20080965 Ver 3_More Info Received_20090305

Mansour Edlin Consulting
1515 Mockingbird Ln. Suite 802
Charlotte, NC 28209
704-672-1560 Phone
704-672-1562 Fax
March 4, 2009
Mr. Joseph Gyamfi
Division of Water Quality
1650 Mail Service Center
Raleigh, NC 27669
Re: Request for Additional Information
Crate & Barrel Distribution Center
DWQ Express #08-0965V3
Lincoln County
Dear Joseph:
)rY ??
3jn ?, .J dj
Attached, please find the revised plans and supporting documents for the storm
water management plan for the above referenced project.
The following documents are enclosed:
1. Two (2) copies of the revised plans (SWMP 2.0,2.1,2.2,3.0,4.0,5.0, 1-1)
2. Two (2) copies of the revised supporting calculations for each BMP
3. Two (2) copies of the revised supplement forms for each BMP
We appreciate your continued assistance and cooperation and should you have
further questions during the review process, please feel free to contact us.
Sin erely,
Mansour S. Edlin, PE
Cc: Derek Salfia, TKC
Attachment

Project Name: CRATE & BARREL
LINCOLN COUNTY
POND #1 / PHASE I
DETERMINE SURFACE AREA (S.A.) FOR 90%TSS REMOVAL
Drainage area= 24 Ac.
% Impervious= 50
Pond depth= 5 ft.
SA/DA= 2 %
aR ? ?
Revised 3.3.2009;`
Initial iteration
S.A. required= 0.48 Ac.
S.A. provided= 0.62 Ac. 27000 SF 0.620 AT NPWSEL 843.5
SURFACE AREA BASED AVERGAE DEPTH FROM SUPPLEMENT SHEET First iteration
Drainage area= 24 Ac.
% Impervious= 50
Avg. pond depth= 4 ft.
SA/DA= 2.5%
S.A. required= 0.60 Ac.
S.A. provided= 0.62 Ac.
27000 SF
DETERMINE VOLUME TO BE CONTROLLED BY 1" STORM
0.620 AT NPWSEL 843.5
Rv= 0.05 + 0.009(% impervious)
0.50 in/in
Volume req'd=1" x Rv x 1/12 (ft/in) x Drainage area
1.00 Ac-ft = 43560
DRAWDOWN STORM IN 2-5 DAYS (ESTIMATE AN ORIFICE SIZE FOR WQ - CHECK TO FOLLOW)
2A x (sqrt(h))
t= Ca(sgrt(2g))
t= time to drawdown (sec)= 259,200 (3days)
a= area of orifice (sq.ft.)= will solve
A= pond s.a. (sq.ft.)= 27000.00 0.62 ac.
g= gravity constant (ftls2)= 32.2
h= change in head (ft.)= 1.61 (vol/s.a.)
C= orifice coefficient= 0.6
2A x (sqrt(h))
a= Ct(sgrt(2g)) a= 0.055 sq.ft.
diameter of orifice, d= 3.18 in.
TRY d= 3.0 in. orifice area= 0.049 sq.ft. therefore,
t (now)= 290343.40 seconds = 3.4 days
A
DRAWDOWN STORM IN 2-5 DAYS (CHECK ORIFICE SIZE USED IN OUTLET STRUCTURE)
NPWSEL = 843.5
d Used = 3.0
Peak elev. = 845.5
change in head = 0.7
S.A. at peak el = 0.68
S.A. at NWE = 0.53
S.A. to use for drawdown eq.=
ft.
in. orifice area= 0.049 sq.ft.
ft.
ft. (1 yr storm x 0.33)
Ac. = 29620.8 sq.ft
Ac. = 23086.8 sq.ft
26353.8 sq.ft (average area between peak and nwe)
t (now)= 181259.74 seconds = 2.1 days
SIZE POND EMERGENCY DRAIN
Drain pond within 24 hours (86400 sec)
t= time to drawdown (sec)=
a= area of orifice (sq.ft.)=
A= area at NWE _
A= area at bottom
A= S.A. to use for drawdown eq.=
g= gravity constant (ft/s2)=
h= change in head ft)=
C= orifice coefficient=
2A x (sqrt(h))
a= Ct(sgrt(2g)) a=
diameter of orifice, d= 5.46 in.
Okay
86,400 (1day)
will solve
0.53 Ac. = 23086.8 sq.ft
0.30 Ac. = 13068 sq.ft
18077.4 sq.ft (average area between bottom and nwe)
32.2
3.5
0.6
0.163 sq.ft.
(pond depth x 0.33)
Use min. d= 8.0 in. orifice area= 0.349 sq.ft. therefore,
t (now)= 40264.16 seconds= 11.2 hours
