\Stormwater\2012-06-1I 13,
RUNOFF CURVE NTJMRER DATA
Impervious
Area Adjustment Adjusted
Sail/Surface Descriotion CN acres PIG GUG CN
----------------------- ---- --------- ----- ----- ------
Open space (Lawns,parks etc.) - Goo 76 A?D 76.00
COMPOSITE AREA & WEIGHTED CN - - -> A70 76.00 (76)
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 10:54 AM 6/15/2012

Type ... . Ic Ce:cs
Name .... sY Ass
Page
L :e.... X:\BOJ - :eager a 1201 - Lumberton, ec ! 30 G 2 Inee =in+ stogy to 6 2412 -:4 -1: E
.... ........ .........................,. ......,,.........,.....,...,..,
TTME, OF CONCENTRATTON OR
Segment #1: 2c: User Defined
sew e:t #1 Time: 10,00 Min
IoLa: To: 10.00 m-
aZ&: Bentley Systems, c.
Bentley Pond Pack (10.00.022-00) 2:34 m 4 /18 /2012

Type.... Unit Hyd, Summary Page 8.03
Name.... BYPASS Tag: 10 Event: 10 yr
File. , . . X:\BOJ - Bojangles\1201 - Lumberton, NC @ 30I\En(ginc--er..i.ng\SLormwater\2012-06-11 B�
Storm... TvpeII 24hr Tag- 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
D u I. a Li o n, 1440.00 min Rain Depth - 5.6100 in
Rain Dir = X.,\BOJ - Bojangles\1201 Lumberton, NC @ 301\Engineerincj\St
Rain File -ID - 7-ypell 24hr
Unit Hyd Type Default Curvilinear
HYG Dir = X,\ BC) J - Bojang1es\.,.20'1 Lumberton, NC @ 301\Engineering\5t
HYG File - !D = work pad.hyg - BYPASS 10
To = 5.00 min
Drainage Area = .670 acres Rufloff CN= 76
Computational Time Inci°eit,ent 667 mi.. n
Computed Peak Time -715.33 min
Computed Peak Flow 3.22 cfs
Time increment for HYG
File
3.00
min
Peak Time, Interpolated
Qutpijd'
'714,00
mi. n
Peak Flow, Interpola-ed
Outpu,,-.
3.08
cfs
WARNING.- The difference
between
calculated
peak f1ow
and interpolazed peak flow is greater than
.7491
DRAINAGE AREA
TD:BY PAS
S
"N = '7 6
Are�--i .6'10 acres
S = 3.:15'7 9 i n
0.2S .631.6 in
Cuinulal ive Runoff
------------------
1.04, 62 in
'7409 cu.ft
HYG plume... 7407 cu.ft (area under HYG curve)
'**** SCS UNIT HYDROGRA?H PARAMETERS
Time Concentrat.ion,
Tc =
5.000
min (TD:
BYPASS)
Computational Incr,
Tin =
.66
min - 0,20000
Tt>
Unit Hyd. Shape Factor
=
483.432
(3'7.461
Under r-ising limp)
K = 483.43/645.333,
K
.7491
(also,
K = 2/(].+(Tr/Tp))
Receding/Rising, Tr/Tp
-
1�6696
(soivod
from K .7491)
Unix peak,
qp
9.11.
cfs
Unit peak time
Tp =
3.333
min
Unit receding limb,
Tr
13.333
min
Total unit Uiffle,
Tb
16. 66'7
min
SIN: Bentley Systems, Inc.
Bentley PondPack 10:54 AM 6/15/2012

Bpjangles'— Lumberton, NC
BOJ- 1201
4/18/12

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-vge.... nnoozz cm-area
Page 7,03
onmmrF CURVE muMBoe DATA
Impervious
Area edjuouneoL Adjusted
Soil/Surface Description CN acres %C �oc Cm
----------------------------- -- -------- ----- ---- ----
Woods - good 77 .880 /7.00
Brush - hrp;h, weed, grass mix - no 73 1.020 r3.0$
comroazTn AREA a WEIGHTED nm ---* 1.900 74.85 (75)
o/m: Bentley Systems, Inc.
Bentley pnudPmok 110.01.04.00> 10'54 Am 6/15/2012

Type.... Tc Calcs
Name. . . . P11E
Page 6.03
Eii .... X. \BOO v Bojan les \1201 - LsmherLcn, NC @ 301 \Engi eer.ng\Sroz:mwa er\ 2012 - 0 6- 11 B_
TIME UI CONCENi'Rl-TiON t;.ALCU �,- '70R....... < . < . . . . ... . . . ....... . ........ . .. .
Segment 2.: Tc; User D f? ne
, egm nr #1 Time: 1-0.00 rein
Total Tc: 10.00 rain
SIN; Bentley Svstems, Inc.
Bentley PondPack 0.01.09.00) N:54 AM 6/1512312

