SW8140605_Historical File_20140911

General Data: Impervious, Drainage Area and Volume
PROJECT NUMBER: SWS
240605
Reviewer:
K Johnson
DRAINAGE BASIN:
Cape Fear
Current Date
11Sep-14
Original Run Date:
DA Number
1
2
3
4
5
6
7
B
9
10
BMP Type
wet Pond
Wet Pond
No BMP In
DA
No BMP In
DA
No BMP In
No BMP In
No BMP In
A
No BAP In
DA
No BMP In
11A
No BMP In
DA
Receivin Stream
Moira Creek
Motra Croak
Stream Index
18-82
10-82
Class
C: SW
C: SW
Method used to determine reuired volume?
Semple
Simple
Please Select
Please Select
Please Select
Please Select
Please Select
Please Select
Please Selec
Please Select
Simple Method, Design Storm, P1124k in:
(Error it Project Is Subject to SA- NEEDED FOR BOTH SIMPLE AND SCS SA CALCa)
Simple Method, Design Storm of Old Rule, in:
Enter r Part of Pro sot is Permitted Under an Old Rule Such as 1.0', If not leave blank
SCS Discrete (TR-55) Method, Design Storm, Value of Prep or 1w2" in:
(Enter the Value of Pao if Non -SA or P„eor if SA)
Project is Subject to SA?
N
N
Pleasa Select
Please Select
Please Select
Please Select
Please Select
Please Select
Please Select
Please Select
Volume That Is Required, fe:
(Volume from either the Simple Method or the SCS Method. If SCS Method for SA, compare 4,219 1,350
SCS at 1w24hrto Sim at 1 S' and oho !U the
Simple Method Volume Summ
Simple Method & SA
2008 Rule, Greater of 1.5" or 1 yr24hr ost + Old Rule at 1.5
Simple Method & non -SA 4.219 1,350
2008 Rule, 1.6' + Old Rule, 1.
SCS Discrete (TR55) Volume Summary: If TR-W Is used, then this spreadsheet is not
set up to accourd for adding thatwlume to an old rule calculated at a knrer (1.0•) storm. It(
not make sense to combine the volume calculations that
SCS Discrete (TR55) & SA
008 Rule, Greater of 1.5" or 1 yr24hr oat
SCS Discrete R55 & non -SA
Proposed Impervious (ALL IMPERVIOUS), Total,: 37,500 12,000 0 0
0
0
0
01
b1l
0
Onsite Buildings
31.5001
10.500
Onsits Streets
0
0
Onsite Parking
0
0
On Sidewalks
0
0
Onsits Other
0
0
Future
6.00
1,50
ORafte
0
0
Existing
0
0
Previous ermitted Impervious. Old Rule, ft;
0
0
0
0
0
0
0
0
0
0
Onslte Buildin s
01
0
Onsite Streets
0
0
Onafte Parkina
0
0
Onsite Sidewalks
0
0
Ons'Ite Other
0
0
Future
0
0
Of isile
0
0
EAsUnu
0
0
Proosed Impervious, Subject to 2008/Phil Rule, fe
37,500
12.0001
01
01
01
0
D
0
0
0
Drainage Area, Total, its:
114.483
40,986
Onsite, fe:
114,483
40,966
Offsfte, fe:
0
0
Prevlou -Permitted Drainage Area,Old Rule, tt D
0
0
0
0
0
0
0
0
0
Onsite, fe:
D
0
Ofraite, fe:
D
0
Proposed DA (Being Added BY Mod) , ie:
114.483
40,968
Drainage Area. Subject to Old Rule, ft :
0
01
01
01
01
01
01
0
0
0
Drainage Area, Subject to New Rule, fts:
114,483
40,968
Volume Required, Oki Rule, fP:
D
0
D
D
0
0
v
u
u
Rvpaa pa yp,,p ant, Old Rule:
Volume Required, 2008 Rule, fta
4,219
1,350
RvPrepa,.R,,,M, 2008 Rule:
Enter 0.05 if no pre -development SUA)
0.06
0.05
Rvpcaape+ bww,a, 2008 Rule:
0.34
0.31
Volume Required,N, 8: 1
4,2191
1,350
0
0
0
0
0
0
0
0
Volume Required1w",,,,
01
01
01
01
01
01
01
01
01
=
Volume Calculations - Page 1/1

Wet Ponds
PROJECT NUMBER: SW8
140605
Reviewer:
K Johnson
DRAINAGE BASIN:
Cape Fear
Current Date
11-Se -14
Original Run Date:
DA Number
BMP Type
Minimum Surface Area
1
Wet Pond
2
Wet Pond
3
No BMP In
DA
4
No BMP in
DA
5
No BMP in
DA
6
No BMP In
DA
7
No BMP In
DA
8
No BMP in
DA
6
No BMP in
DA
1 to
No BMP in
DA
% impervious
32.0%
29.29%
Lower Impervious
30.0%
20.0%
Upper Impervious
40.0%
30.0%
TSS (85 or 90):
90
90
Lower SA/DA
Upper SA/DA
SA/DA ratio
PP Surface Area req, ft2:
Storage Calculations
2.5
3.1
2.7
3,051
2.0
3.0
2.9
1,200
#N/A
#N/
#N/A
#N/A
#N/A
#WA
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/A
#N/Aj
#N/A
#N/Al
#N/A
#NIA
#WA
#NJAJ
#N/A
#N/A
#N/A
#NIA
#N/A
#N/A
#N/A
#N/A
Elevation, Bottom of Sediment (excavated de ,fmsl:
28.001
25.00
Elevation, Top of Sediment (bottom pond/designed bottom),fmsl
27.001
26.00
Elevation, Bottom of shelf, fmsl:
32.501
30.50
Elevation, Permanent Pool frost
33.00
31.00
Elevation, Top of Shelf, fmsl:
33.50
31.50
Elevation Temp. Pool, fmsl:
33.50
31.50
Area, Top of Sediment (bottom pond/designed bottom), ft 2:
6,003
2,175
Area, Bottom of Shelf, ftz:
14,560
8,008
Area, Perm Pool, ft2:
17,581
10.021
Area, Top of Shelf, ft2:
16,381
9,368
Area, Temp.Pool, ft2:
20,812
12,255
Volume Provided (Temp Pool), DWQ Calculated, ft 3:
8,491
5,569
0
0
0
0
0
0
0
0
Volume Provided (Temp Pool), Provided per consultant, ft3:
8,150
5,569
Volume Required (romp Pool), DwQcalalated, ft3:
4,219
1,350
Consultant Provided Enough Volume?
y
y
Average Depth Option 1 or Option 2 (Enter 1 or 2?
1
2
Average Depth Provided, ft
4.5
3.5
Average Depth - OPTION 1 -, DWQ Calculated, fl:
3.67
2.74
Average Depth - OPTION 2 -, DWQ Calculated, ft:
Forebay Volume
4.5
3.50
Permanent Pool Volume, 0:
64,5841
27,419
0
0
0
0
01
0
0
0
Forebay Volume, Required, ft3:
Forebay Volume, Provided, ft3:
12,917
12,550
5,484
5,226
0
0
0
0
01
0
0
0
Percent of Permanent Pool 18-22% is Target):
19%
19%
Drawdown
Aygerage Head, fl:
Average Flow Q2, felsec:
0.15
0.024
0.16
0.008
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Average Flow Q5, ft3/sec:
0.010
0.003
Q2 Area, in2:
1.912
0.591
Q5 Area, in2:
0.765
0.236
No. of Orifices
1
1
Orifice Diameter, in:
1.50
0.75
Orifice Area, in2:
Weir enter Y or N ?
1.767
0.442
0.000
0.000
0.0001
0.000
0.0001
0.000
0.000
0.000
Weir Height, in:
Weir Length, in:
Weir C:
Weir L, Effective Length, fl:
-0.029
-0.031
0.000
0.000
0.000
0.000
0.000
0,000
0.000
0.000
Average Orifice Flowrate, DWQ Calc (QDm) ft3/sea
0.023
0.006
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Average Orifice Flowrate, Reported (QRe oftJ ft3/sec:
0.020
0.013
Average Orifice Flowrate is Adequate?
y
y
Runoff Coefficient Cc:
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
0.250
1 yr 24 hr rainfall depth, in:
3.80
3.80
1 yr 24 hr Intensity (1) in/hr:
0.158
0.158
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
1 yr 24 hr Pre -Development (Q), ft3/sec:
0.104
0.037
Avg. Orifice flow<Pre Q? 11
OK
OK
Drawdown, days:
Bolls Report Data
2.161
2.68
Ground Elevation at Boring in Soils Report, fmsl:
NCDENR Soil
Scientist Approved
Soils. See emails on
file.
Distance Ground to SHWT per Soils Report, in:
Distance Ground to SHWT per Soils Report, fl:
SHWT Elevation, DWQ Calculated, fmsl:
SHWT Elevation, Reported by Consultant, fmsl:
Distance SHWT to PP, fi:
Design OK ff., 0<= Value <= 0.5
Permanent Pool Elevation, fmsk
Pum
Max HP:
1/4 1 N/A 1
N/A 1
N/A
N/A
NIA
N/A N/A �N�/A NIA

Bottom Pond
Bottom Shelf
PP
Top 5helf/1-12
Wet Pond #1
Basin
Forebay
Contour El
(ft)
SA
(sfl
Inc Vol
(cf)
Cum Vol
(cf)
Contour
El
(ft)
SA
(sf)
Inc Vol
(cf)
Cum Vol
(cf)
27.0
6,003
0
0
28.0
1,060
0
0
32.5
10,898
46,478
46,478
32.5
3..6621
10625
10,625.
33.01
13,540
6,1101
52 j 5871
33.0
4,041
1,926
12,550
33.51
16,3811
7,4801
60,0681
33.5
4,431
2,118
14,668
PP Volume:
65,138 d
TP Volume:
9,598 cf
Forebay Volume
12,550 cf
Forebay %:
19.27%
Bottom Pond
Bottom Shelf
PP
Top Shelf/TP
Wet Pond #2
Basin
Forebay
Contour El
(ft)
SA
(sf)
Inc Vol
(cf)
Cum Vol
(cf)
Contour
El
(ft)
SA
(SO
Inc Vol
(cf)
Cum Vol
(0
26.0
2,175
0
0
28.0
969
0
0
30.5
5,758
17,849
17,849
30.5
2,250
4,024
4,024
31.0
7,4611
3,3051
21,1541
31.0
2,5601
1,2031
5,226
31.51
9,3661
4,2071
25,3611
31.51
2,8891
1,3621
6,589
PP Volume:
26,380 cf
TP Volume:
5,569 cf
ForebayVolume
5,226 cf
Forebay W
19.81%

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No w4 :tt3 1?.�sp -
TRIPP ENGINEERING, P.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Phone: [phone] • FAX: [phone]
September 10, 2014
NCDENR
Division of Energy, Mineral and Land Resources
127 Cardinal Drive
Wilmington, NC 28405-3845
Attn: Ms. Kelly Johnson
Re: Village at Motts Landing Phase 2A
Stormwater Project No. SW8140605
TE 14004
Dear Kelly:
In resvonse to vour auestions received via email on September 5.2014. we offer the following:
1. Supplements: Please fill out all of the data and re -submit the form. For instance we are missing the
discharge rate through the orifice and the pre -development 1yi24hr rate. There may be other data
missing. Also, I think that there are some typos between the supplement and the calculations. For
instance, in DA2 the PP volume is 21,154+5,226--26,380, but the supplement says 26,448. There are
several similar items.
• Discharge rates and the pre- and post -development 1yr24hr rates are provided. All
discrepancies between the supplements and calculations have been resolved. Enclosed are
revised supplements and calculations.
2. Drawdown Rate: Are you drawing down the provided volume rather than the required volume? If
so, please make the necessary adjustments to the package using the required volume to size the
orifice.
• The drawdown rates have been revised using the required volume in lieu of the provided
volume. Enclosed are revised calculations as well as revised sheet C3 (Details and Notes).
Please review for approval and contact us with any questions, comments or if you need additional
information. Thank you.
Sincerely,
Tripp Engineering, P.C.
I" C46V444-
Monica Valsi, E.I.
MLV:dcb
Enc.
ECIE
SEp 10 20%
BY:
RECEIVED
SEP 112014