Permit No. E x e o$ -o o v s 43
(to be provided by DWQ)
AC*A
WDENR
"A
T£5 pG
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT IF-ORMATION
Project name
Contact person
Phone number
Date
Drainage area number
43,560.00 ft3
61,500.00 ft3
II. DESIGN INFORMATION
Site Characteristics
Drainage area 1;045,440.00 fe
Impervious area 522,720.00 fe
% impervious 50.00 %
Design rainfall depth 1.00 -' in
Storage Volume: Non-SR Waters
Minimum volume required
Volume provided
Storage Volume: SR Waters
1-yr, 24-hr runoff depth
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Basin Elevations
Basin bottom elevation
Sediment cleanout elevation
Bottom of shelf elevation
Permanent pool elevation
SHWT elevation
Top of shelf elevation
Temporary pool elevation
CRATE BA:REEL
O ?"?1bEl1?I?Y Y
wO1W^^
MANSOUR EDLIN CONSULTING
704 672 1560
1120/2009 Revised 313/2009
DRAINAGE AREA 1 I POND #1
in
fP
ft3
ft3
ft3
in
(unitless)
(unitless)
in/hr
ft3/sec
ft3/sec
ft3/sec
836.50 ft
838.00 ft
843.00 ft
843.50 ft
830.00 ft
844.00 ft
845.50 ft
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
DESIGN INFORMATION
Volume and Surface Area Calculations
SA/DA ratio 2.00 (unitless)
Surface area at the bottom of shelf 24,000.00 ff
Volume at the bottom of shelf 96,500.00 ft3
Permanent pool, surface area required 20,900.00 ff
Permanent pool, surface area provided 27,000.00'' "fe OK
Permanent pool volume 109,250.00 ft3
Average depth for SA/DA tables 4.05 ft OK
Surface area at the top of shelf 30,000.00 fe
Volume at the top of shelf 47,250.00 ft3
Forebay volume 21,750.00 ft3
Forebay % of permanent pool volume 19.91 % OK
Temporary pool, surface area provided 33,000.00 ftz
Drawdown Calculations
Treatment volume drawdown time 3.10 days OK
Treatment volume discharge rate 1.00 ft3/s
Pre-development 1-yr, 24-hr discharge 3.60 ft3/s OK
Post-development 1-yr, 24-hr discharge 1.50 ft3/s OK
Additional Information
Diameter of orifice 3 in
Design TSS removal 90 %
Basin side slopes 3.00 :1 OK
Vegetated shelf slope 10.00 :1 OK
Vegetated shelf width 10.00 ft OK
Length of flowpath to width ratio 3.00 :1 OK
Length to width ratio 2.50 :1 OK
Trash rack for overflow & orifice? Y_ (Y or N) OK
Freeboard provided 1.00 ft OK
Vegetated filter provided? n -
(Y or N) Design must be based on 90% TSS removal
Recorded drainage easement provided? y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies DRAIN WITH VALVE
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2

Project Name: CRATE & BARREL Revised 3.3.2009
Project No.: LINCOLN COUNTY
POND #2 / PHASE I
DETERMINE SURFACE A REA (S.A.) FOR 90%TSS REMOVAL Initial iteration
Drainage area= 18 Ac.
% Impervious= 70
Pond depth= 5 ft.
SA/DA= 2.8%
S.A. required= 0.50 Ac.
S.A. provided= 0.67 Ac. 29000 SF 0.666 AT NPWSEL 843.5
SURFACE AREA BASED ON AVERAGE DEPTH F ROM SUPPLEMENT SHEET First iteration
Drainage area= 18 Ac.
% Impervious= 70
Avg. Pond depth= 41 ft.
SA/DA= 3.3%
S.A. required= 0.59 Ac.
S.A. provided= 0.67 Ac. 29000 SF 0.666 AT NPWSEL 843.5
M
Rv= 0.05 + 0.009(% impervious)
= 0.68 in/in
Volume req'd=1" x Rv x 1/12 (ft/in) x Drainage area
= 1.02 Ac-ft = 44431.2 cult
DRAWDOWN STORM IN 2-5 DAYS (ESTIMATE AN ORIFICE SIZE FOR WQ - CHECK TO FOLLOW)