Tvpe.... Runoff CN-Area
Name. . . . TO UDS
Page 7.03
Fille .... X-\BOJ - Bojangles\1201 - Lumberton, NC � 3O'1Engi-nee-rina\Stormwater\2012-06-11 f3'
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CTq acres uC '16 UC CN
-------------------------------- ---- --------- ----- ----- ------
impervious Areas - -Paved rarkLng Io 018 1.230. 98,00
4
COMPOSITE AREA & WEIGHTED CN 1,230 98.00 (98)
SIN t Bentley Systems, inc.
Bentley Pond Pack (10.01.04.00) 10:54 AM 6/15/2012

Type ... . Synthetic Cumulative Be;D,h Page 7
Name..., Distribution A T,-ig: 10 Event: 10 yr
File, . , . X : \BOJ - Bojangies \1201 - Lumberton, INC @ 301 \Er.gineerinct\•Stormwater \:102.2- 04 -1.1 B
Storm... Basrribution A Tag: 10
TI'HE OF CONCENTRATION CALC'ULATCR
Segment C.: Tc: User Defined
SecJnenL ##1 Time: 5.00 min
Total. Tc: 5.00 min
SIN: Bentley Systems, Inc.
Bentley PrndPack (10.00.022.00, :34 PH 4/18/2'012

Type.... Unit Hyd. Suinnaz.y Page 8.06
Name:.... PRE Tag: 10 Event: 10 yr.
Fl.le.... X:\BOJ - Bo-jangles\11201 - Lumberton, NC @ 301\ Engi nee ring\ Storrnwater\ 2012 -06 -11 B
S torrn ... Typell 24hr Tag- 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 1440.00 min Rain Depth = 5.6100 in
Rain Dir = X.\BO,l - Rojangles\.1201 Lumberton, NC @ 301\Engineering\St
Rain File -ID = - 'rypeI 1 2.4 h r
Unit Hyd Type = D e f Ia u 1 C-Li r v -' I i n e a r
HYG Dir = X:\BO,J Rojangles\1201 Lumberton, NC @ 30I\Engineering\St
HYG File - 11a = work _pad.hy
�g - PRE 10
Tc = 10.00 min
Drainage Area = 1.900 acres Runoff CN= 75
=�—== == = ==--. �, - -- - -------------
Computational Time Increment 1.333 min
Computed Peak Time 720,00 min
Computed Peak Flow 7.69 cfs
Time Inrenient for H '
File 3.00 min
Peak Time, Interpolated Outout = 720.00 min
Peak Filow, Interpolated Output 7.69 cis
DRAINAGE AREA
ID: PRE
-N .75
Area 1.900 acres
S 3.3333 in
0.2S . 6557 in
Cumu]ative Runoff
-------------------
2.9525 in
20363 cu.ft
HIG Volume— 20363 cu. ft (area under 11YG curve)
**�*x SCS T1NIT HYDRO GRAPH PARAMETERS ""*
Tiin,e
Concentration,
Tc -
10.000
min (iD; PRE)
Computational
Tncr,
Tm -
1.333
min = 4.20000 To
Unit
Hyd. Shape Factor
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
.7491
(also, K = 2/(14-(Tr/To))
Receding/Rising,
Tr/Tp
1.6698
(solved from K .7491)
Unit
peak,
tip
12,92
cfs,
Unit
peak time
Tp
6.667
in i n
Jnit
receding Limb,
Tr =
26.667
min
Total
unIt ti.rne,
Tb
33.333
min
SIN: Bentlev Systems, Inc.
Bentley PondPack (10, 01.44.44) 10:54 AN 6/1512012

Type.... U-n-JL Hyd. Surunary Page 8.09
Name.... TO UDS Tag: 10 Event: 10 yr
File-- X:\BOJ - Bojangles\1201 - Lumberton, NC Cd 301\Engi.neering\5tormwater\2012-06-11 Bt
Storm... TypeTI 24hr Tag: 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 vear story,
Duration 1440.00 min Rain Depth - 5.6100 in
Rain Dir X:\BOJ - Bojangles\1201 - Lumberton, NC @ 301 \Enqineering\S7
Rain File --ID - TypeII 24hr
Unit Hyd Type Default Curvilinear
HYG Dir X:\BOJ - Bojangles\1201 - Lumberton, NC @ 301 \Enqineer-ing\St
HYG File - ID work pad.hyq - TO UDS 10
To 5.00 min
Drainage Area = 1.230 acres Runoff CN= 98
Computational TiMe Increment .66'7 min
Computed Peak Tiiue 715.33 min
Computed Peak Flow 8.98 cfs
Time Increment for HYG Fil],e 3.00 min
Peak Time, interpolated Output 714,00 min
Peak -Plow, Interpolated Output 8.84 cfs
WARNING: T'ne difference between calculated peak flow
and interpolated peak 'low is greater than 1.50%
DRATNAGE AREA
TD:TO UDS
C N
Area acres
S .2041 in
0.2S .0408 in
Cumulative Runoff
-------------------
5.3/23 in
2398V cu.ft
HYG Volume... 2396V cu.ft (area under HYG curveD
***** SCS UNIT HYDROGRAPH PARAMETERS k***-k
Time Concentration, To = 5,000 min (ID: TO UDS)
Computational. Incr, Tm = 667 min =_ 0,20000 Tp
Unit
Hyd. Shape Factor -
483.432
(3'1.46%
under rising limb)
K =
483.43/645.333, K
.'-1491
ial5o,
K = 20(1 +(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6696
(solved
from K .7491)
Unit
peak, qp =
1-6.72
cfs
Unit
peak time Tp =
3,333
min
Unit
receding limb, Tr -
13,333
min
Total
unit time, Tb =
16.66'1
min
S/N: Bentley Systems, Inc,
Bentley PondPack (10.01.04.00) 10:54 AM 6115/2012