9/10/2014
MLV
Total Drainage Area
sq. ft. acres
114,483 2.63
VAML Phase 2A %.'ON
Lots 75-83
Stormwater Pond Calculations
Impervious Area
Land Use
sq. ft.
acres
Lots
31,500
0.72
0.00
0.00
0.00
Future
Total
_
6,000
0.14
37,500
0.86d
v1V 1111 W G1QI 101L.UR}nU115.
Time of Concentration:
See attached calculations
Flow for 1 year, 24 hour Storm (Q1)
QPRE - (CPRE) x (11) x (Area)
1.54 cfs
QPOST = (CPOST) X (11) X (Area)
4.20 cfs
Detention Pond Design:
Does Area Drain to SA Waters? n
% impervious = 0.328
= 32.8%
CPRE = 0.15
CPOST = (% imp.)(.95)+(1 % imp.)(.20)
0.41
11 = 3.90 in/hr
110 = 7.23 in/hr
Flow for 10 year, 24 hour Storm (0110):
QPRE _ (CPRE) X (110) X (Area)
= 2.85 cfs
QPosT = (CPosT) X (110) x (Area)
7.79 cfs
State Surface Area Reauired at nnrmal nnnl-
Pond side slopes = 3 :1
Depth b/w Bot. of V.S. & 5.50
Bot. Pool =
SA/DA = 0.0268 for 4.6 ave. depth
Chart for 90% TSS Removal for Wet
Detention Pond without Vegetative Filter
Re d SA = SA/DA x otal Draina a Area
= 3,068 sq. ft.
Provided SA = 17,581 sq. ft.
Main Pond Size:
Forebay Pond Size:
Elevation
Surface Area
Incr. Vol
Cuml. Vol.
Elevation
Surf. Area
Incr. Vol.
Cuml. Vol
ft.
(so. ft.
ft./.fx
Top of Bank
35.00
18,730
26,333
86,401
Top of Bank
35.00
5,444
7,406
22,075
Temp. Pool
33.50
16.381
0
60,068
Temp. Pool
3350
4,431
2,118
14,668
Top of V.S.
33.50
16,381
7,480
60,068
Perm. Pool
33.00
4,041
1,926
12,550
Perm. Pool
33.00
13,540
6,110
52,587
Bot. of V.S. ,
32.50
3,662
10,625
10,625
Bot. of V.S.
32.60
10,898
46,478
46,478
113ot. Pool
28.00
1,060
0
0
Bot. of Pool
27.00
6.,003
0
0
Bottom SA = 6,003 sq. ft.
Bottom of VS SA= 10,898 sq. ft.
Permanent Pool SA = 13,540 sq. ft.
Vol. = [((PP SA + Bottom VS SA)/2) x (PP el. - Bottom VS el.)]
+ [((Bottom VS SA + Bottom Pool SA)/2) x (Bottom VS el. Bottom Pool el.)]
52,587 cu. ft.
Fore bay:
'rovided Normal Forebay Pond Volume
Bottom of Pool SA= 1,060 sq. ft.
Permanent Pool SA = 4,041 sq ft
Vol. = [(P.P. SA + Bottom SA) / 2] x (P.P. el. - Bottom el.)
12,550 cu. ft. Depth= 5.00 ft
Required Forebay Volume 18%-22% required)
Vol. = 221A of Permanent Pool volume of Pond and Forebay
14,330 cu. ft.
Volume required to contain from design storm(ft3)= 4,934
Therefore, maximum sta a is between stages and cumulative volumes (main pond plus forebay):
Stage
Cuml.
Volume
33.00
0
35.00
43,338
SEA'
% of Forebay Volume
= 19.27 -
Using Interpolation to determine stage at volume = 4,934
Maximum Stage (feet) = 33.23
Therefore set Temporary Pool Elevation at or higher than Maximum Stage
14004
0�
Rp�%o''��i
Oyyo � o
SEAL
7374N _
14004 Pond Calc_Lots 75-83
1 of 4

9/10/2014 VAML Phase 2A 14004
MLV Lots 75-83
Pond Size for Determining Storage Volume: Stormwater Pond Calculations
Elev.
SA
Incr. Vol.
Cum. Vol.
(ft)
(sq.ft.)
(cu.ft.)
(cu.ft.)
Temp.
Pool 33.50
17,752
0
8,150
Top of V.S. �3.50
17,752
8,150
8,150
Perm. Pool 33.00
14,847
0
0
Provided Storage Volume:
Vol. _ [((PP SA + Top of VS SA)/2) x (Top of VS Elev. — PP Elev.)]
+ [((Top of VS SA+TP SA)/2) x (TP Elev. - Top of VS Elev.)]
Vol. = 8,150 cu. ft.
State Volume Req. for Storage of first 1.5" runoff:
Rv = .05+ .009(% imp)
0.345
V= (Design rainfall)(Rv)(Drainage Area)
4,934 cu. ft.
Outlet Structure Design:
Flow for 2-day drawdown:
for Min. Volume required of stormwater,
Q = Min. Vol. Req. / 172,800 sec. (2-days)
0.029 afs
Required Area of Pipe for 2-day drawdown:
A= Q/[CdxSQRT(2xgxh)]
Cd = 0.6
g = 32.2 ft./s2
h = (T.P. elev.- N.P. Elev.) /3
= 0.17 ft.
A = 0.0145 s . ft.
Diameter of Pipe for 2-day drawdown:
DIA. = SQRT[(A x 4) / pi]
0.1360 ft.
= 1.63 in.
Drawdown Calculation
Orifice Used= T T 1.5
Drawdown rate= 0.024 cfs
Drawdown time= 2.37 days
Outlet Structure Check:
Using a 4' x 4' Basin,
Perimeter L = 16 ft.
Q = CIA
C = (% imp.)(.95) + (1-% imp.)(.25)
0.41
1 = 7.23 in. for a 10 yr. Storm
A 2.63 Acres
= 7.79 cfs
Flow for 5-day drawdown:
for Min. Volume required of stormwater,
Q = Temp. Pool Vol. / 432,000 sec. (5-days)
= 0.011 GIs
Required Area of Pipe for 5-day drawdown:
A= Q/[CdxSQRT(2xgxh)]
Cd = 0.6
g = 32.2 ft./s2
h = (F.P. elev. - N.P. Elev.) 13
= 0.166667 ft.
A = 0.0058 s . ft.
Diameter of Pipe for 5-day drawdown:
DIA. = SQRT[(A x 4) ] pi]
0.0860 ft.
= 1.03 in.
Q= CwxLxH"5
H = [Q / (Cw x L)]M
Cw = 3
0.30 ft.
Peak elevation = flood pool elevation + H
33.80 ft.
14004 Pond Cam Lots 75-83 2 Of 4

9/10/2014 VAML Phase 2A
MLV Lots 7"3
Stormwater Pond Calculations
Storage Volume - Non SA Waters - Minimum Volume Required
Volume of Runoff = V = (3630) (Design Rainfall Depth) (Rv) (Drainage Area)
where
Rv = 0.05+0.0090A)
Rv = Runoff Coefficient = storm runoff (inches) / storm rainfall (inches)
iA = impervious Fraction = Impervious portion of the drainage area (acres) / Drainage area (acres
IA= 32.8 %
Rv = 0.345
Design Rainfall Depth = 1.50 in.
Drainage Area = 2.63 acres
Volume = 4,934 ft3
14004
14004 Pond Calc Lots 78 83 3 of 4

9/10/2014 VAML Phase 2A
MLV Lots 75-83
Stormwater Pond Calculations
Average Death Calculated
Permanent Pool Volume (ft3) 65,137.5
Permanent Pool Area (if) 17,581.0
Option 1 - Average Depth (ft) 3.70
Bottom Vegetated Shelf Area (ft) 14560.0
Permanent Pool Area (ft) 17581.0
Bottom Pond Area (ft) 6003.0
Depth (ft) 5.5
Option 2 - Average Depth (ft) 4.34
Average Depth for use in Table (ft) 4.34
Round to nearest 0.5 for SA/DA (ft) 4.50
14004
14004 Pond Calc Lots 75-83 4 of 4

9/10/2014
MLV
Total Drainage Area
s . ft. acres
40,6 0.94
VAML Phase 2A ,�'
Lots 84-86
Stormwater Pond Calculations
Impervious Area
Land Use
sq. ft.
acres
Lots
10,500
0.24
0.00
_
0.00
0.00
Future
Total
1,500
0.03
12,000
0.28
ownnwater taicutanons:
Time of Concentration:
See attached calculations
Flow for 1 year, 24 hour Storm (Q,):
QPRE _ (CPRE) x (11) x (Area)
0.55 cfs
QPosT = (CposT) x (11) x (Area)
1.43 cis
Detention Pond Design:
Does Area Drain to SA Waters? n
impervious = 0.293
= 29.3%
CPRE = 0.15
CposT = (% imp.)(.95)+(1 % imp.)(.20)
= 0.39
I1 = 3.90 in/hr
Ito = 7.23 in/hr
Flow for 10 year, 24 hour Storm (Q,o):
QPRE _ (CPRE) X (170) X (Area)
1.02 cis
QPosT = (CposT) X (1,, 11) x (Area)
2.65 cfs
State Surface Area Renulmd at nnrmal nnnl-
Pond side slopes = 3 :1
Depth b/w Bot. of V.S. & 4.50
Bot. Pool =
SA/DA = 0.0300 for 3 5' ave. depth
Chart for 90% TSS Removal for Wet
Detention Pond without Vegetative Filter
Red SA = SA/DA x(Total Drainage Area
Y = 1,229 sq. ft.
Provided SA = 10,021 sq. ft.
Main Pond Size:
Forebay Pond Size:
Elevation
Surface Area
Incr. Vol
Cuml. Vol.
Elevation
Surf. Area
Incr. Vol.
Cuml. V
ft.
(sq. ft.
ft.
s
c O
Lcf)-
Top of Bank
33.00
12,476
16,382
41,742
Top of Bank
33.00
5,019
5,931
12,520
Temp. Pool
31.50
9,366
0
25,361
Temp. Pool
3150
2,889
1,362
6,589
Top of V.S.
31.50
9,366
4,207
25,361
Perm. Pool
31.00
2,560
1,203
5,226
Perm. Pool
31.00
7,461
3,305
21,154
Hot. of V.S.
30.50
4,024
4,024
Hot. of V.S.
30.50
5,758
17,849
17,849
1 Hot. Pool
28.00
.2,250
969
0
0
Bot. of Pool
26.00
2.175
0
0
Provided Normal Main Pond Volume:
Bottom SA = 2,175 sq. ft.
Bottom of VS SA= 5,758 sq. ft.
Permanent Pool SA = 7,461 sq. ft.
Vol. = [((PP SA + Bottom VS SA)/2) x (PP el. - Bottom VS el.)]
+ [((Bottom VS SA + Bottom Pool SA)/2) x (Bottom VS el. - Bottom Pool el.)]
21,154 cu. ft.
Fore bay:
Provided Normal Forebay Pond Volume
Bottom of Pool SA= 969 sq. ft.
Permanent Pool SA = 2,560 sq. ft
Vol. = [(P.P. SA + Bottom SA) / 2] x (P.P. el. - Bottom el.)
_ = 5,226 cu. ft. Depth= 3.00 ft
Required Forebay Volume (18%-22% required)
Vol. = 22% of Permanent Pool volume of Pond and Forebay
1 = 5,804 cu. ft.
Volume required to contain from design storm(fe)= 1,606
Therefore, maximum sta a is between stages and cumulative volumes (main pond pius forebay):
Cuml.
Sta a
Volume
31.00
0
33.00
27,882
Total Provided PP Volume
= 26,380 cu.ft.
Actual % of Forebay Volume
= 19.81
Using Interpolation to determine stage at volume = 1,606
Maximum Stage (feet) = 31.12
Therefore set Temporary Pool Elevation at or higher than Maximum Stage
14004
14004 Pond Celc_Lots 84-86 1 of 4

