SW8030917_Historical File_20141028

Johnson, Kelly
From: Monica Valsi [[e-mail]]
Sent: Tuesday, October 28, 2014 8:07 AM
To: Johnson, Kelly
Subject: RE: SW8 030917, Village at Mott's Landing
Kelly,
I was out of the office yesterday. Yes, that is correct, the total on -site streets is 440,384 rather than 440,684.
Thanks,
M
From: Johnson, Kelly [mailto:[e-mail]]
Sent: Friday, October 24, 201412:41 PM
To: Monica Valsi
Subject: RE: SW8 030917, Village at Mott's Landing
Monica,
So, if I understand this correctly I should correct the table on the application to show that the total onsite streets is
440,384 rather than 440,684. 1 have been back -calculating the CO Swale data from the total, so if the total streets is 300
less that should fix things. I am pretty sure that that is the plan, but let's follow up next week just to be sure and then
we will get it out of here.
Thanks,
KJ
From: Monica Valsi [mailto:monica-trippenci(@ec.rr.com]
Sent: Thursday, October 23, 2014 11:42 AM
To: Johnson, Kelly
Subject: RE: SW8 030917, Village at Mott's Landing
Kelly,
Email is back up (for now). I'll be in the office until noon tomorrow, so if you get in before then please call. Otherwise,
regarding your RFAI #1.a., the onsite streets impervious area for the CO Swale should be 119,181 not 119,481.
Therefore; the total reported impervious area of 1,821,178 sf is correct. I've attached our impervious calculation table
for simplicity.
Thank you,
Monica
From: Johnson, Kelly [mailto:[e-mail]]
Sent: Thursday, October 23, 201411:07 AM
To: 'Monica Valsi'
Subject: FW: SW8 030917, Village at Mott's Landing
Monica,
Actually, I am going to be out for the rest of today and early tomorrow as well (unexpectedly). Maybe we can talk
tomorrow?

X
From: Johnson, Kelly
Sent: Thursday, October 23, 2014 8:00 AM
To: 'Monica Valsi'
Subject: FW: SW8 030917, Village at Mott's Landing
Monica,
I just got your voicemail, and I don't know if your email is back up or not but I am on my way out for a few hours. I will
try to get up with you later today.
X
From: Johnson, Kelly
Sent: Wednesday, October 22, 2014 9:54 AM
To: 'Monica Valsi'
Subject: SW8 030917, Village at Mott's Landing
Monica,
Please see attached.
Thanks,
KJ
k.64J0hV►S0VL
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]
This email is free from viruses and malware because avast! Antivirus protection is active.
1;.J _ : This email is free from viruses and malware because avast! Antivirus protection is active.

��
NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
October 22, 2014
Dr. Arnold Sobol, Member/Manager
Aftew Properties, LLC
2020 S. Churchill Dr.
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8 030917
The Village at Motts Landing
New Hanover County
Dear Dr. Sobol:
John E. Skvada, III
Secretary
The Wilmington Regional Office received and accepted a modified State Stormwater Management Permit Application and
Renewal for The Village at Motts Landing on September 19, 2014. A request for additional information was mailed on
October 9, 2014 and a response was received on October 20, 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:
Application:
a. Impervious Total in Table: Please check the total impervious on the application as summarized below.
The total, DA1, DA2, and DA3 impervious area values are provided in the application and the CO Swale
data is determined from the difference of the Total and the three drainage areas. The data appears to
be off by 300sf. For instance, 1, 147,500+440,684+59,740+31,395+156,251 = 1,835,570sf rather than
1,835,270sf. I have updated the impervious area summary document to reflect the changes from your
recent letter. It is attached.
Received 9/19/14
Total DA1 DA2 DA3 CO Swale
TOta[Reported:
1,821,178
=Total - DA1-DA2-DA3
Totalca,Nlated:
1,821,478
693,588
419,811
232,916
475,163
Onsite Buildings
1,137,000
396,000
275,500
141,500
324,000
Onsite Streets
440,684
157,989
101,298
61,916
119,481
Onsite
Sidewalks
59,740
17,815
21,745
8,290
11,890
Other Onsite
31,395
31,395
0
0
0
Future
152,659
90,389
21,268
21,210
19,792
Received 10/20/14
Total DA1 DA2 DA3 CO Swale
TotalRe orted:
1,835,270
--Total - DA1-DA2-DA3
Totalcaicuiated:
1,835,570
693,588
419,811
232,916
489,255
Onsite Buildings
1,147,500
396,000
276,000
141,000
334,500
Onsite Streets
1 440,684
157,989
101,298
61,916
119,481
Onsite
Sidewalks
59,740
17,815
21,745
1 8,2.90
1 11,890
Other Onsite
31,395
31,395
0
0
0
Future
156,251 1
90,389
20,768
21,710
23,384
Division of Energy, Mineral, and Land Resources
Land Quality Section - Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • [phone] / Fax [phone]