12
Bo ' ianf-,Ies'— Lumberton, NC
BOJ- 201
4/18/12

UOV41A 01 0 All ' * 0
Project Information
Date
4113/2012
Project Name
Bojangles'
Project Number
BOJ-1 201
Location
Lumberton, NO
Stormwater Quality Objective
This report outlines how Stormceptor System can achieve a defined water quality objective through the
removal of total suspended solids (TSS). Attached to this report is the Stormceptor Sizing Summary.
Stormceptor System Recommendation
The Stormceptor System model STC 7200 achieves the water quality objective removing 86% TSS for a
Fine (organics, silts and sand} particle size distribution.
The Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutants
through gravity separation and flotation. Stormceptor's patented design generates positive TSS removal
for all rainfall events, including large storms. Significant levels of pollutants such as heavy metals, free oils
and nutrients are prevented from entering natural water resources and the re-suspension of previously
captured sediment (scour) does not occur.
Stormceptor provides a high level of TSS removal for small frequent storm events that represent the
majority of annual rainfall volume and pollutant load. Positive treatment continues for large infrequent
events, however, such events have little impact on the average annual TSS removal as they represent a
small percentage of the total runoff volume and pollutant load.
Stormceptor is the only oil and sediment separator on the market sized to remove TSS for a wide range of
particle sizes, including fine sediments (clays and silts), that are often overlooked in the design of other
stormwater treatment devices.

t�l}t,'
storms dominate hydrologic activity, US EPA reports
"Early efforts in stormwater management focused on flood events ranging from the 2-yr
to the 100-yr storm. Increasingly stormwater professionals have come to realize that
small storms (i.e. < I in. rainfall) dominate watershed hydrologic parameters typically
associated with water quality management issues and BMP design. These small storms
are responsible for most annual urban runoff and groundwater recharge. Likewise, with
the exception of eroded sediment, they are responsible for most pollutant washoff from
urban surfaces. Therefore, the small storms are of most concern for the stormwater
management objectives of ground water recharge, water quality resource protection and
thermal impacts control."
"Most rainfall events are much smaller than design storms used for urban drainage
models. In any given area, most frequently recurrent rainfall events are small (less than I
in. of daily rainfall)."
"Continuous simulation offers possibilities for designing and managing SMPs on an
individual site-by-site basis that are not provided by other widely used simpler analysis
methods. Therefore its application and use should be encouraged."
— US EPA Stormwater Best Management Practice Design Guide, Volume 1 — General
Considerations, 2004
►• ..�M
Each Stormceptor system is sized using PCSVVMM for Stormceptor, a continuous simulation model based
on US EPA SWMM. The program calculates hydrology from up-to-date local historical rainfall data and
specified site parameters. With US EPA SWMM's precision, every Stormceptor unit is designed to
achieve a defined water quality objective.
The TSS removal data presented follows US EPA guidelines to reduce the average annual TSS load.
Stormceptor`s unit process for TSS removal is settling. The settling model calculates TSS removal by
analyzing (summary of analysis presented in Appendix 2):
• Site parameters
• Continuous historical rainfall, including duration, distribution, peaks (Figure 1)
• Interevent periods
• Particle size distribution
• Particle settling velocities (Stokes Law, corrected for drag)
• TSS load (Figure 2)
• Detention time of the system
The Stormceptor System maintains continuous positive TSS removal for all influent flow rates. Figure 3
illustrates the continuous treatment by Stormceptor throughout the full range of storm events analyzed. It
is clear that large events do not significantly impact the average annual TSS removal. There is no decline
in cumulative TSS removal, indicating scour does not occur as the flow rate increases.
loll

Roy/ (cfs)
Figure 1. Runoff Volume by Flow Rate for WILMINGTON INTL AP — NC 9457, 19'49 to 2006 for 1.23
ac, 100% impervious. Small frequent storm events represent the majority of annual rainfall volume.
Large infrequent events have little impact on the average annual TS S removal, as they represent a small
percentage of the total annual volume of runoff,

ti
storm events. Conversely, large infrequent events carry an insignificant percentage of the total annual
pollutant load.
lim
OTS,
1-10
70
60
E 50
0
40
30
E 20
10
I
Z=
Stormceptor Model STC 72,00 Drainage Area (ac) 1.23
TSS Removal (%) 86 Impervious (%) 100
Figure 3. Cumulative TSS Removal by Flow Rate for WILMINGTON INTL AP ® 9457, 1949 to 2005.
Stormceptor continuously removes TSS throughout the full range of storm events analyzed. Note that
large events do not significantly impact the average annual TSS removal. Therefore no decline in
cumulative TSS removal indicates scour does not occur as the flow rate increases.
MATERIALS'