9/10/2014 VAML Phase 2A 14004
MLV Lots 84-86
Pond Size for Determining Storage Volume:
Stormwater Pond Calculations
Elev.
SA
Incr. Vol.
Cum. Vol.
R
(sq.ft.)
(cu.ft.)
(cu.ft.)
Temp.
Pool
31.`2
12,255
0
5,569
Top of V.S.
31.&-'
12,25u
5,569
5,569
Perm. Pool
31.00
10.02 i
0
0
Provided Storage Volume:
Vol. = [((PP SA + Top of VS SA)/2) x (Top of VS Elev. — PP Elev.)]
+ [((Top of VS SA+TP SA)/2) x (TP Elev. - Top of VS Elev.)]
Vol. = 5,569 cu. ft.
State Volume Req. for Storage of first 1.5" runoff:
Rv = .05+ .009(% imp)
0.314
V= (Design rainfall)(Rv)(Drainage Area)
1,606 cu. ft.
Outlet Structure Design:
Flow for 2-day drawdown:
for Min. Volume required of stormwater,
Q = Min. Vol. Req. / 172,800 sec. (2-days)
0.009 cfs
Required Area of Pipe for 2-day drawdown:
A= Q/[CdxSQRT(2xgxh)]
Cd = 0.6
g = 32.2 ft./sZ
h = (T.P. elev.- N.P. Elev.) /3
0.17 ft.
A = 0.0047 s . ft.
Diameter of Pipe for 2-day drawdown:
DIA. = SQRT[(A x 4) / pi]
0.0776 ft.
0.93 in.
Drawdown Calculation
Orifice Used= T 0.76 in.
Drawdown rate= 0.006 cfs
Drawdown time= 3.08 days
Outlet Structure Check:
Using a 4' x 4' Basin,
Perimeter L = 16 ft.
Q = CIA
C = (% imp.)(.95) + (1 % imp.)(.25)
= 0.39
1 = 7.23 in, for a 10 yr. Storm
A = 0.94 Acres
2.65 cfs
Flow for 5-day drawdown:
for Min. Volume required of stormwater,
Q = Temp. Pool Vol. / 432,000 sec. (5-days)
= 0.004 cfs
Required Area of Pipe for 5-day drawdown:
A= Q/[Cd xSQRT(2xgxh)]
Cd = 0.6
g = 32.2 ft./sZ
h = (F.P. elev. - N.P. Elev.) / 3
= 0.166667 ft.
A = 0.0019 sq. ft.
Diameter of Pipe for 5-day drawdown:
DIA. = SQRT[(A x 4) / pi]
0.0491 ft.
0.59 in.
Q= CwxLxH'*5
H = [Q / (Cw x L)]2 3
Cw = 3
0.15 ft.
Peak elevation = flood pool elevation + H
31.65 ft.
14004 Pond Cala Lots 84-86 2 of 4

9/10/2014 VAML Phase 2A 14004
MLV Lots 84-88
Stormwater Pond Calculations
Storage Volume - Non SA Waters - Minimum Volume Required
Volume of Runoff = V = (3630) (Design Rainfall Depth) (Rv) (Drainage Area)
where
Rv= 0.05+0.009(IA)
Rv = Runoff Coefficient = storm runoff (inches) / storm rainfall (inches)
iA = Impervious Fraction = Impervious portion of the drainage area (acres) / Drainage area (acres)
IA= 29.3 %
Rv= 0.314
Design Rainfall Depth = 1.50 in.
Drainage Area = 0.94 acres
Volume = 1,606 ft3
14004 Pond Calc_Lots 8"6 3 of 4

9/1012014 VAML Phase 2A
MLV Lots 84-86
Stormwater Pond Calculations
Average Depth Calculated
Permanent Pool Volume (ft3) 26,380.3
Permanent Pool Area (ft) 10,021.0
Option 1 - Average Depth (ft) 2.63
Bottom Vegetated Shelf Area (ft2) 8008.0
Permanent Pool Area (ft) 10021.0
Bottom Pond Area (ft2) 2175.0
Depth (ft) 4.5
Option 2 - Average Depth (ft) 3.31
Average Depth for use in Table (ft) 3.31
Round to nearest 0.5 for SA/DA (ft) 3.50
14004
14004 Pond Calc Lots 84-86 4 of 4

8Y27/2014 VAML Phase 2A
MLV Lots 75-83
Stormwater Pond Routing
25-year 24hr Storm
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
7.16 ACRES
RUNOFF COEF. 'C'
0.15
TIME OF CONCENTR
20.00 MIN
INTENSITY 25 YR
6.08 IN/HR
Qa = 6.53 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = ; =. 8.05• INCHES 25yr, 24hr PRECIPITATION
CN = 78
S = (1000/CN)-10
S = 2.82
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 5.44 IN - 25yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 70.78 MINUTES
Storage Volume Req'd = (Qp-Qa)'Tp'1.39"60
13,331 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 33.00 feet
AFTER DEVELOPMENT
PWATERSHED AREA 1
2.63 ACRES
RUNOFF COEF. 'C'
E5.00E�
TIME OF CONCENTRE
MIN
INTENSITY 25 YR)
8.15 IN/HR
Qp = 8.79 CFS
Qp = POST -DEVELOPED PEAK DISCHARGE
S Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL STAGE In S
In Z Z est
(sq ft)
(cu ft)
(cu ft) (ft)
(ft)
33.00
21,405
0
0 0 0
0 0.00
34.00
26,347
23,876
23,876 1.0 10.0806
0.0000 1.00
35.00
28,880
27,614
51,490 2.0 10.8491
0.6931 2.00
Regression Output:
==> Ks - 23876
b = 1.11
Constant 10.08
14004
GAJOBS12014114004-VAML Phase 2A%Calcs%14004 routing25y24hr Lots 75-83

8/27/2014 VAML Phase 2A
MLV Lots 75-83
Stormwater Pond Routing
25-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
6.63 cfs
Qp =
8.79 cis
Tp =
70.8 min
dT =
4 min
BASIN DATA
Ks =
23876
b =
1.11
Zo =
29.00 ft
Normal water elev =
33.00 ft
Peak Outflow =
6.23 cfs
Box Weir Length =
16 ft
Peak Stage =
34.04 ft
Cw =
3.0
Maximum Storage =
24,996 cu ft
Zcr =
33.90 ft
Control Holes:
State Orifice:
Dia =
1.50 in
Dd
18 in
Inv =
33.00 It
Cd
0.59
Weir:
L =
36 in
Zi
31.60 ft
Inv =
33.50 ft
Emergency Overflow Weir:
L =
480.0 in
Inv =
34.30 ft
14004
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(S)
(cu ft)
(ft)
(ems)
WS)
(ds)
(Cfs)
(cfS)
0
0.0
0
33.00
0
0
0.00
0
0.00
4
0.1
0
33.00
0
0.00
0.00
0
0.00
8
0.3
17
33.00
0.00
0.00
0.00
0.00
0.00
12
0.6
82
33.01
0.00
0.00
0.00
0.00
0.00
16
1. i
228
33.02
0.00
0.00
0.00
0.00
0.00
20
1.6
483
33.03
0.00
0.00
0.00
0.00
0.00
24
2.3
872
33.05
0.00
0.00
0.00
0.00
0.00
28
3.0
1415
33.08
0.01
0.00
0.00
0.01
0.00
32
3.7
2128
33.11
0.01
0.00
0.00
0.01
0.00
36
4.5
3021
33.15
0.02
0.00
0.00
0.02
0.00
40
5.3
4100
33.20
0.02
0.00
0.00
0.02
0.00
44
6.0
5363
33.26
0.03
0.00
0.00
0.03
0.00
48
6.7
6805
33.32
0.03
0.00
0.00
0.03
0.00
52
7.3
8412
33.39
0.03
0.00
0.00
0.03
0.00
56
7.9
10168
33.46
0.04
0.00
0.00
0.04
0.00
60
8.3
12049
33.54
0.11
0.00
0.00
0.04
0.07
64
8.6
14013
33.62
0.41
0.00
0.00
0.04
0.37
68
8.8
15977
33.70
0.83
0.00
0.00
0.05
0.78
72
8.8
17879
33.77
1.31
0.00
0.00
0.05
1.27
76
8.7
19671
33.84
1.83
0.00
0.00
0.05
1.78
80
8.4
21312
33.90
2.36
0.01
0.00
0.05
2.30
84
8.1
22768
33.96
3.52
0.67
0.00
0.05
2.79
88
7.6
23857
34.00
4.73
1.50
0.00
0.06
3.18
92
7.0
24537
34.02
5.60
2.12
0.00
0.06
3.42
90
6.5
24883
34.04
6.07
2.46
0.00
0.06
3.55
100
6.1
24996
34.04
6.23
2.57
0.00
0.06
3.59
104
5.6
24961
34.04
6.18
2.54
0.00
0.06
3.68
108
5.2
24834
34.04
6.00
2.41
0.00
0.06
3.53
112
4.9
24653
34.03
5.76
2.23
0.00
0.06
3.47
116
4.5
24442
34.02
5.47
2.03
0.00
0.06
3.39
G:UOBS12014114004-VAML Phase 2A1Calcs114004 routing25yr24hr Lots 75-83