2A x (sqrt(h))
t= Ca(sgrt(2g))
t= time to drawdown (sec)= 259,200 (3days)
a= area of orifice (sq.ft.)= will solve
A= pond s.a. (sq.ft.)= 29000.00 0.67 ac.
g= gravity constant (ft/s2)= 32.2
h= change in head ft)= 1.53 (vol/s.a.)
C= orifice coeff icient= 0.6
2A x (sqrt(h))
a= Ct(sgrt(2g)) a= 0.058 sq.ft.
diameter of orifice, d= 3.25 in.
TRY d= 3.0 in. orifice area= 0.049 sq.ft. therefore,
t (now)= 303898.92 seconds = 3.5 days
"'0 311
c

DRAWDOWN STORM IN 2-5 DAYS (CHECK ORIFICE SIZE USED IN OUTLET STRUCTURE)
NPWSEL = 843.5 ft.
d Used = 3.0 in. orifice area= 0.049 sq.ft.
Peak elev. = 845.5 ft.
change in head = 0.7 ft. (1yr storm x 0.33)
S.A. at peak el = 0.80 Ac. = 34978.68 sq.ft
S.A. at NWE = 0.62 Ac. = 27007.2 sq.ft
S.A. to use for drawdown eq.= 30992.94 sq.ft (average area between peak and nwe)
t (now)= 213167.45 seconds = 2.5 days Okay
SIZE POND EMERGENCY DRAIN
Drain pond within 24 hours (86400 sec)
t= time to drawdown (sec)= 86,400 (1day)
a= area of orifice (sq.ft.)= will solve
A= area at NWE = 0.62 Ac. = 27007.2 sq.ft
A= area at bottom = 0.36 Ac. = 15681.6 sq.ft
A= S.A. to use for drawdown eq.= 21344.4 sq.ft (average area between bottom and nwe)
g= gravity constant (ftls2)= 32.2
h= change in head ft)= 3.5 (pond depth x 0.33)
C= orifice coefficient= 0.6
2A x (sqrt(h))
a= Ct(sgrt(2g)) a= 0.192 sq.ft.
diameter of orifice, d= 5.93 in.
Use min. d= 8.0 in. orifice area= 0.349 sq.ft. therefore,
t (now)= 47540.82 seconds = 13.2
hours