Appendix 1
Date
4/1312012
Project Name
Bojangles'
Project Number
BOJ-1 201
Location
Lumberton, NC
Designer Information
Company
CSD
Contact
T. Janes
Notes
STC 2400
N/A
STC 3600
Drainage Area
STC 4800
Total Area (ac)
1,23
Imperviousness (%)
100
The Stormceptor System model STC 7200 achieves
t!)e water quality objective removing 86% TSS for a
Fine (organics, silts and sand) particle size distribution.
UTTM
Name WILMINGTON INTL AP
State NC
ID 9457
Years of Records 1949 to 2005
Latitude 34'16'3"N
Longitude I 77-53'59"W
Water Quality Objective
rS Removal (%) 85
Upstream Storage
IIII II
TSS Removal
Stormceptor Model
STC 450i
61
STC 900
72
STC 1200
72
STC 1800
72
STC 2400
78
STC 3600
79
STC 4800
83
STC 6000
84
STC 7200
86
STC 11000
STC 13000
STC 16000

jIt If
Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy
metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the
particle size distribution used to define the annual TSS removal.
Fine (organics, silts and sand)
Particle Size Distribution Specific Settling Particle Size Distribution Specific Settling
Gravity Velocity Gravity Velocity
. ..... . Hm % fuss, Pm % ft/S
20 20 1.3 0.0013
60 20 1.8 0.0051
150 20 2.2 0.0354
400 20 2,65 0.2123
2000 20 2.65 0.9417
• Stormceptor performance estimates are based on simulations using PGSWMM for Stormceptor.
• Design estimates listed are only representative of specific project requirements based on total suspended
solids (TSS) removal,
• Only the STC 450i is adaptable to function with a catch basin inlet and/or inline pipes.
• Only the Stormc:eptor models STC 450i to STC 7200 may accommodate multiple inlet pipes.
• Inlet and outlet invert elevation differetces are as follows:
ffmm��
Inlet Pipe Configuration STC 450i 7200
Single inlet pipe
Multiple inlet pipes
E�t�
3 in, 1 3 in.
Falsity �-
3 in,
Only one inlet
pipe.
• Design estimates are based on stable site conditions only, after construction is completed.
• Design estimates assume that the storm drain is not submerged during zero flows. For submerged
applications, please contact your local Stormceptor representative,
• Design estimates maybe modified for specific spills controls. Please contact your local Stormceptor
representative for further assistance.
For pricing inquiries or assistance, please contact Rinker Materials 1 [phone]
www.rinkerstormeeptor.com
--- - - ------------- -
4 INE

Appendix 2
Summary of Design Assumption!
I SITE DETAILS
Site Drainage Area
Tcstal Area (ac) - 1.23 Imperviousness (%) 100J
I
STOW-TA Ttrrr4M7r4=
Width (ft)
463
Slope (%)
2
Impervious Depression Storage (in.)
0.02
Pervious Depression Storage (in.)
0.2
Impervious Manning's n
0.015
Pervious Manning's n
0.25
Sediment build-up reduces the storage volume for
sedimentation. Frequency of maintenance is
assumed for TSS removal calculations.
Maintenance Frequency (months) 1 12
Upstream Attenuation
Infiltration Parameters
I
i Horton's equation is used to estimate infiltration
Max. Infiltration Rate (in/hr) 2.44
1
'Min. Infiltration Rate (in/hr) OA
�decay Rate (s-1) 0,00055
Regeneration Rate (s-1)
Evaporation
Daily Evaporation Rate (incheslday)
Dry IT-Teather Flow
Dry Weather Flow (cfs)
Stage-storage and stage-discharge relationship used to model attenuation upstream of the Stormceptor System
is identified in the table below.
Storage Discharge
ac-ft cfs
0 0
A. I
m

Removing fine particles from runoff ensures the majority of pollutants, such as heavy metals, hydrocarbons, free oils
and nutrients are not discharged into natural water resources. The table below identifies the particle size distribution
selected to define TSS removal for the design of the Stormceptor System,
Fine or anics silts and sand)
Particle Size
Distribution
Specific
Settling
Particle Size
Distribution
Specific
Settling
Gravity
Velocity
Gravity
Velocity
Pm
%
fus
HM
%
ft/s
20
20
1.3
—
0,0013
60
20
1.8
0.0051
150
20
2,2
0.0354
400
20
2,65
0,2123
2000
20
2.65
0.9417
111111
•1
M
U- 60
'n
16 50
:3
E
40
30
20
10
0
PC SVVMM for Sto rmcepto r
Grain Size Distributions
1 10 100 1000 10000
MEMEE=
-*-N,JDFP - Finel)istribkjlion —OK-110 --k-F-95Sand --n-CoarseDisIrIbution
Figure 1. PCSWMM for Stormceptor standard design grain size distributions.
8 WTERIAWLS7,