8/27/2014
VAML Phase 2A
14004
MLV
Lots 75-83
Stormwater Pond Routing
25-year 24hr Storm
120
4.2
24216
34.01
5.16
1.82
0.00
0.06
3.31
124
3.9
23983
34.00
4.89
1.61
0.00
0.06
3.22
128
3.6
23748
34.00
4.60
1.41
0.00
0.06
3.14
132
3.4
23516
33.99
4.33
1.22
0.00
0.06
3.05
136
3.1
23288
33.98
4.07
1.04
0.00
0.06
2.97
140
2.9
23065
33.97
3.82
0.88
0.00
0.06
2.89
144
2.7
22847
33.96
3.60
0.72
0.00
0.05
2.82
148
2.5
22634
33.95
3.38
0.58
0.00
0.05
2.74
152
2.3
22426
33.95
3.19
0.46
0.00
0.05
2.67
156
2.2
22223
33.94
3.00
0.35
0.00
0.05
2.60
160
2.0
22023
33.93
2.84
0.25
0.00
0.05
2.54
164
1.9
21827
33.92
2.68
0.16
0.00
0.05
2.47
168
1.7
21634
33.91
2.55
0.09
0.00
0.05
2.41
172
1.6
21441
33.91
2.43
0.03
0.00
0.05
2.34
176
1.5
21248
33.90
2.33
0.00
0.00
0.05
2.28
180
1.4
21049
33.89
2.27
0.00
0.00
0.05
2.21
184
1.3
20841
33.88
2.20
0.00
0.00
0.05
2.15
188
1.2
20625
33.88
2.13
0.00
0.00
0.05
2-OR
192
1.1
20404
33.87
2.06
0.00
0.00
0.05
2.01
196
1.0
20178
33.86
1.99
0.00
0.00
0.05
1.94
200
1.0
19951
33.85
1.92
0.00
0.00
0.05
1.87
204
0.9
19723
33.84
1.85
0.00
0.00
0.05
1.80
208
0.8
19495
33.83
1.78
0.00
0.00
0.05
1.73
212
0.8
19269
33.82
1.71
0.00
0.00
0.05
1.66
216
0.7
19045
33.82
1.65
0.00
0.00
0.05
1.60
220
0.7
18823
33.81
1.58
0.00
0.00
0.05
1.53
224
0.6
18605
33.80
1.52
0.00
0.00
0.05
1.47
228
0.6
18390
33.79
1.46
0.00
0.00
0.05
1.41
232
0.5
18179
33.78
1.40
0.00
0.00
0.05
1.35
236
0.5
17973
33.77
1.34
0.00
0.00
0.05
1.29
240
0.5
17772
33.77
1.28
0.00
0.00
0.05
1.24
244
0.4
17575
33.76
1.23
0.00
0.00
0.05
1.18
248
0.4
17383
33.75
1.18
0.00
0.00
0.05
1.13
252
0.4
17196
33.74
1.13
0.00
0.00
0.05
1.08
256
0.3
17014
33.74
1.08
0.00
0.00
0.05
1.04
260
0.3
16837
33.73
1.04
0.00
0.00
0.05
0.99
264
0.3
16665
33.72
1.00
0.00
0.00
0.05
0.95
268
0.3
16498
33.72
0.95
0.00
0.00
0.05
0.91
272
0.3
16336
33.71
0.91
0.00
0.00
0.05
0.87
276
0.2
16178
33.70
0.88
0.00
0.00
0.05
0.83
280
0.2
16026
33.70
0.84
0.00
0.00
0.05
0.79
284
0.2
15878
33.69
0.80
0.00
0.00
0.05
0.76
288
0.2
15735
33.69
0.77
0.00
0.00
0.05
0.72
292
0.2
15506
33.68
0.74
0.00
0.00
0.05
0.69
296
0.2
15461
33.68
0.71
0.00
0.00
0.05
0.66
300
0.2
15331
33.67
0.68
0.00
0.00
0.05
0.63
304
0.1
15205
33.67
0.65
0.00
0.00
0.05
0.61
308
0.1
15083
33.66
0.63
0.00
0.00
0.04
0.58
312
0.1
14965
33.66
0.60
0.00
0.00
0.04
0.56
316
0.1
14851
33.65
0.58
0.00
0.00
0.04
0.53
320
0.1
14740
33.65
0.55
0.00
0.00
0.04
0.51
324
0.1
14633
33.64
0.53
0.00
0.00
0.04
0.49
328
0.1
14529
33.64
0.51
0.00
0.00
0.04
0.47
332
0.1
14429
33.63
0.49
0.00
0.00
0.04
0.45
336
0.1
14332
33.63
0.47
0.00
0.00
0.04
0.43
340
0.1
14238
33.63
0.45
0.00
0.00
0.04
0.41
344
0.1
14147
33.62
0.44
0.00
0.00
0.04
0.39
348
0.1
14059
33.62
0.42
0.00
0.00
0.04
0.38
352
0.1
13974
33.62
0.40
0.00
0.00
0.04
0.36
356
0.1
13892
33.61
0.39
0.00
0.00
0.04
0.34
360
0.1
13812
33.61
0.37
0.00
0.00
0.04
0.33
364
0.0
13735
33.61
0.36
0.00
0.00
0.04
0.32
368
0.0
13660
33.60
0.35
0.00
0.00
0.04
0.30
372
0.0
13588
33.60
0.33
0.00
0.00
0.04
0.29
376
0.0
13518
33.60
0.32
0.00
0.00
0.04
028
380
0.0
13450
33.60
0.31
0.00
0.00
0.04
0.27
384
0.0
13384
33.59
0.30
0.00
0.00
0.04
0.26
388
0.0
13320
33.59
0.29
0.00
0.00
0.04
0.25
392
0.0
13258
33.59
0.28
0.00
0.00
0.04
0.24
396
0.0
13198
33.59
0.27
0.00
0.00
0.04
0.23
400
0.0
13140
33.58
0.26
0.00
0.00
0.04
0.22
404
0.0
13084
33.58
0.25
0.00
0.00
0.04
0.21
408
0.0
13029
33.58
0.24
0.00
0.00
0.04
0.20
G:U08812014114004-VAML Phase 2A%Cales114004 routing25yr24hr Lots 75-83

8/2712014 VAML Phase 2A
MLV Lots 84-86
Stormwater Pond Routing
25-year 24hr Storm
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA 1
0.92 ACRES
RUNOFF COEF. 'C'
0.15
TIME OF CONCENTR
5.00 MIN
INTENSITY (25 YR)
8.15 IN/HR
Oa = 1.12 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 8.05 INCHES 25yr, 24hr PRECIPITATION
CN = 76
S = (1000/CN)-10
S = 2.82
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 5.44 IN - 25yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 74.41 MINUTES
Storage Volume Req'd = (Qp-Qa)" Tp*1.39*60
11,562 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 31.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
0.94 ACRES
RUNOFF COEF.'C'
0.39
TIME OF CONCENTR
5.00 MIN
INTENSITY (25 YR)
8.15 IN/HR
Qp = 2.99 CFS
Op = POST -DEVELOPED PEAK DISCHARGE
S Z
CONTOUR
INCR
ACCUM
CONTOUR
AREA
VOL
VOL STAGE Ins
In Z Z est
(sq ft)
(cu ft)
(cu ft) (ft)
(ft)
31.00
10,021
0
0 0 0
0 0.00
32.00
13,078
11,550
11,550 1.0 9.3544
0.0000 1.00
33.00
14,608
13,843
25,393 2.0 10.1422
0.6931 2.00
Regression Output:
Ks = 11660
b = 1.14
Constant 9.35
14004
G:UOBS12014114004-VAML Phase 2AkGs1cs\140G4 routing25yr24hr_L0ts 84-86

8/27/2014 VAML Phase 2A
MLV Lots 84-86
Stormwater Pond Routing
25-year 24hr Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
1.12 cfs
Qp =
2.99 cis
Tp =
74.4 min
dT =
4 min
BASIN DATA
Ks =
11550
b =
1.14
Zo =
26.00 ft
Normal water elev =
31.00 ft
Peak Outflow =
1.12 cfs
Box Weir Length =
16 ft
Peak Stage =
32.01 It
Cw =
3.0
Maximum Storage =
11,676 cu It
Zcr =
32.05 ft
Control Holes:
State Orifice:
Dia =
1.10 in
Dd m
18 in
Inv =
31.00 ft
Cd =
0.59
Weir:
L =
12 in
Zi =
30.30 ft
Inv =
31.50 ft
Emergency Overflow Weir:
L =
480.0 in
Inv =
32.25 ft
14004
Time
Inflow
Storage
Stage
Outflow
W Riser
Weir
Orifice
Weir
(Emergency Overflow)
(min)
(cfs)
(cu ft)
(ft)
(cfs)
(cfs)
(cfs)
(cis)
cfs
0
0.0
0
31.00
0
0
0.00
0
0.00
4
0.0
0
31.00
0
0.00
0.00
0
0.00
8
0.1
5
31.00
0.00
0.00
0.00
0.00
0.00
12
0.2
25
31.00
0.00
0.00
0.00
0.00
0.00
16
0.3
70
31.01
0.00
0.00
0.00
0.00
0.00
20
0.5
149
31.02
0.00
0.00
0.00
0.00
0.00
24
0.7
269
31.04
0.00
0.00
0.00
0.00
0.00
28
0.9
438
31.06
0.00
0.00
0.00
0.00
0.00
32
1.2
660
31.08
0.01
0.00
0.00
0.01
0.00
36
1.4
939
31.11
0.01
0.00
0.00
0.01
0.00
40
1.7
1277
31.14
0.01
0.00
0.00
0.01
0.00
44
1.9
1675
31.18
0.01
0.00
0.00
0.01
0.00
48
2.2
2133
31.23
0.01
0.00
0.00
0.01
0.00
52
2.4
2646
31.27
0.01
0.00
0.00
0.01
0.00
56
2.6
3210
31.32
0.02
0.00
0.00
0.02
0.00
60
2.7
3820
31.38
0.02
0.00
0.00
0.02
0.00
64
2.8
4469
31.43
0.02
0.00
0.00
0.02
0.00
68
2.9
5147
31.49
0.02
0.00
0.00
0.02
0.00
72
3.0
5846
31.55
0.06
0.00
0.00
0.02
n nA
76
3.0
6548
31.61
0.13
0.00
0.00
0.02
0.10
80
2.9
7234
31.66
0.22
0.00
0.00
0.02
0.20
84
2.9
7888
31.71
0.32
0.00
0.00
0.03
0.30
88
2.7
8498
31.76
0.43
0.00
0.00
0.03
0.41
92
2.6
9054
31.81
0.54
0.00
0.00
0.03
0.51
96
2.4
9548
31.85
0.64
0.00
0.00
0.03
0.51
100
2.3
9976
31.88
0.73
0.00
0.00
0.03
0.70
104
2.1
10344
31.91
0.81
0.00
0.00
0.03
0.78
108
2.0
10655
31.93
0.88
0.00
0.00
0.03
0.85
112
1.8
10916
31.95
0.94
0.00
0.00
0.03
0.91
116
1.7
11130
31.97
0.99
0.00
0.00
0.03
0.96
G:W0BS12014114004-VAML Phase 2A1Ca1cs114004 routing25y24hr_Lots 84-86