SW8 030917
October 22, 2014
Deed Restrictions: Please provide a copy of the recorded deed restrictions (which will have the book and page
numbers stamped at the top). I understand from your letter received on October 20, 2014 that some of the lots
have not been recorded, and are in the process of being recorded. If those lots have now been recorded, please
submit a copy of those recorded restrictions. If not, please submit the notarized deed restriction form which is
available on our website, http://Portal.ncdenr.org/web/Ir/state-stormwater-fbrms docs, which affirms that those
deed restrictions will be recorded in the near future.
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 November 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].
Sincere y,
t'mentalE.ngineer
son
GDS/kpj: G:1WQ1SharedlStormwaterlPermits & Projects120031030917 HD1201410 addinfo 030917_2
enc : Impervious Summary Table
cc: Phil Tripp, PE
Wilmington Regional Office Stormwater File
Page 2 of 2

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TRIPP ENGINEERING, P.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Phone: [phone] • FAX: [phone]
October 17, 2014
NCDENR
Division of Water Quality
127 Cardinal Drive
Wilmington, NC 28405-3845
Attn: Ms. Kelly Johnson
Re: The Village at Motts Landing
Project No. SW8 030917
TE 03060
Dear Kelly:
ECEIVE
OCT 2 0 20%
BY:
In response to your comments dated October 9, 2014, we offer the following:
1. Application:
a. Impervious Total in Table: The total impervious area of 1,821,178 sf
C � on the application is correct. The impervious area of the Onsite
Streets for the Curb Outlet indicated on your table should be 119,181
1' in lieu of 119,481.
b. 30% Overall:
Permit Correction: Acknowledged.
ii. Option: We have revised the permit application to "max out"
the curb outlet swale's future impervious so that the project is
30% overall. A revised page 3 of 6 of the Stormwater Permit
Application, a revised page 2 of 5 of the Low Density
Supplement and revised swale calculations are provided.
--2' Calculations: Apologies for the omission.
ter. Curb Outlet: Revised swale calculations are provided.
--b. Pond 3:
i Revised calculations for Pond 3 are provided.
`ri. A revised page 1 of 4 of the (existing, older version) Wet
Detention Basin Suppiement is provided.
3. Doc entation:
tea. copy of Exhibit B (Total Impervious Area per Lot) which was
. . w previously recorded in the deed restrictions is provided. As all of the
? lots were not included in Exhibit B, new deed restrictions with an
updated Exhibit are in the process of being recorded. Attached are
�° L�> the deed restrictions with the updated exhibit (Exhibit A) indicating
the allowable Total Impervious Area per Lot that will be recorded.

`--KPE Certifications provided.
%- l Drainage Area Map: An additional copy is provided.
Please note that we have revised some of the lots allowable impervious surface
square footages. This revision is mainly due to the allowable square footage per lot that
has already been recorded. This revision has changed the onsite building/lots
impervious area for Pond 2, Pond 3, and the curb outlet as previously submitted;
however, the total impervious area for the aforementioned drainage areas remain the
same as we subtracted/added the difference from the future impervious allocation. For
simplicity we have indicated the previously referenced revisions in green on your Table
1 — DRAFT — Permit Attachment under DATE 2014 Modification — As Submitted
column.
Please review for approval and contact us with any questions, comments or if
you need additional information. Thank you.
Sincerely,
Tripp Engineering, P.C.
'OV % C-& VAJU-
Monica L. Valsi, E.I.
MLV:dcb
Enc.
IC-C:EIVlE
OCT p 0 2011
BY:
�P

09/18/2014
MLV
Total Draina a Area
s . ft.
I acres
849,420
19.50
Previously Permitted Im rvious Area
Land Use
s . ft.
acres
-buildings
141,000
3.24
arkin las halt
61,916
1,4.2
future
0
0.00
Total
2(Y, 916
4.66
Added Im ervious Area
Land Use
s .ft.
acres
buildin s
500
0.01
arkin /as halt
0
0.00
sidewalk
8,290
0.19
future
21210
0.49
Total
30.000
0.69
Total Proposed Im ervious Area
Land Use
sq. ft.
acres
buildin s
141,500
3.25
arkin las halt
61,916
1.42
sidewalk
8,290
0.19
future
21,210
0.49
Total
232,9115
5.35
owmmmer l.alQaauons:
Detention Pond Design•
Pond Size -
Elevation
ft
Surface Area
(sq. ft
Normal Pool
12.00
34.57 ,
Flood Pool
13.50
38,261
Top of Bank
16.50
47.739
Bottom of Pool
6.00
11,492
Provided Storage Volume:
Vol. _ [(Normal pool SA + Flood Pool SA) / 2]
x (F.P, elev. - N.P. elev.)
54,629 cu. ft.
,��,olellllre�oi
�e
OFESS/Q
SEAL _
17374
III111 �
The Village at Motts Landing U30 itQ � 3
Stormwater Calculations 03060
Pond #3
Previously Permitted Impervious Percentage OCT 2 O 2
% impervious = 0.239 1 R
= 23.9%
say 24.0% I �Y�_
Added Im ervious Area Percenta e
impervious = 0.035
= 3.5%
say 4.0%
Total Proposed Impervious Percentage
% impervious = 0.274
= 27.4%
say 28.0% -7
State Surface Area Requirement at normal ool:
Pond side slopes = 3 :1
De th below N.P. = 6 ft.
SA/DA = 0.0152
(Chart for 90% TSS Removal for Wet Detention
Pond without Ve etative Filter
Required SA = (SA/DA) x (Total Drainage Area)
= 12,911s.ft
State Volume Required for Storage of first 1" of runoff
(Previously Permitted Impervious Areal
Rv = .05+ .009(% imp)
= 0.264999
V= (Design rainfall)(Rv)(Drainage Area)
18 758 cu. ft.
State Volume Required for Storage of first 1.5" of nmoff
ceded Impervious Areal
Rv = .05+ .009(% imp)
0.086
V= (Design rainfall)(Rv)(Drainage Area)
= 9,131 cu. ft.
State Volume Required
V= first 1" of runoff (previously permitted Imp.)
Plus first 1.5" of runoff (added impervious)
V= 18,758 plus 9,131
V= 27,889 cu. ft.
03060Pond3 1 of 2