Permit No.
(to be provided by DWQ) AA,'-KP)mwAA'
pc GG
NC ENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
It. PROJECT INFORMATION
Project name GRA I C a DARRELL
Contact person MANSOUR EDLIN CONSULTING
Phone number 704 672 1560
Date 1/20/2009 Revised 3.3.2009
D' DRAINA E A
ramage area number G REA 2 / PO ND 442
11. DESIGN INFORMATION
Site Characteristics
Drainage area
Impervious area
% impervious
Design rainfall depth
Storage Volume: Non-SR Waters
Minimum volume required
Volume provided
Storage Volume: SR Waters
1-yr, 24-hr runoff depth
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1 -yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Basin Elevations
Basin bottom elevation
Sediment cleanout elevation
Bottom of shelf elevation
Permanent pool elevation
SHWT elevation
Top of shelf elevation
Temporary pool elevation
in
1.84,08U.00 f?
548,856.00 _ fe
70.00 %
1.00 in
44,431.00 ft3
67,250.00 ft3
ft3
ft3
ft3
ft3
in
(unitless)
(unitless)
- in/hr
ft3/sec
ft3/sec
ft3/sec
836.50 ft
838.00 ft
843.00 ft
843.50 ft
83000 ft
844.00 ft
845.50 ft
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 1 of 2
f
Permit No.
(to be provided by DWQ)
II. DESIGN INFORMATION
Volume and Surface Area Calculations
SAMA ratio 2.80 (unitless)
Surface area at the bottom of shelf 27;000.00 _ ft2
Volume at the bottom of shelf 105,500.00 ft3
Permanent pool, surface area required 21,780.00 ft2
Permanent pool, surface area provided 29,000.00 ft2 OK
Permanent pool volume 119,500.00 fe
Average depth for SA/DA tables 4.12 ft OK
Surface area at the top of shelf 33,000.00 ff
Volume at the top of shelf 51,750.00 W
Forebay volume 23,650.00 fe
Forebay % of permanent pool volume 19.79 % OK
Temporary pool, surface area provided 36,000.00 ' ft2
Drawdown Calculations
Treatment volume drawdown time 3.40 days OK
Treatment volume discharge rate 1.00 fees
Pre-development 1-yr, 24-hr discharge 2.70 ft31s OK
Post-development 1-yr, 24-hr discharge 1.50 ft31S OK
Additional Information
Diameter of orifice 3 in
Design TSS removal 90 %
Basin side slopes 3.00 :1 OK
Vegetated shelf slope 10.00 :1 OK
Vegetated shelf width 10.00 ft OK
Length of flowpath to width ratio 3.00 :1 OK
Length to width ratio 2.50 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.00 ft OK
Vegetated filter provided? n (Y or N) Design must be based on 90% TSS removal
Recorded drainage easement provided? y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies DRAIN WITH VA LVE
Form SW401-Wet Detention Basin-Rev.4
Parts I. & II. Design Summary, Page 2 of 2
K y
Project Name: CRATE R BARREL
Project No.: LINCOLN COUNTY
POND #31 PHASE II
DETERMINE SURFACE AREA (S.A.) FOR 90%TSS REMOVAL
Drainage area= 16 Ac.
% Impervious= 60
Pond depth= 5 ft.
SA/DA= 2.5%
S.A. required= 0.40 Ac.
S.A. provided= 0.52 Ac. 22500 SF
ET
Drainage area= 16 Ac.
% Impervious= 60
Avg. pond depth= 4 ft.
SA/DA= 2.8%
S.A. required= 0.45 Ac.
S.A. provided= 0.52 Ac. 22500 SF
DETERMINE VOLUME TO BE CONTROLLED BY 1" STORM
Rv= 0.05 + 0.009(% impervious)
0.59 in/in
Revised 3.3.2009
Initial iteration
0.517 AT NPWSEL 846.5
First iteration
0.517 AT NPWSEL 846.5
Volume req'd=1" x Rv x 1/12 (ftlin) x Drainage area
0.79 Ac-ft = 34267.2 cuft
DRAWDOWN STORM IN 2-5 DAYS (ESTIMATE AN ORIFICE SIZE FOR WQ - CHECK TO FOLLOW)
2A x (sqrt(h))
t= Ca(sgrt(2g))
t= time to drawdown (sec)= 259,200 (3days)
a= area of orifice (sq.ft.)= will solve
A= pond s.a. (sq.ft.)= 22500.00 0.52 ac.
g= gravity constant (ft/s2)= 32.2
h= change in head (ft.)= 1.52 (vol/s.a.)
C= orifice coefficient= 0.6
2A x (sqrt(h))
a= Ct(sgrt(2g)) a= 0.044 sq.ft.
diameter of orifice, d= 2.86 in.
TRY d= 3.0 in. orifice area= 0.049 sq.ft. therefore,
t (now)= 235080.55 seconds = 2.7 days
a ?.
DRAWDOWN STORM IN 2-5 DAYS (CHECK ORIFICE SIZE USED IN OUTLET STRUCTURE)
NPWSEL = 846.5 ft.
d Used = 3.0 in. orifice area= 0.049 sq.ft.
Peak elev. = 848.5 ft.
change in head = 0.7 ft. ( 1 yr storm x 0.33)
S.A. at peak el = 0.60 Ac. = 26136 sq.ft
S.A. at NWE = 0.46 Ac. = 20037.6 sq.ft
S.A. to use for drawdown eq.= 23086.8 sq.ft (average area between peak and nwe)
t (now)= 158789.52 seconds = 1.8 days okay
SIZE POND EMERGENCY DRAIN
Drain pond within 24 hours (86400 sec)
t= time to drawdown (sec)= 86,400 (1day)
a= area of orifice (sq.ft.)= will solve
A= area at NWE = 0.46 Ac. = 20037.6
A= area at bottom = 0.27 Ac. = 11761.2
A= S.A. to use for drawdown eq.= 15899.4 sq.ft (average area between bottom and nwe)
g= gravity constant (ftls2)= 32.2 sq.ft
h= change in head (ft.)= 3.2 (pond depth x 0 sq.ft
C= orifice coefficient= 0.6
2A x (sgrt(h))
a= Ct(sgrt(2g)) a= 0.137 sq.ft.
diameter of orifice, d= 5.01 in.
Use min. d= 8.0 in. orifice area= 0.349 sq.ft. therefore,
t (now)= 33861.36
seconds= 9.4 hours