8/27/2014 VAML Phase 2A 14004
MLV Lots 84-86
Stormwater Pond Routing
25-year 24hr Storm
120
1.6
11302
31.98
1.03
0.00
0.00
0.03
1.00
124
1.5
11437
31.99
1.06
0.00
0.00
0.03
1.03
128
1.4
11539
32.00
1.09
0.00
0.00
0.03
1.06
132
1.3
11610
32.00
1.11
0.00
0.00
0.03
1.08
136
1.2
11655
32.01
1.12
0.00
0.00
0.03
1.09
140
1.1
11676
32.01
1.12
0.00
0.00
0.03
1.09
14A
1.0
11676
32.01
1.12
0.00
0.00
0.03
1.09
148
1.0
11658
32.01
1.12
0.00
0.00
0.03
1.09
152
0.9
11625
32.01
1.11
0.00
0.00
0.03
1.08
156
0.8
11577
32.00
1.10
0.00
0.00
0.03
1.07
160
0.8
11517
32.00
1.08
0.00
0.00
0.03
1.05
164
0.7
11448
31.99
1.07
0.00
0.00
0.03
1.04
168
0.7
11369
31.99
1.05
0.00
0.00
0.03
1.02
172
0.6
11283
31.98
1.03
0.00
0.00
0.03
1.00
176
0.6
11191
31.97
1.00
0.00
0.00
0.03
0.97
180
0.6
11093
31.97
0.98
0.00
0.00
0.03
0.95
184
0.5
10992
31.96
0.96
0.00
0.00
0.03
0.93
188
0.5
10887
31.95
0.93
0.00
0.00
0.03
0.90
192
0.5
10780
31.94
0.91
0.00
0.00
0.03
0.88
196
0.4
10670
31.93
0.88
0.00
0.00
0.03
0.85
200
0.4
10560
31.92
0.86
0.00
0.00
0.03
0.83
204
0.4
10448
31.92
0.83
0.00
0.00
0.03
0.80
208
0.3
10337
31.91
0.81
0.00
0.00
0.03
0.78
212
0.3
10225
31.90
0.78
0.00
0.00
0.03
0.75
216
0.3
10114
31.89
0.76
0.00
0.00
0.03
0.73
220
0.3
10003
31.88
0.73
0.00
0.00
0.03
0.71
224
0.3
9893
31.87
0.71
0.00
0.00
0.03
0.68
228
0.2
9785
31.86
0.69
0.00
0.00
0.03
0.66
232
0.2
9678
31.86
0.67
0.00
0.00
0.03
0.64
236
0.2
9572
31.85
0.64
0.00
0.00
0.03
0.62
240
0.2
9468
31.84
0.62
0.00
0.00
0.03
0.59
244
0.2
9366
31.83
0.60
0.00
0.00
0.03
0.57
248
0.2
9266
31.82
0.68
0.00
0.00
0.03
0.55
252
0.2
9167
31.82
0.56
0.00
0.00
0.03
0.53
256
0.1
9071
31.81
0.54
0.00
0.00
0.03
0.51
260
0.1
8977
31.80
0.52
0.00
0.00
0.03
0.50
264
0.1
8884
31.79
0.50
0.00
0.00
0.03
0.48
268
0.1
8794
31.79
0.49
0.00
0.00
0.03
0.46
272
0.1
8706
31.78
0.47
0.00
0.00
0.03
0.44
276
0.1
8620
31.77
0.45
0.00
0.00
0.03
0.43
280
0.1
8536
31.77
0.44
0.00
0.00
0.03
0.41
284
0.1
8454
31.76
0.42
0.00
0.00
0.03
0.40
288
0.1
8374
31.75
0.41
0.00
0.00
0.03
0.38
292
0.1
8296
31.75
0.40
0.00
0.00
0.03
0.37
296
0.1
8220
31.74
0.38
0.00
0.00
0.03
0.36
300
0.1
8146
31.74
0.37
0.00
0.00
0.03
0.34
304
0.1
8074
31.73
0.36
0.00
0.00
0.03
0.33
308
0.1
8004
31.72
0.34
0.00
0.00
0.03
0.32
312
0.1
7935
31.72
0.33
0.00
0.00
0.03
0.31
316
0.1
7869
31.11
0.32
0.00
0.00
0.03
0.30
320
0.0
7804
31.71
0.31
0.00
0.00
0.03
0.29
324
0.0
7741
31.70
0.30
0.00
0.00
0.03
0.27
328
0.0
7680
31.70
0.29
0.00
0.00
0.03
0.27
332
0.0
7621
31.69
0.28
0.00
0.00
0.03
0.26
336
0.0
7563
31.69
0.27
0.00
0.00
0.03
0.25
340
0.0
7506
31.68
0.26
0.00
0.00
0.02
0.24
344
0.0
7451
31.68
0.25
0.00
0.00
0.02
0.23
348
0.0
7398
31.68
0.25
0.00
0.00
0.02
0.22
352
0.0
7346
31.67
0.24
0.00
0.00
0.02
0.21
356
0.0
7296
31.67
0.23
0.00
0.00
0.02
0.21
360
0.0
7247
31.66
0.22
0.00
0.00
0.02
0.20
364
0.0
7199
31.66
0.22
0.00
0.00
0.02
0.19
368
0.0
7152
31.66
0.21
0.00
0.00
0.02
0.18
372
0.0
7107
31.65
0.20
0.00
0.00
0.02
0.18
376
0.0
7063
31.65
0.20
0.00
0.00
0.02
0.17
380
0.0
7021
31.65
0.19
0.00
0.00
0.02
0.17
384
0.0
6979
31.64
0.18
0.00
0.00
0.02
0.16
388
0.0
6938
31.64
0.18
0.00
0.00
0.02
0.15
392
0.0
6899
31.64
0.17
0.00
0.00
0.02
0.15
396
0.0
6861
31.63
0.17
0.00
0.00
0.02
0.14
400
0.0
6823
31.63
0.16
0.00
0.00
0.02
0.14
404
0.0
6787
31.63
0.16
0.00
0.00
0.02
0.13
408
0.0
6752
31.62
0.15
0.00
0.00
0.02
0.13
G:WOBS12014114004-VAML Phase 2A1Calcs114004 routing25y(24hr Lots 84-86

From: Johnson, Kelly
Sent: Friday, September 05, 2014 2:05 PM
To: 'Monica Valsi'
Subject: The Village at Mott's Landing
Monica,
I have been going through this today. I have a couple of questions for you:
1.) Supplements: Please fill out all of the data and re -submit the form. For instance we are missing the discharge
rate through the orifice and the pre -development 1yr24hr rate. There may be other data missing. Also, I think
that there are some typos between the supplement and the calculations. For instance, in DA2 the PP volume is
21,154+5,226=26,380, but the supplement says 26,448. There are several similar items.
2.) Drawdown Rate: Are you drawing down the provided volume rather than the required volume? If so, please
make the necessary adjustments to the package using the required volume to size the orifice.
I know that it is late on a Friday afternoon. But, since this is the 3rd round I am technically supposed to return the
project. I talked to Georgette and she approved a 3`d add -info if we can get this done quickly. I would much rather get
this out than return it and start over (and I am sure you would, too!) Can this be done within the next few week?
Thanks,
KJ
f-,'6L[�Jokwsov,
Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7331
Fax: [phone]

,)DIL:5 OR -
Johnson, Kelly
From: Johnson, Kelly
Sent: Friday, September 05, 201410:41 AM
To: 'Edward. [e-mail]'
Subject: Village at Mott's Landing
Edward,
I got the engineer's re -design in, and I want to check the revised SHWT elevations with you. I know they went "up", but
how far up did they go? Does this seem reasonable to you? She changed from infil basins to wet ponds as expected, but
for wet ponds she has to set her permanent pool (the part of the pond that always has water even when it hasn't rained)
within 6" of the SHWT. Pond 1 went up 4ft. So, I just wanted to check.... (I tried to find you at your desk, but you were
out..)
Pond 1 (Biggest/Eastern):
SHWT Originally: 29.Omsl
SHWT Now: 33.Omsl
Pond 2 (Smallest/Western):
SHWT Originally: 29.Omsl
SHWT Now: 31.Omsl
Thanks,
KJ
K.CU oY vksow
Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7331
Fax: [phone]

R FrS
Soils Engineering and Testing Services
Tipp Engineering, P.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Attention: Mr. Phil Tripp, F.E.
April 10, 2013
f #.
I�
JUN 0 5 201
e e:__ ar
Reference: Infiltration Testing and Seasonal High Watertable Estimates
Stormwater Systems
The Village at Mott's Landing Phase II
Wilmington, North Carolina
RFTS Job No. 901-13
Dear Mr. Tripp:
C NcA 1.)
® Ejol ILI ; Q 501C_
51T(-- Vl5 t 7
1, (-f-MtN60 —FW 7
6ft-jl 'WtL-L MC9
kc,.1( j)k7) A-1 & —TA Ft
RFTS is pleased to provide testing services during the design phase of the Village at Mott's
Landing residential development located off River Road in Wilmington, North Carolina. Specific
site grading plans had not been provided to us at the time this report was prepared.
DESCRIPTION OF ACTIVITIES AND FINDINGS dq 1611L(: �� �O �dw►+� t)
6-00" ( NCM (L), 5 NO (An)
-*A7! 45 GPWA V 3 3, Fb" � : 31)
As requested, our staff visited the site during the period of March 19, 2014, through April 4, 2014,
to perform infiltration testing and estimate the seasonal high watertable at 4 locations identified by vK'
you. The purpose of this testing was to provide soil parameters for stormwater infiltration design.
Seasonal High Watertable Estimate
Hand auger borings were advanced at two locations to depths ranging from approximately 3 to 10
feet below the existing ground surface in areas proposed by the civil designer for infiltration
structures. The encountered soils were logged and visually classified by depth and a Munsell Soil
Color Chart was used to determine the hue, value, and chroma of the visually distinct soil layers.
Our soil logs are presented in Table 1.
Locations 1 D. 6 7 and 8
Soils encountered in these borings consisted entirely of interbedded clean fine sands with distinct
zones of soil cementation in the profiles of test locations 1 D and 6. Based on our experience with
similar soils and comparisons of the soil coloration to the Munsell Chart, it is our opinion that
seasonal high water table level at these locations occurs approximately 37 inches at location 1D,
13 inches at location 6, 20 inches at locatiorx 7; and 36 inches at location 8. All depths are
referenced from the existing ground surface at the time of our testing. Measurements made 30
minutes after augering indicate depths to standing water in the boreholes of 48 inches at location
1D, 28 inches at location 6, 32 inches at location 7, and 47 inches at location 8. Again, all depths
3U5 SA Carolira Beach Ave N Committed to Responsive Service Of':c<.: 910-458•SGi 7
Carolina Be,:cn Norfh Carr. ..c 2EI28 1t,tO1(,.rftSP11t.c0m Fax: 910.45:;-57,E

Tripp Engineering, P.C. April 10, 2014
RFTS Job No. 901-13 Page Two
are referenced from the existing ground surface at the time of our testing. Additional details of the
soil classifications for these locations are presented as Table 1.
Infiltration Testina
Infiltration testing was performed using a model 2800 Guelph Permeameter which is a
constant -head device which operates on the Mariotte siphon principle and is referenced in ASTM
D-5126. The permeameter is used to determine field saturated hydraulic conductivity in
centimeters per second for soil at a specified depth. This testing involves advancing a borehole to
the desired infiltration depth and introducing water at a constant head to determine the steady state
flow rate from which the hydraulic conductivity can be calculated. The rates obtained during our
testing ranges from 10.3 to 17.3 inches per hour. The results of our permeameter testing are
presented in. Table 2.
RECOMMENDATIONS
Based on the results of our .field testing and soil classifications at the test location, we offer the
following recommendations for stormwater infiltration design:
At the test locations 1D and 8 it is our opinion that in order to achieve the steady state flow rate
obtained during our testing; the areas of infiltration galleries or other infiltration structure should
introduce stormwater at approximately 12 and 13 inches below the existing ground surface
elevation, respectively. For purposes of sizing the structures we recommend ultimate application
rates of 4.6 and 20.5 inches per hour, respectively. No infiltration testing was performed at
locations 6 and 7 due to shallow season high water elevations. These recommendations should be
reviewed by appropriate regulatory authorities before finalizing the details of any civil design.
CLOSURE
Please find attached our field data and a sketch showing the approximate test locations. If you
have any questions after reviewing this letter, please do not hesitate to contact us at your
convenience.
Sincerely,
TS, PLLC
David L. Winstead.
Field Operations Manager
DLW:SDK/dhv
Attachments
i.d-_t41
a s 7C33 r
08-15 tits.
Steven D- Kelly'
b.
Senior Engineer
NC Registrationio"17638

Table 1
Munsell Soil Classifications
The Village at Mott's Landing Phase Il
Wilmington, North Carolina
RFTS Job No. 901-13
Loc
ID
Soil Description
Topsoil
Hue
_
Value
Chroma
Depth
(in.)
0-4
Comments
Very dark Gray fine to medium
SAND
1.0YR
3
1
4-13
fine medium SAND
I OYR
4
3
13-18
n fine to medium SAND
10YR
5
3
18_28
tBrown
Brownish Gray fine to
SAND
1 OYR
6
2m
eryDark Brown fine to medium
SAND, trace of Silt
7.5YR
2.5
2
37-70
SHWT@37"
H2O(a�48"
6
Topsoil
_
_
_
0-8
Brown fine to medium SAND
10YR
5
3
8-13
Very Dark Brown fine to medium
SAND, trace of Silt
Dark Yellowish Brown fne to
medium SAND
2.5YR
10YR
2.5
3
1
6
13-17
1.7-30
Cemented/
SHWT,
H2O@28"
Dark brown fine to medium
SAND SAND
7.5YR
3
-3-
-
-
0-7
fineto medium SAND
1 OYR
5
3
7-15
Ml-
ellowish Brown fine to
m SAND
1 OYR
4
4
15-20
ark Brown into medium
SAND
2.5YR
2.5
1
20-25
SHWT
Dark Yellowish Brown fine to
medium SAND
1 OYR
3
6
25-36
H2O@32"
Dark Yellowish Brown fine to
medium SAND
1 OYR
4
4
36-40
8
Topsoil
Light Olive Brown fine to
medium SAND
-
2.5Y
5
6
0-10
10-1.6
Light Yellowish Brown fine to
medium medium SAND
2.5Y I
6
4
-6
Pale Yellow fine to medium
SAND
2.5Y
7
3
36-44
SHWT
White fine to medium SAND
2.5Y
8
I
44-60
H2O(a�47"

Table 2
Guelph Permeameter Test Results
The Village at Mott's Landing Phase II
Wilmington, North Carolina
RFTS Job No. 901-13
Location
ID
8
Depth (in.)
13
12
Hl (cm)
5
5
Ri cm/min)
4.2
5.4
Rps cm/sec
0.07
0.09
H2 (cm)
10
10
R2 (cm/min)
6.9
11.0
R2S (cm/sec)
0.115
0.183
Kfs (cm/sec)
3.29x1.0--'
1.44x10-
K& (in/hr)
4.6
20.5
Definition of Terms
R1_2 — Established 3 or more constant rate of water level change (cm/min)
RiS. 2S — Calculated steady state flow rates (cm/sec)
Hi,2 — Maintained Head of H2O (cm)
Kf, — Calculated field saturated hydraulic conductivity (cm/sec)
(D. — Matric flux potential (cm/sec)
a — Alpha parameter
Depth — Depth of well hole (in.)
Location — Test location identification number
Note: Diameter of well is 3.0 cm.