TSiS Loading Parameters
'SS Ltadino Function
Parameters
Target Event Mean Concentration 125
(EMC) (mg/L)
Exponential Buildup Power 0.4
Exponential Washoff Exponential 0.2
WIR-rTI-111i
PCSWMM for Stormceptor calculates annual hydrology with the US EPA SWMM and local continuous historical
rainfall data. Performance calculations of the Stormceptor System are based on the average annual removal of
TSS for the selected site parameters. The Stormceptor System is engineered to capture fine particles (silts and
sands) by focusing on average annual runoff volume ensuring positive removal efficiency is maintained during all
rainfall events, while preventing the opportunity for negative removal efficiency (scour).
Smaller recurring storms account for the majority of rainfall events and average annual runoff volume, as observed
in the historical rainfall data analyses presented in this section,
Rainfall Station WILMINGTOWIVTt:V
Rainfall File Name
NC9457.NDC
Total Number of Events
8741
Latitude
34 °16 °3 "N
Total Rainfall (in.)
2970.8
Longitude
77'53'59'VV
Average Annual Rainfall (in.)
52.1
Elevation (ft)
33
Total Evaporation (in.)
203.2
Rainfall Period of Record (y)
57
Total Infiltration (in.)
0.0
Total Rainfall Period (y)
57
Percentage of Rainfall that is
96.4
Runoff (%)
moll

Rainfall Depth
No. of Events
Percentage of
Total Volume
Percentage of
Total Events
Annual Volume
in.
%
in.
%
0..25
5902
67.6
419
14.1
0,50
1122
12.8
413
13,9
0.75
607
6.9
376
12.7
too
328
3.8
287
97
1.26
233
23
262
8,8
1.50
153
1 8
211
71
1 75
113
13
185
62
200
72
0.8
135
45
226
48
0.5
102
3.4
250
31
OA
74
25
275
29
03
76
2,6
300
24
0.3
69
2.3
325
12
0.1
38
13
350
10
0.1
34
11
375
9
QA
33
11
4,00
12
0.1
47
1,6
425
6
0.1
25
0.8
4..50
5
01
22
OJ
475
3
00
14
05
5,00
4
00
19
0.7
5.25
3
00
15
0.5
550
1
0.0
5
0,2
5, 75
1
00
6
02
600
1
0,0
6
02
625
1
00
6
0.2
650
1
00
6
02
675
1
00
7
02
700
2
00
14
0.5
7,25
1
0,0
7
02
7.50
2
0,0
16
06
7..75
1
0,0
8
0,3
8,00
0
00
0
0,0
825
0
00
0
0,0
x8.25
3
0.0
37
1.2
3z���
Rainfall Depth (in.)
10
MATERIALS"

Jb,
gmz=
100
90
80
IN.
30
20
iff
Flow Rate
Cumulative Mass
cfs
%
0.035
47,6
0.141
64,9
0,318
75A
0.565
83, 5
0,883
891
1271
937
1,73
961
226
97,6
286
985
3,531
99,0
4.273
99.4
5.085
99.7
5968
99.8
6922
999
7.945
99.9
9.041
1000
10.206
IMO
11,442
1000
12.749
100,0
14 126
100,0
15.574
IMO
17,092
100,0
18,681
1000
20,341
1000
22.072
100,0
23.873
1000
25.744
100 D
27.587
1000
297
1000
1,783
IMO
Flow (C 9)
MATERWIALS"

.�'
Bojan les' — Lumberton, NC
1,1 -1 2111
4/18/12

Type.... maote.� Network Summary gag* 2.01
mamc.... Watershed
File.... x'\aoJ - opjauglen\120I - Lumberton, 0IC @ 301\EmJiooeriog\8tozmvotar\20I2-06-11 B,
MASTER DESIGN STORM SUMMARY
Network Storm Callecti,on: Lumberton
TotaI
Depth Rainfall
Return Event io Type RmF zo
------------ ----- -------------- ----------------
18 5.6100 Synthetic Curve Typezz 24bz
axerEu NETWORK SUMMARY
Soo Unit 8ydcograph Method
<°Node—Out fall; *mode=oive,z*ino/)
(Trno= HYG Truncation: Blaok=mooe/ L=-Left/ a~mt/ LR~Leftamt)
Qpenk
m o
714.00
7201 .00
72O.00
'717 00
'714. 00
'714 00
723.O0
Max
Opeak Max mSEc Pond storage
Cf-S ft -u.ft
-------- -------- ------------
3-D8
7-68
7.69
6.7*
8.84
8.84
4.15 125.66 4537
a/m� Bentley Systems, zuc.
Bentley aondPack (10.81.04.00) 10:54 AM 6/I5/20I2
Return
aYG Vol
Node zo
---------------
Type
---
Event
cu.f-L Tzum
B,rAyo
A-Rsa
-----
I0
---------- --
7407
PRE
anEA
IO
20363
°eoE OUT
JCz
lU
20363
°80a 1 eo8z
JOT
18
31394
To oos
AREA
10
23987
oo3
IN POND
10
23987
oos
0nr POND
IU
23986
Qpenk
m o
714.00
7201 .00
72O.00
'717 00
'714. 00
'714 00
723.O0
Max
Opeak Max mSEc Pond storage
Cf-S ft -u.ft
-------- -------- ------------
3-D8
7-68
7.69
6.7*
8.84
8.84
4.15 125.66 4537
a/m� Bentley Systems, zuc.
Bentley aondPack (10.81.04.00) 10:54 AM 6/I5/20I2