AY"I
NCDENR
Permit No
(to be provided by DWQ)
U??F W ATehpG
O 't
65P
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION A PPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.

it. PROJECT INFORMATION
Project name GRA11 & DARRELL
Contact person MANSOUR EDLIN CONSULTING
Phone number 704 672 1560
Date 1/20/2009 Revised 3.3.2009
Drainage area number DRAINAGE AREA. P-ID #3

11. DESIGN INFORMATION
Site Characteristics
Drainage area 696,96u.uu fe
Impervious area 418,176.00 ft'
% impervious 60.00 %
Design rainfall depth 1.00 in
Storage Volume: Non-SR Waters
Minimum volume required 34,267.00 ft3
Volume provided 50,500.00 ft3
Storage Volume: SR Waters
1-yr, 24-hr runoff depth in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
1-yr, 24-hr rainfall depth in
Rational C, pre-development (unitless)
Rational C, post-development (unitless)
Rainfall intensity: )-yr, 24-hr storm in/hr
Pre-development 1-yr, 24-hr peak flow ft3/sec
Post-development 1-yr, 24-hr peak flow ft3/sec
Pre/Post 1-yr, 24-hr peak flow control ft3/sec
Basin Elevations
Basin bottom elevation 840.00 ft
Sediment cleanout elevation 841.00 ft
Bottom of shelf elevation 846.00 ft
Permanent pool elevation 846.50 ft
SHWT elevation 830 00 ft
Top of shelf elevation 847.00 ft
Temporary pool elevation 848.50 ft
Form SW401-Wet Detention Basin-Rev.4 Parts I. & H. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
rll. DESIGN INFORMATION
Volume and Surface Area Calculations
SA/DA ratio 2.50 (unitless)
Surface area at the bottom of shelf 20,000.00 ft2
Volume at the bottom of shelf 78,000.00 ft3
Permanent pool, surface area required 17,424.00 ft2
Permanent pool, surf ace area provided 22,500.00 ft2 OK
Permanent pool volume 88,625.00 ft3
Average depth for SA/DA tables 3.94 ft OK
Surface area at the top of shelf 25,000.00 ft2
Volume at the top of shelf 38,625.00 ft3
Forebay volume 18,263.00 ft3
Forebay % of permanent pool volume 20.61 % OK
Temporary pool, surface area provided 26,500.00 ft2
Drawdown Calculations
Treatment volume drawdown time 2.60 days OK
Treatment volume discharge rate 1,50 fels
Pre-development 1-yr, 24-hr discharge 3.00 ft3/S OK
Post-development 1-yr, 24-hr discharge 1.20 ft31s OK
Additional Information
Diameter of orifice 3 in
Design TSS removal 90 %
Basin side slopes 3.00 :1 OK
Vegetated shelf slope 10.00 :1 OK
Vegetated shelf width 10.00 ft OK
Length of flowpath to width ratio 3,00 :1 OK
Length to width ratio 2,50 :1 OK
Trash rack for overf low & orifice? Y (Y or N) OK
Freeboard provided 1.00 ft OK
Vegetated filter provided? N (Y or N) Design must be based on 90016 TSS removal
Recorded drainage easement provided? y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies DRAIN WITH VALVE
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2