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TRIPP ENGINEERING, P.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Phone: [phone] • FAX: [phone]
August 29, 2014
NCDENR
Division of Energy, Mineral and Land Resources
127 Cardinal Drive
Wilmington, NC 28405-3845
Attn: Ms. Kelly Johnson
Re: Village at Motts Landing Phase 2A
Stormwater Project No. SW8140605
TE 14004
Dear Kelly:
In response to your request for additional information dated August 5, 2014, we offer the
following:
1. We are proposing to bypass the offsite drainage area through an adequately sized swale and closed
pipe conduit system.
2. As a result of a field investigation of the seasonal high water table (SHWT) conducted by Edward
Stephens, soil scientist with NCDACS, on Friday, A»gust 15, 2014; infiltration is not suitable for the
site. It was determined that the SHWT is less than 24 inches. Two (2) wet detention basins have
been designed for the site.
I Bearings and distances delineating the entire project area to be permitted are provided. There are no
"open" decking areas proposed within the building footprint.
4. Full sets of revised calculations and plans are enclosed.
Please review for approval and contact us with any questions, comments or if you need additional
information. Thank you.
Sincerely,
Tripp Engineering, P.C.
Monica Valsi, E.Y.
MLV:dcb
Enc.
nECE1VED
' I AUG 2 9 2014
BY:

08/29/14
Stormwater & Erosion Control Narrative
The Village at Motts Landing Phase 2A
New Hanover County, NC
TE 14004
The Village at Motts Landing (VAML) Phase 2A is a 12-unit residential duplex site in New Hanover
County, Parcel ID# R07600-006-001-000 and R07600-006-181-000, owned by Arnold L. and
Florence S. Sobol and contains approximately 4.0 acres. The project area is approximately 4.8 acres
located between Sanders Road and Motts Village Road. Wetlands exist on the site.
VAML Phase 2A is proposing to construct six (6) residential duplexes for a total of twelve (12) units,
utility services, and two (2) wet detention basins.
The site has two (2) drainage areas. Drainage Area 1 (Lots 75-83) is approximately 2.63 acres. The
total impervious area for DA I is 0.86 acres. Drainage Area 2 (Lots 84-86) is approximately 0.94
acres. The total impervious area for DA 2 is 0.28 acres. The offsite drainage area consisting of 4.41
acres will bypass the two (2) drainage areas with an adequately sized swale and closed pipe conduit
system.
The project will be treated by erosion control measures such as drop inlets with inlet protection,
grassed conveyance swales, temporary silt fence, and two sediment basins. Two (2) wet detention
basins provides sufficient storm water management to meet the State's 1.5" requirement and
alternately sized for the 2-, 10-, and 25-yr storm events and analyzed for the 100-yr storm event. An
emergency spillway has been designed for the 100-year storm assuming the principal spillway is
obstructed or not operating properly.
ECEI'' E
AUG 2 9 20%
BY:

NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
August 5, 2014
Dr Amold Sobol, Manager
Aftew Properties, LLC
2020 S. Churchill Dr.
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8140605
The Village at Motts Landing Phase 2A
New Hanover County
Dear Mr. Sobol:
John E. Skvada, III
Secretary
The Wilmington Regional Office received and accepted a State Stormwater Management Permit Application for The
Village at Motts Landing Phase 2A on June 5, 2014. A request for additional information was mailed on July 1, 2014 and a
response was received on August 1, 2014. A preliminary in-depth review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
Offsite Drainage Area: I see that the offsite drainage area in Drainage Area 3 has been removed from the original
desiggn, and that that area is now included in Drainage Area 1. Offsite area that the permittee does not
own/control has to either be considered at full build out (100% impervious or the maximum percentage allowed by
local requirements) or routed around such that the ofisite area doesn't drain to the BMPs. How has the offsite
impervious area in DA1(9,000sf) been determined?
2. Soils:
a. Soil Boring: It appears from the soil borings map that the two infiltration basins (which are adjacent) are
designed based on data from Boring 1 D which has a SHWr at 37" below grade. From other data
submitted I see that the SHWr elevation is at 29.0ms1 and that the bottom of the basin is set at 31.0ms1.
Please verify that the existing grade where the boring was done is-32.Omsl. (Please see Section VI #9
of the application.)
b. Infiltration Rath: The KFs at Boring 1 D is 4.61n/hr. From the narrative I see that the basins are intended
to be designed to provide 2.5 times the required volume using an infiltration rate of one-half of the rate
reported in the soils report (Option #3 on page 16-9 of the BMP Manual). Please verify that half of the
rate is used in the drawdown calculations. It appears that the full rate was used for at least one of the
basins.
Infiltration Site Visit: I understand that you are in the process of contacting Edward Stephens to conduct
the infiltration site visit which is needed for permitting. Please complete the site visit prior to your
resubmittal so that that data can be included in the review.
3. Plans:
a. Bearing and Distance Lines: Please show bearing and distance lines delineating the entire project area
to be permitted.
Typical Building Footprint: Please show areas that are intended to be decking (pervious) areas of the
building footprints.
Division of Energy, Mineral, and Land Resources
Land Quality Section -Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 - [phone] / Fax: [phone]

Dr. Sobol
August 5, 2014
Latest Documents:
a. Calculations: In order to make sure we keep all of the applicable calculations on file once this design i
permitted, please let me know if the calculations that are submitted in your upcoming resubmittal are a
full set of calculations of if any portions of the calculations received on June 5th or August 1 st need to
remain on file. I will discard the calculations that are no longer needed.
b. Plans: Similarly, please let me know which sheets and revisions will constitute a full set of plans for
permitting.
Please remember that a change to one number may have a domino effect on other numbers. Please check all plans,
calculations and forms to ensure that the numbers are consistent throughout.
Please note that this request for additional information is in response to a preliminary review. The requested information
should be received in this Office prior to September 5, 2014, or the application will be returned as incomplete. The return
of a project will necessitate resubmission of all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a time extension to the
Division at the address and fax number at the bottom of this letter. The request must indicate the date by which you expect
to submit the required information. The Division is allowed 90 days from the receipt of a completed application to issue the
permit.
The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation Erosion
Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents that need to be
revised have been sent to the engineer or agent. All original documents must be returned or new originals must be
provided. Copies are not acceptable. If you have any questions concerning this matter please feel free to call me at (910)
796-7215 or email me at [e-mail].
SincerAly,
ly Joh on
En ' entaI Engineer
GDS/kpj: G:IWQ1Shared\Stormwater\Permits & Projects120141140605 HD12014 08 addinfo 140605
cc: Phil Tripp, PE
Wilmington Regional Office Stormwater File
Page 2 of 2

TRIPP ENGINEERING, F.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Phone: [phone] • FAX: [phone]
August 1, 2014
NCDENR
Division of Energy, Mineral and Land Resources
127 Cardinal Drive
Wilmington, NC 28405-3845
Attn: Ms. Kelly Johnson
Re: Village at Motts Landing Phase 2A
Stormwater Project No. SW8140605
TE 14004
Dear Kelly:
In response to your request for additional information dated July 1, 2014, we offer the following:
L The simple method has been used to determine the design storm, 1.5", volume calculations. Revised
calculations and Infiltration Basin supplements for drainage areas 1 and 2 are provided.
2. DA 3 has been removed. Offsite drainage area has been included in DA 1. A revised narrative is
provided.
3. We are in the process of requesting an Infiltration System Investigation with Edward Stephens.
4. Acknowledged.
Please review for approval and contact us with any questions, comments or if you need additional
information. Thank you.
Sincerely,
Tripp Engineering, P.C.
ZM4 C4 V 4A�
Monica Valsi, E.I.
MLV:dcb
Enc.
ECENED
ll VIA
sv:�

NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
July 1, 2014
Mr Amold Sobol, Manager
Aftew Properties, LLC
2020 S. Churchill Dr.
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8140605
The Village at Motts Landing Phase 2A
New Hanover County
Dear Mr. Sobol:
John E. Skvarla, III
Secretary
The Wilmington Regional Office received and accepted a State Stormwater Management Permit Application for The
Village at Motts Landing Phase 2A on June 5, 2014. A preliminary in-depth review of that information has determined that
the application is not complete. The following information is needed to continue the stormwater review:
1. Volume Determination: The TR-55 Discrete Curve Number Method for determining volume
(http://www.cpesc.org/refemnce/tr55.pdf) allows for compositing pervious areas' curve numbers with unconnected
impervious areas when the total impervious area is less than 30% impervious. This project has two drainage
areas that are 26.33% (Basin #1) and 33.86% (Basin #2), respectively. A discussion of each basin is provided
below. Additional information on the TR-55 Discrete Method is also available on page 3-9 of the BMP Manual.
Additional information about disconnected surfaces is available on our website,
http://DortEil.ncdenr.omtweb/INbma-manual, under Draft Chapter 24:
a. Basin #1: Since this basin's drainage area is below 30%, you have the option to corn site the
disconnected impervious area's curve number with the pervious area's curve number.
i. Compositing Curve Numbers: The first subcatchment, the connected impervious area, will be
calculated at CN=98. The second subcatchment will be a composite of the disconnected
impervious area (CN=98) with the pervious area(s) [CN(s)=a lower value]. If you composite
disconnected impervious area, please provide a summary in your resubmittal as to how the
disconnected impervious area meets the disconnected surfaces requirements in Draft Chapter
24.
ii. Not Compositing Curve Numbers: You do not have to composite the disconnected curve
number with the pervious curve numbers). You have the option to treat all impervious area as
connected (CN=98) as one subcatchment and have the second subcatchment made up of
pervious area (CN=a lower value).
b. Basin #2: Since this basin's drainage area is above 30%, its subcatchments are set up without
compositing the disconnected impervious area's curve number with the pervious area's curve number as
discussed above.
General:
i. Composite CNs are area -weighted per the square footage of area in each subcatchment. For
all curve numbers, please show all cemposited CN values as well as the hydrologic soil group
(A, B, C, or D) since that data affects CN selection.
ii. Please calculate the difference in the pre -development volume (a sum of the pre -development
volumes from both subcatchments) and the post -development volume (a sum of the post -
development volumes from both subcatchments). The difference in the pre and post volumes is
the required treatment volume. The drainage areas can change as you have proposed, but
please ensure that the sum of the 'pre" drainage areas equals the sum of the'posC drainage
areas.
Division of Energy, Mineral, and Land Resources
Land Quality Section - Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 - [phone] / Fax: [phone]