Type .... Vol: Elev -v plume
Name.... UD
Page 12. 01
File.... X. \11017 - Bojangles \1201 - Lumberton, NC @ 01 \Engineering \Stormwater \2012 -06 -11 B
USER DEFINED VOLUM2 RA`PING 'TABLE
Elevation vo:1_ume
tit? (cu.lt)
122.75
0
122.30
0
122.35
1
122. 90
4
122.95
10
123.00
19
123.05
31
123.10
45
123.15
65
123.20
38
123.25
116
123.30
140
123.35
135
123.40
226
123.45
273
123.50
324
123.55
332
123.60
44.5
123.65
513
123.70
536
123.75
6r3
123.80
746
123.85
830
123.90
919
123.95
1O:10
124.00
1104
124.05
1200
124.10
1291
124.15
1.390
124.20
1.5O0
124.25
1603
124.30
1707
124.35
1€313
124.40
1919
124.45
2027
124.50
2135
124.55
2245
124.60
2354
124.65
2463
24.70
257 3
124.75
2683
124.00
2793
124.135
2903
124.901
3012
124.95,
3121
125.00
3229
125.05
333 "7
SIN: Bentley Systems, Inc.
Bentley PondFack (10.01.04.00) 10:54 AM 6/1;512012

Type.... Vo-1: Elev-Volume
Name. .. . UDS
Page '-2.02
Bile.... X:\BO.'1 - Boianglies\1201. - LLnnberton, NC @ 301\Engineerinc
j\Stormwater\2012-06---1l B
USE DEFINED VOLUME RATING TABLE
Elevation
Volume
(ft )
(cu. -ft)
----------
125.10
----------
3444
125.15
3550
125.20
3654
1.25.25
3758
-25.30
3860
125..35
3960
125.40
4058
4153
125-150
4248
125.55
4340
125.60
4428
125.65
4514
125.70
4596
1.25.75
4675
125.80
4749
125.85
4617
1.25.90
4879
125.95
4.937
126.00
4989
126.05
5035
126.10
5078
126.15
5115
126.20
5146
126.25
5174
126.30
5198
126.35
5217
126.40
5233
126.45
5244
126.50
5253
126.55
5259
126.60
5262
126.65
5265
126.70
5266
126.75
5266
SIN -. Bentley Systems, Inc.
Bentley PondPack (10.01.04AO) 10;54 AM 6/15/2012

Type.... Outlet Input Data
Name.... Outlet I
Page 1.3.01
File.... X:\BOJ - Bojangles\1201 - Lumberton, NC @ 301\Engineering\Stormwater\2012-06-11 B,
REQUESTED POND WS ELEVATIONS:
Min. Elev. 122.'75 ft
Increment .05 ft
Max. Elev.- 126.75 ft
k** * k * * * k *,k *k * *A k *,+, * * k **A*
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStroam to DnSt_rpaizi)
* --- Reverse -Plow Only (D Stream Lo UpSt_ream�
r - - -> Forward and Reverse Bot[i Allowed
Structure No. Out fall. El, f1t, E2, ft
----------------- ---- ----- ----- ---------
Orifice -Circu"lar W
00 - - -> " 1' 1.22.750 126.750
Weir-Rectangular wo - - -> TW 126,750 126.750
TW SETUP, DS Channel
SIN:
Bentley PondPack {10.01.04.M
10:54 AM
Bentley Systems, Inc.
6/15/2012

Type.... Cutlet input Data
Name.... Outlet " ""
Page 13.02
File.... X : \30U - Bcjangle \1 OI - Lumberton, NC (a 301\ Engineering \Storznwater \20?2 -06 -'1 B-
OUTLET STRU=IRE !NPUT DATA
Structure ID = 00
S- ructure Type = Orsf:i..ce- C7rCUl.ar
4 of openings = 1
Invert Elev. = 122. "J5 ft
Diameter = .8333 ft
Orifice Coeff. - .600
Structure TD
Structure Type
# of Openings
Crest Elev,
Weir Length
Weir Coeff.
WO
Weir - Rectangular
1
126.;5 ft
4.00 ft
3.000000
Weir TW effects (Use adjustment equation)
Structure T `"W
Stricture Type - Tub SETUP, DS Channel
FREE OUTFATIL CONDITIONS, SPEC -TED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
400
cfs
Max.
Q
tolerance =
.00
cfs
S /N: Bentley Systems, Inc,.
e' 3.entley.PondPack (10.01.04.00) 10:54 AM 6/15/2012