Mr. Sobol
July 1, 2014
iii. You have used a design storm of 3.8inches. Since this is project is not subject to SA, you can
use the No storm value as shown in the "Voluntary Options to Use the SCS Method" on our
website, .. .. — __-__u_AIAA enf%0--L:-I-IA-4n')n'JA44
The value for Wilmington is 1.141n.
d. Simple Method: Please note that the TR-55 Discrete Method is only an option. It is currently still at
public comment, and the Simple Method can still be used.
2. Offsite Drainage Area: The narrative refers to an offsite drainage area as drainage area 3. It appears that this
drainage area contains existing homes. Please show this drainage area in the table on page 3 of the application.
Please also provide a discussion in your resubmittal as to why the impervious area in drainage area 3 is not
treated.
3. Infiltration Site Visit: Vince Lewis retired a few months ago, but we have a new Soil Scientist who has resumed
his site visit responsibilities for infiltration projects. Please contact Edward Stephens at 910.796.7215 or
[e-mail] to set up a site visit to verify the SHWT elevations for the two basins.
4. Plans and Infiltration Basin Design: I have not reviewed the plans or the infiltration basin's design because the
treatment volume will likely change based on my volume estimates. I will review the infiltration basin's design on
the next submittal.
Please remember that a change to one number may have a domino effect on other numbers. Please check all plans,
calculations and forms to ensure that the numbers are consistent throughout.
Please note that this request for additional information is in response to a preliminary review. The requested information
should be received in this Office prior to August 1, 2014, or the application will be returned as incomplete. The return of a
project will necessitate resubmission of all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a time extension to the
Division at the address and fax number at the bottom of this letter. The request must indicate the date by which you expect
to submit the required information. The Division is allowed 90 days from the receipt of a completed application to issue the
permit.
The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation Erosion
Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents that need to be
revised have been sent to the engineer or agent. All original documents must be returned or new originals must be
provided. Copies are not acceptable. If you have any questions concerning this matter please feel free to call me at (910)
796-7215 or email me at [e-mail].
Sin ly,
Celly J n on
nvi mental Engineer
GDSlkpj: G:IWQIShared\Stormwater\Permits & Projects120141140605 HD12014 07 addinfo 140605
cc: Phil Tripp, PE
Wilmington Regional Office Stormwater File
Page 2 of 2

Casmer, Jo
From: Casmer, Jo
Sent: Wednesday, June 18, 2014 9:24 AM
To: '[e-mail]'; 'Tripp Engineering
Subject: The Village at Motts Landing Phase 2A
The Wilmington Regional Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section) received the
Stormwater Permit Application and $505.00 fee on June 5, 2014. Your project will be assigned to a staff member and you
will be notified if additional information is needed. Please be advised that the construction of built -upon area may not
commence until the Stormwater Permit is issued.
jo Casmer
Administrative Assistant for DEMLR/Stormwater Section
NC Department of Environment & Natural Resources
Division of Environmental Assistance & Customer Service
127 Cardinal Drive Extension
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
Email com-sponeience to and from this address may be subject to the North Carolina Public Records Law and may be disdosed to third
parties

Project Name:
Project Location:
d / ( OJ-
A-
mpttel' A'+ . � ,� `
Received Date: ,, z-a
Accepted Date: r
Rule(s) ®loos Coastal
®1995 Coastal ®Phase II (WIRO) ®Universal 1-11988 Coastal
Type of Permi . Ne 1 or
or PR
Existing Permit # (Mod or PR):
�PE Cert on File?
Density; - HD- :..or...:.-.:..LO-
%: _](% OK?)
Subdivided?: Subdivision
:Type:.:--Com.me.rciaJ:�—o r.._.__Resid.ential.,__-..
Stream Class: ®SA Map
or Single Lot IMORW Map
-_._
_
�1CG.�_:....__.
E]Offsite
to SW8
MExempt
Paperwor Emailed Engineer on:
up ement(s) (1 original per BMP) BMP Type(s):
with correct/original signatures (1 original per BMP except LS/VFS and swales) (g
Application withcorrect/original si natures ®ed
orp or LLC: Sig. Auth. r SoS or letter nKaii—I�Address: Design Engineer
® 05 (within 6mo) [3fmail Address: Owner
of eport with SHWT mote to Reviewer: IS
alculations (signed/sealed) J�� ���� 1�� ►µ-�-� # `'d"
®No obvious errors
P�
Density includes common areas, etc
Restrictions, if subdivided:
& Notarized
Plans
Sets etails (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
rading etlands: Delineated or No Wetlands
if inity Map rilf6yout (proposed BUA dimensions)
Legend ®Maps ElProject Boundaries
tration
Wet Pond
Mite
oils Report
®Soils Report
EDPE Cert for Master Lot #:
SHWT:
SHWT:
®Deed Rest for Master ®Lot # Matches Master
Bottom:
PP:
BUA Permitted (Master): sf
Visited:
BUA Proposed (Offsite): sf
Additional information:
Permitted Proposed: Proposed: Proposed:
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)

TRIPP ENGINEERING P.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Phone: [phone] • FAX: [phone]
June 5, 2014
NCDENR
Division of Energy, Mineral and Land Resources
127 Cardinal Drive
Wilmington, NC 28405-3845
Attn: Ms. Kelly Johnson
Re: Village at Motts Landing Phase 2A
TE 14004
Dear Kelly:
F-CEI
JUN 0 5 2014
We are requesting a high density stormwater permit for the Village at Motts
Landing Phase 2A. Enclosed please find the following items for review:
• 2 sets of plans
• $505 check
• Narrative
• Stormwater application — one original and one copy
• Infiltration Basin Supplements
• Operation and Maintenance Agreement
• Deed Restrictions
• Calculations
• USGS map
• Soils Reports
• Copy of the Deed
Please review for approval and contact us with any questions, comments or if
you need additional information. Thank you.
Sincerely,
Tripp Engineering, P.C.
Vl• '• 4uk. Y r
Monica Valsi E.I.
MLV:dcb
Enc.
JUN

SWe l 4cXebS
�� INYNflNIIINIYIflNII�flIIIIIINIIINIINYINNIIII
2014008957
FOR REGISTRATION REGISTER OF DEEDS
TA_THEUSCH BEASLEY
NEW HRNOVER COUNTY, NC
2014 APR 14 03 42 53 PM
BK 5808 PG 699-702 FEE S26 00
K REV STAMP $798 00
I6iRI EE 110OW
NO TITLE SEARCH HAS BEEN REQUESTED OR PERFORMED IN THE PREPARATION OF THIS
INSTRUMENT. THE PROPERTY IS NOT THE PRIMARY RESIDENCE OF THE GRANTORS
(Excise Tax) $798 00
Recording time, Book and Page
Tax Parcel No. R07600-006-001-000 & R07600-006-181-000
17
E
Prepared By: James A MacDonald, Attorney Ir
Return To: The MacDonald Law Firm PLLC J U N 0 5 20%
1508 Military Cutoff Road, Suite 102
Wilmington, North Carolina 28402 li
BY:
Grantors: Grantee:
Arnold L & Florence S Sobol AFTEW Properties, LLC
2020 S. Churchill Drive 2020 S Churchill Drive
Wilmington, NC 28403 Wilmington, NC 28403
****************************************************************************
STATE OF NORTH CAROLINA
WARRANTY DEED
COUNTY OF NEW HANOVER
THIS DEED, made this A-!n day of April, 2014, by and between ARNOLD L. SOBOL
and wife, FLORENCE S. SOBOL, Grantors, and AFTEW PROPERTIES, LLC, a North
Carolina limited liability company, Grantee. The designation Grantors and Grantee as used herein
shall include said parties, their heirs, successors, and assigns, and shall include singular, plural,
masculine, fenimme or neuter as required by context
WITNESSETH
THAT the Grantors, for a valuable consideration paid by the Grantee, the receipt of which
is hereby acknowledged, has granted, bargained, sold and conveyed and by these presents do hereby
grant, bargain. sell and convey unto the said Grantee, its successor and assigns, in fee simple, all that
certain lot or parcel of land situated in the County of New Hanover, and State of North Carolina, and
more particularly described as follows
SEE EXHIBIT "A" ATTACHED HERETO AND INCORPORATED AS IF FULLY
SET FORTH HEREIN.
Together with all and singular the tenements: hereditaments and appurtenance the-reunto
belonging, or in anywise appertaining
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and
appurtenances thereto belonging to the Grantee in fee simple
And the Grantors covenants with the Grantee that Grantors are seized of the premises in fee

simple and have the right to convey the same in fee simple, that title is marketable and free and clear
of all encumbrances, except unpaid ad valorem taxes not currently due, any easements or restrictions
of record applicable to the property, any governmental or ordinances or budding codes applicable
to the property, if any, and that Grantors will WARRANT and DEFEND the title against the lawful
claims of all persons whomsoever except for exceptions herem stated
IN WITNESS WHEREOF, the Grantors have hereunto set their hands and seals, the day and
year first above written
__Aq— (SEAL)
ARNOLD L SOBOL
qMM4z_dA_4'0 (SEAL)
FLORENCE S SOBOL
STATE OF NORTH CAROLINA
COUNTY OF IV'( IJ 14", e ✓t r
I, Mn 1, 1 1,, , vA , I „e r , a Notary Public in and for the State and County
aforesaid, do hereby certify that Arnold L Sobol and wife, Florence S Sobol, personally appeared
before me this date, and acknowledged the due execution of the foregoing instrument
WITNESS my hand and Notarial Seal, this the q day of April, 2014
My Commission Expires•
try- 3 1.1
(SEAL)
N W G q
9,L
OT
�" Rq1- �?
AUD00 4?
�
OVER Claq, `��
"'JI111110
' max ra Z AW"'L,
tl Notary Public

EXHIBIT "A"
DESCRIPTION FOR TRACT 1R
1.11141 ACRES +/-
BEGINNING at the intersection of the Southwest comer of Tract 1 of the Sanders Division, as
recorded in Map Book 44 at Page 232 of the New Hanover County Registry, and the Northern right
of way of S R #1187 (100 foot right of way- Sanders Road) running thence from said begummg
with the Northern right of way of S R #1187 North 84 degrees 02 minutes 03 seconds East 200 0
feet to a point, running thence North 5 degrees 46 minutes 06 seconds West 24126 feet to a point,
running thence South 84 degrees 11 minutes 06 seconds West 20134 feet to the Northwest comer
of the aforementioned Tract 1, running thence with the Western line of Tract 1 South 5 degrees 49
minutes 41 seconds East 120 08 feet to a existing concrete monument. running thence with the
Western line of Tract 1 South 6 degrees 20 minutes 20 seconds East 12171 feet to the POINT OF
BEGINNING Contammg 11141 acres more or less and being all of Tract 1 and a portion of Tract
2 of the Sanders Division as recorded in Map Book 44 at Page 232 of the New Hanover County
Registry Subject to a 20 foot utility easement along the Northern right of way of S R #1187
(Sanders Road)
DESCRIPTION FOR TRACT 2R
2.9782 ACRES+/ -
BEGINNING at the intersection of the Southeast comer of Tract 2 of the Sanders Division, as
recorded in Map Book 44 at Page 232 of the New Hanover County Registry, and the Northern right
of way of S R #1187 (100 foot right of way- Sanders Road), running thence from said beginning
with the Northern right of way of S R #1187 South 84 degrees 02 minutes 03 seconds West 533 35
feet to a point; running thence North 5 degrees 46 minutes 06 seconds West 24126 feet to a point,
running thence North 84 degrees 11 minutes 06 seconds West 24126 feet to a point, running thence
North 84 degrees 11 minutes 06 seconds East 26131 feet to a existing concrete monument, running
thence North 81 degrees 58 minutes 48 seconds East 272 25 feet to the Northeast corner of Tract 2
Sanders Division, running thence with the Eastern line of Tract 2 South 5 degrees 46 minutes 06
seconds East 250.34 feet to the POINT OF BEGINNING. Containing 2 9782 acres more or less and
being a portion of Tract 2 of the Sanders Division as recorded in Map Book 44 at Page 232 of the
New Hanover County Registry Subject to a 20 foot utility casement along the Northern tight of way
of S R #1187 (Sanders Road)
The above tracts are further described on a survey prepared by Lignell W Hood III dated January
28, 2005, entitled "Recombination Tract 1 and Tract 2, Sanders Division, as recorded in Map Book
44 at Page 232 of the New Hanover County Registry for Brad Dunker", reference to which is made
for a more particular description

8
TAMMY THEUSCH BEASLEY
REGISTER OF DEEDS, NEW HANOVER
216 NORTH SECOND STREET
WILMINGTON, NC 28401
Rfttffttf tRtftMtRthlttfffRRRRRfRRfttlfftPllfl4#tfltlyAMlkA#}#}A3#}i#ftp#Q}#####q#}p4CCt#}q}y.y#}}4f###}#i#####i#}##}######}!######
Filed For Registration 04114/2014 03:42:63 PM
Book* RE 5808 Page 699-702
Document No. 2014006957
4 PGS $26.00
NC REAL ESTATE EXCISE TAX $798.00
Recorder: CRESWELL, ANDREA
State of North Carolina, County of New Hanover
PLEASE RETAIN YELLOW TRAILER PAGE WITH ORIGINAL DOCUMENT.
*2014008957*
2014008957

CA201310004723
LIMITED LIABILITY COMPANY ANNUAL IU
p6yl-b
NAME OF LIMITED LIABILITY COMPANY: Aftew Properties, LLC
SECRETARY OF STATE ID NUMBER: 0637949 STATE OF FORMATION: NC
REPORT FOR THE YEAR: 2013
SECTION A: REGISTERED AGENT'S INFORMATION
1. NAME OF REGISTERED AGENT: ARNOLD SOBOL
2. SIGNATURE OF THE NEW REGISTERED AGENT:
3. REGISTERED OFFICE STREET ADDRESS & COUNTY
2020 South Churchill Drive
SOSID: 0637949
Date Filed: 4/10/2013 11:51:00 AM
Elaine F. Marshall
North Carolina Secretary of State
Changes
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
4. REGISTERED OFFICE MAILING ADDRESS
2020 South Churchill Drive
Wilmington, NC 28403 New Hanover Wilmington, NC 28403
SECTION B: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Real Estate.
2. PRINCIPAL OFFICE PHONE NUMBER: [phone] 3. PRINCIPAL OFFICE EMAIL:
4. PRINCIPAL OFFICE STREET ADDRESS & COUNTY 5. PRINCIPAL OFFICE MAILING ADDRESS
2020 South Churchill Drive 2020 South Churchill Drive
Wilmington, NC 28403 New Hanover Wilmington, NC 28403
SECTION C: MANAGERSIMIF-MBERNORGANIZERS (Enter additional Mlanagers/Membem/Organizem In Section E.)
NAME: Arnold L Sobol
NAME: Florence S Sobol
NAME:
TITLE: Manager TITLE: Manager TITLE:
ADDRESS:
2020 South Churchill Drive
Wilmington, NC 28403
ADDRESS:
2020 South Churchill Drive
Wilmington, NC 28403
ADDRESS:
SECTION D: CERTIFICATION OF ANNUAL DEPORT, Section D must be completed in its entirety by a person/business; entity.
, SA613
SI NATURE DATE
Fuiin must be signed by a Managerf Aamber flafied unaer Section C of this form.
Print or Type Name of ManagedMember TITLE
SUBMIT THIS ANNUAL REPORT NTH THE REQUIRED FILING FEE OF 820n
MAIL TO: Secretary of state, Corporations Division, Post otnos Box 2asss. Raleigh, NC 27626.0625

NEW HANOVER COUNTY
PLANNING & INSPECTIONS
DEPARTMENT
AGENCY CHECKLIST
4oW5, nW
�(�JN
Sam Burgess
Senior Planner
230 Government Center Dr, Suite 110
Wilmington, NC 28403
910-798-7441 phone
910-798-7053 fax
[e-mail]
www.nhcgov.com
Project Name: �t �g�,,5� n h Date: kL.. 1-01L4
Preliminary Plan (Conventional, <erforman High Density, EDZD)
• Engineering/ Jim Iannucci/Jason Clark
• Soil & Water Conservation District/ Dru Harrison
• Emergency Services/ Warren Lee
• Fire Services/ Ray Griswold / Tom Sosebee / Josh Smith nECEIVE
• E911/ Andy Whitley MAY 2 2 2014
• Environmental Health/ Cathy Timpy (only if plan proposes well or septic tank)
• Cape Fear Public Utility Authority/ Bernice Johnson / Kent Harrell By -
Additional Agencies:
• Corps of Engineers/ Emily Hughes
• School System/ Marion Brill / Eddie Anderson
• NCDOT/ Allen Hancock / Anthony Law / Ben Hughes
• MPO/ Bill McDow / Mike Kozlosky
• Division of Coastal Management/ Robb Mairs (plan sent if land is adjacent to coastal water)
• Linda Lewis
• City of Wilmington Development Services /Ron Satterfield / Jim Diepenbrock
,Minor Subdivisions are sent to the following agencies for additional comments.
• Engineering/ Jim Iannucci/Jason Clark
• Environmental Health/ Cathy Timpy
• CFPUA/ Bernice Johnson / Kent Harrell
_ Final subdivisions are sent to the following agencies for additional comments.
• Fire Services/ Ray Griswold / Tom Sosebee / Josh Smith
• Engineering/ Jim Iannucci/Jason Clark
• CFPUA/ Bernice Johnson / Kent Harrell
Upon receipt, please send yoear written comments on the attached site plan back to
Planning & Inspections and the applicant within (3) three weeks.
Sender Comments: ;�outi�..,j n�� og A
Updated 4/2014

NEW HANOVER COUNTY
PLANNING & INSPECTIONS
DEPARTMENT
PERFORMANCE RESIDENTIAL
DEVELOPMENT
230 Government Center Drive
Suite 110
Wilmington, NC 28403
910-798-7165 phone
910-798-7053 fax
vvvs.v.nhcgov.com
Name of Applicant or Owner
Date of Application
Arnold Sobol & Florence Sobol (Aftew Properties)
Address
City, State, Zip
2020 S. Churchill Drive
Wilmington, NC 28409
Email Address
Telephone Number of Owner
[e-mail]
910-762-2020
Name of Surveyor (if different than Owner)
Telephone Number of Surveyor (if different than Owner)
Sherwin D. Cribb Land Surveying
910-791-0080
Address of Surveyor (if different than Owner)
City, State, Zip
1144 Shipyard Blvd.
Wilmington, NC 28412
Email Address (if different than Owner)
Parcel ID Number
[e-mail]
R07600-006-001-000 and R07600-006-181-000
Location of Property
Square Feet/Acres on Plat
Motts Village Road (at Sanders Rd. & River Rd.)
4.8 qL
Project Name
Land Classification
The Village at Mott's Landing - Phase 2A
R-15
SUBMISSION REQUIREMENTS
The application will be regarded as incomplete until the following items are received by Planning & Zoning.
Your application must include a $300.00 fee and 15 folded maps of the proposed Performance Residential Development.
This fee should be payable to New Hanover County and must accompany this application. Applications for Performance
Residential Development are received and acted upon by the County's Technical Review Committee. Planning & Zoning
staff will send a copy to each appropriate agency. Written agency comments must be received three (3) weeks prior to
the meeting before being placed on the TRC agenda.
1. Streets - Written comments from the North Carolina Department of Transportation approving the design of all public
streets or a letter from the County Engineer approving the design of all private streets.
2. Water and Sewer- A letter from the appropriate State or local health agency approving the design of such systems and
commitment allocation to serve the project.
3. Drainage- The location of all marshes, watercourses, ditches, drainage channels, with proposed drainage and utility
easements water and sewer for the proposed subdivision.
4. A letter from the Soil Conservation Service indicating any acreage from Class IV soils on the property.
5. A letter from County Fire Services approving fire hydrant location and street design.
6. You are encouraged to arrange an informal conference with planning staff at least two (2) weeks prior to
submitting an application. By attending this conference, you will improve your chances of submitting a complete
and acceptable application. You should bring a rough sketch of your proposal to this conference. Planning & Zoning
staff will proceed to advise you of environmental problems, point out significant design problems, describe the required
improvements, and advise you regarding the required approvai letters for water and sewer. A checklist outlining these
requirements is available to help you through this process.
I ce that all information pral-
Signaturented in this application
- �"
4'
of Property Ownbr and/or Developer
is accurate to the best of my knowledge.
Arnold Sobol
Print Name
Page 1 of 1
PRD 05110

REVISIONS
Dafe I Description I By
3:1 SLOPE � 3:1 SLOPE
1 /4"/FT 1 4" FT
a
5' SIDEWALK 8" ABC STONE BASE
2% MAX SLOPE —1/2" 9.5A NCDOT ASPHALT PROPOSED
PROPOSED SEE DETAIL SAN. SEWER
WATER MAIN
TYPICAL 50' ROAD CROSS-SECTION_
NTS
Certificate of Disclosure: PRIVATE ROADS
I (we) the developers of VILLAGE AT MOTTS LANDING PHASE 2A
subdivision located in the unincorporated area of New Hanover
County understand that the roads in said subdivision are
designated private. I understand that ownership and maintenance of
the roads will be the responsibility of the developer until such time
that the developer designates the responsibility to the property
owners' association. Responsibilities must be accepted by the
homeowners association as specified in the homeowner covenants
for said subdivision. The private roads in said subdivision are to be
constructed in accordance with Section 52-4 of the New Hanover
County Subdivision Ordinance and all applicable County Codes which
includes the design, installation, inspection, and approval by a
recognized in the
State of
Engineer PE
licensed Professionaln
9 ( )
North Carolina prior to final plat approval for all or a portion of
the subdivision. If all or a portion of the road infrastructure
system within the subdivision is bonded through a surety,
Performance bond, or cash escrow, no bond shall be released until
all road construction improvements are complete and certified by
the Professional Engineer.
It shall be disclosed to the prospective buyer of a lot or lots
within the subdivision that road maintenance shall run through the
property owners association in perpetuity after acceptance from the
developer until such time that the roads are re —platted as
publically designated roads and taken over for maintenance through
the North Carolina Department of Transportation (NCDOT) or
appropriate governing authority.
Developer's Name
Date --------
Designer's Plan Certification:
"I hereby certify that this plan has been prepared in accordance with the latest New Hanover
County Ordinances and Storm Water Design Manual."
Signature:
Printed Name and Title: _Phillip G. Tripp, P.E.
Date:
Registration Number: 17374 SEAL
Property Owner Certification:
"I (We) hereby certify that I (we) am (are) the current owner of the property and that upon
receipt of "Authorization -To -Construct" any clearing, grading, construction or development,
will be performed in accordance with this plan and that the applicable ordinances and rules of
New Hanover County, the State of North Carolina and the Federal Government and its
agencies which are hereby made part of this plan. As the owner, I (we) accept full
responsibility for the construction and operation and maintenance of the proposed facilities. I
(We) will not attempt to transfer of this responsibility without the written authorization of
New Hanover County."
Signature:
Printed Name and Title:
Date:
NOTES:
1) PHASE 2A IS NOT LOCATED WITHIN 100—YR FLOOD ZONE.
2) CONSERVATION RESOURCES DO NOT EXIST WITHIN PHASE 2A.
3) TOPOGRAPHY AND TREE SURVEY COMPLETED BY SHERWIN CRIBB
LAND SURVEYING.
4) STREET LIGHTS TO BE INSTALLED
5) ALL IMPERVIOUS AREAS ARE TO DRAIN TO THE ENGINEERED
STORM DRAINAGE SYSTEM.
6) CONTRACTOR SHALL FIELD VERIFY SIZE, MATERIAL, INVERTS AND
LOCATION OF ALL EXISTING UTILITIES PRIOR TO INSTALLATION OF
PROPOSED CONNECTIONS.
7) 10'. UTILITY EASEMENT ALONG ALL STREET FRONTAGE.
8) THIS SECTION SHALL NOT BE A GATED COMMUNITY.
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14004