Type.... Pond Routing Summary Page 14.13
Name. . . . JDS OUT Tarp: 10 Event: 10 yr
File.... X. \BOJ - RQjaTiqles\1200 - Lumberton, NC La 301\Engineering\Stormc,,ater\2012-06-11 B,
Storm... TypeTT 24hr Tag: 10
LEVEL POOL ROUTTMG SUMMARY
HYG Dir = X:\ROJ - Bojangles\1201 - Lumberton, NC id 301\ Engineering\ Stormwater\
Inflow HYG file = woi"kj)ad.hyg - UPS IN 10
Outflow HYC file = work_pad.hyg - UDS 011,31, 10
Pond Node Data - UDS
Pond Volume Data = UPS
Pond Outlet Data = Outlet 1
No infiltration
1NITTA' CONDITIONS
Starting
WS Elev =
122.15
fL
Starting
Volume
0
cu.ft
Starting
Out " -ow =
.00
CfS
Starting
infilt�,
.00
CfS
Starting
Total Qout=
.00
CfS
Time Increment
3.00
min
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow
884
cfs at 714.00 min
Peak
Outflow
4.15
cfs at '123.00 min-,
-----------------------------
Peak
Ele vat 4on
125A6
-----------------------
ft
Peak
Storage =
4537
cu.fL
MASS BALANCE (cu. it)
f,
+ Initial Vol = 0
+ HYG Vol IN = 23987
- Infiltration = 0
- HYG Vol OUT = 23986
- Retained Vol = a
----------
Unrouted Vol = - cu. t: ( . 001 '. of Inflow Volume)
SIN: Bentley Systems, inc.
Bentley PondPack (10.01.04.00) 10:54 AM 6/15/2012

14
Bojangles' Lumberton, NC
BOJ-1201
4/tS/12

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Project
- 1. Lill 11-M-LO n, NC Date I I -JLII- 12
Project No.
BOJ- 120 1 Designer .1113
Outlet 11)
11-1
Outlet flowrate
6.74 c ts
Pipe diameter
15 incites
Number of pipes
I
Pipe separation
it feet
Outlet pipe slope
0.6 —percent
Fi2ure 8.06.b. I
Pipe diameter (ft)
Zone from graph above = I
Outlet pipe diameter 15 11 Length fi.
Outlet flowrate 6. 7 c I Width - 3.8 11.
Outlet velocity I'uscc Stone diameter - 3 wi.
Material - ('Ila.,�, A Thickness ill.
Zone
Material
Diameter Thickness
Length J
Width
I
Class A
3
9
4 x D(o)
3 x D(o)
2
Class B
6
22
6 x D(o)
3 x D(o)
3
.. ..... . .. .. . ..............
Class 1
13
22
8 x D(o)
3 x D(o)
4
. . ...........
Class 1
13
22
8 x D(o)
3 x D(o)
5
Class 11
23
27
10 x D(o)
3 x D(o)
10 x D(o)
3 x D(o)
6 Class 11
23 27
7
Special study required
1. Calculation,, based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Froslon Control Manual
2. Outlet velocity based on full-flow velocity
Design of Riprap Outlet Protection-verI111503
7/16/2012

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DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project
Bolianules'
- Lumberton, NC Date I 1- Jul -12
Project No,
130J-1201
Designer JJB
Outlet ID
11-2
Outlet flowrate
6.74
c fs
Pipe diameter
?4
inches
Number of pipes
I
Pipe separation
feet
Outlet pipe slope
0.5
percent
25
20
15
10
5
0
0
Uure 8.06.b.1
1 2 3 4 5 6 7 9 9 1
Pipe diameter (ft)
Zone from graph above
Outlet pipe diameter 4 in.
Outlet flowrate _(). 7 (: 1:.1
Outlet velocity 1,1 ft,",ec
Material - Class A
Length =
IR o fir
Width =
6J) t L
Stone diameter —
M.
Thickness —
Q)
1, Calculations based on NY TOOT' method -Pages 8.06.05 through 8.06.06 in NC Frosion Control Manual
2. Outlet velocity based on full-flow velocity
Design of Riprap Outlet Protection-verl 0 1503
7/16/2012

•
15
Boja ngles' — Lumberton, NC
BOO -1201
4/18/12

Project. B( jangles - Lumberton, NC Cates by JJB
Project No. BOJ-1201 Date 18-May-I 2
Skimmer Basin ID SB- I
Drainage Area Data
Area Rational V
Disturbed area
1,25 ac. 0.50
Undisturbed wooded area
0_25
Undisturbed grassy area
0.30
Other
Freeboard (from sediment depth)
Total draina-e area to trap 1.25 a C
Cornposite Rational V 0, >0
10
Runoff Calculations Rainfall Runoff
2-year storm 5.74 in 3,6 cfs
I0 -year storm 7.50 in/hr 4.7 cfs
Skimmer Basin Design Data and Constraints
required skirniner basin volume 3,600 —cubic feet per disturbed acre
required skimmer basin surface area 0.01 x Q(10)
Skimmer Basin Dimensions
Bottom length
60,0 ft
Bottorn width
14.0 It
Sediment depth
3.5 EL
Freeboard (from sediment depth)
1.5 ft
Depth to crest of spillway
4.0 ft
Side:. slopes
2.0 H: I V
Spillway length
10.0 ft
I [eight of berm
5.0 ft
Top of basin length
80,0 ft
Top of basin width
34.0 fi
Skimmer Basin Data
Required
Provided
Sediment storage volurne
4500 cu, ft,
4930 cu. ft.
Sediment surface area
2040 sq. I't,
2070 sq. ft.
Sediment storage depth
3.5 ft. (max.)
3,5 ft
Basin bottom length to width ratio
—".OL,: I W finin)
4,3L:1 W
Spillway length
10,0 ft. (rain)
M.0 Ft
I (l -Year flow depth over spillway
1.00 ft. (rnax)
0.27 ft
Freeboard at I O-Year dischar(ye
0.50 ft. (111in)
0 7 3 ft
Note:
CaICUlations based on NC Sediment and Erosion Control Manual

"MUMMYEIRIN o or rni-MMMMM
Project B(ijangles - Lumberton, NC Cales by JJB
Project No. BO.1-1 201 Date l8- May -12
Skimmer Basin ID SB-2
Drainage Area Data Area Rational 'c'
Disturbed area 0.60 ac. MO
Undisturbed wooded area
Undisturbed grassy area
Other
Total drainage area to trap
Composite Rational 'c'
0.60 ac.
0.50
0.25
030
Minoff Calculations Rainfall Runoff
2 -year storm 5.74 in hr 1.7 cfs
10 -year storm 7.50 in/hr 2.3 cfs
Skimmer Basin Design Data and Constraints
Required skininler basin volume 3,600 cubic feet per disturbed acre
Required skinimer basin surface area 0.01 x Q(10)
Skirnmer Basin Dimensions
Bottom length 26.0 ft
Bottom width 110 tl
Sediment depth
15 It
Freeboard (,from scdMient depth)
1.5 11
Depth to crest of spillway
4,0 ft
Side slopes
2.0 WIV
Spillway length
I(M) ft
Heiaht of berin
L-
5.0 11
Top of basin length
46,0 ft
Top of basin width
112 0 ft
Skimmer Basin Data
Required
Provided
Sediment storage volume
21 160 CLI. ft.
2240 cu. ft.
Sediment surface. area
990 sq. ft.
1040 ,q. ft.
Sediment storage depth
3�5 ft. (max.)
3.5, 11
Basin bottom length to width ratio
2.01,:1 W (min)
2,2 L: I W
Spillway length
10.0 ft. (min)
I0,0 ft
I0- `hear flow depth over spillway
1,00 ft. (Inax)
0.17 ft,
Freeboard at I0- Year discharge
0.50 ft. (niin)
0.811 ft
Note:
Calculations based on NC Sediment and Erosion Control Manual

I
I
FFIJ
I
4- 4- (1)
Q) Q)
Lj- I I I I
� \. .
ca
4
6
0
�E co
0 0
> 3.
4.0 0.
U) 0 o a
d y in 0

I
I
I
Q) (D (1)
LLa), (1) LL (1)
Lj-
I
will
c
CL

Ion
HOW. Elemew
MeMod
solve T"O,
IF I I) ut t) at a
J c! 1 r1pora ry Diversion
Tdzingular Channel
Marulirirj's Formula
Channel Depth
MaMINUO' COOM(
0021)
siopa X3000,,) flYft
Left Sde Slope
3 00 H V
Ru I
Ight SdE,, Slope
�'j 00 IrIj V
D sch a
2 2f Hs
=251-fs
Results
Grth('�f SIOPe
D('3Pffi
(142 1(
F-12ow An-,3
Q 5 111
Vve)t�d PeOrl.
2 62 ft
'T ()p Width
249 111
Cnbcni Depth
() 51 fl
Grth('�f SIOPe
(J 009852 lt;ft
Veic"Coy
4 '35 Itfs
Vetubty Head
029 it
Specific Enear
0 7! it
I raudo NUmb
I I , J9
P i0w t ype
Temporary Diversion Ditches
Worksheet for Triangular C�hiannel
044-- CTO A
0
7, 2.zs- CFS
C
TIi_ ?14R
Ac-
LS-MA'o wi-r O
A)'fTrt-4. 7-0
Aj �7 7-5�pl K
Plojed L-.rigineer Mhan BfOn Surf,-,,hell
0110), (Jaymn, Commercial Site Dessqn fl,,JWMaSte v6 1 j(3141.-,,!
04i;1fljQ 07 14 01 PM 4,, Haestad Methods fric, 1'� Brookssdp Road Waterliury, CT 06708 tjSA (2031) 755 16(16 paqf., $ of "

Cross Section
Cross Section for Triangular Channel
WOrkp,haO
l, low [, kmlen
noo
CA,mrtne! Depth
0 42 fi.
v 1
a
Proleu Em"Pfmu�r VvWlan Snan surc"W"Al
2 Cognmercial Site Design Flow M "Im I %, f" f I 'I V,
C"-I�,,( art 2 TD,' 14 Y PM Haestad melhWs, Inc, 37 BroaksKie Road Waterbury, CT 06708 USA [phone] P;4,10 I r{f 1
Slope
(3300,00 full
D (,,� p', h
042 fl
Lefl Side, slapo
3 DO H v
P�pfzf &ae slop'e
3 0 1", J H v
e
2!. ofs
0 42 fi.
v 1
a
Proleu Em"Pfmu�r VvWlan Snan surc"W"Al
2 Cognmercial Site Design Flow M "Im I %, f" f I 'I V,
C"-I�,,( art 2 TD,' 14 Y PM Haestad melhWs, Inc, 37 BroaksKie Road Waterbury, CT 06708 USA [phone] P;4,10 I r{f 1