09/18/2014 The Village at Motts Landing
MLV Stormwater Calculations 03060
Pond #3
Pond Volume:
Bottom SA= 11,492 sq. ft.
Normal Pool SA = 34,577 s . ft
Vol. _ [(N.P. SA + Bottom SA) / 2] x (N.P. el. -Bottom el.)
= 138,207 cu. ft.
Forebaw
Required Volume
Vol. = 20% of storage volume
= 27,641 cu.ft.
Outlet Structure Design•
Flow for 2-day drawdown
I for 1st 1" & 1.5" of stormwater,
Q = Required Vol. / 172,800 sec. (2-days)
0.161 cfs
Required Area of Pipe for 2-day drawdown:
A= Q/[CdxSQRT(2xgxh)]
Cd = 0.6
9 = 32.2 ft./s2
h = (F.P. elev.- N.P. elev.) /2
0.75 ft.
A = 0.0387 sq. t.
Diameter of Pipe for 2-dav drawdown:
DIA. = SQRT[(A x 4) / pi]
0.2220 ft.
= 2.66 in.
Use: 2.00 in diameter pipe
Outlet Structure Check -
sing a 4' x 4' Basin,
Perimeter L = 16 ft.
Q = CIA
C = (% imp.)(.95) + 0-% imp.)(.25)
C = 0.45
1= 8.15 in. for a 25 yr. Storm
A = 19.50 Acres
Q= 70.88 cis
Q= CwxLxH15
H = [Q / (Cw x L)]'"
Cw = 3
1.30 ft.
Peak elevation = flood pool elevation + H
= 14.80 ft.
Provided Volume
Bottom SA = 5,935 sq. ft.
Normal Pool SA = 12,438 sq. ft.
Vol. _ [(N.P. SA + Bottom SA) / 21 x (N.P. el. - Bottom ei.)
27,560 cu. ft.
depth = 3 ft
Flow for 5-day drawdown
for 1st 1" and 1.5" of stormwater,
Q = Required Vol.1432,000 sec. (5-days)
0.065 cfs
Re uired Area of Pipe for 5-day drawdown:
A= Q/ [Cd x SQRT(2 x g x h)]
Cd = 0.6
g = 32.2 ft./s2
h = (F.P. elev. - N.P. elev.) / 2
0.75 ft.
A = 0.0155 s . ft.
Diameter of Pi a for 5-da drawdown:
DIA. = SQRT[(A x 4) / pi]
= 0.1404 ft.
1.68 in.
03060Pond3 2 of 2

09/18/2014 Village at Motts Landing 03060
MLV Pond 3 Drainage Area
CN and C Values
POST DEVELOPMENT
Determine Composite CN Value
from TR-55 Table 2-2 *Soil Type: Sand
Description HSG
CN
A (ac)
CN x A
Impervious (on -site) -
98
4.86
476.28
Future Impervious -
98
0.49
48.02
Open Space (Fair) A
49
14.15
693.35
19.50
1217.65
Composite CN Value =
62
Post Development Composite Runoff Coefficient
Description
C
A (ac)
C x A
impervious
0.95
4.86
4.617
Future Impervious
0.95
0.49
0.4655
Lawns, sandy soil, flat
0.10
14.15
1.415
19.50
6.4975
Composite C Value = 0.33
Land Use / Impervious Allocation
Impervious Area
Land Use
s . ft.
acres
Lots
141,500
3.25
Roads
61,916
1.42
Sidewalk
8,290
0.19
Future Impervious
21,210
0.49
Total
232,916
5.35
G:\JOBS\2003\03060-VILLAGE AT MOTTS LANDING\calcs\Phl Rev —Sept 2014\CN & C Value Calcs

9/18%2014 The Village at Mott's Creek 03060
MLV Stormwater Pond 3 Routing
2-year Storm
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
19.50 ACRES
HYDRAULIC LENGTH
2500 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF. 'C'
0.25
TIME OF CONCENTR
27.07 MIN
INTENSITY 2 YR
4.36 IN/HR
Qa = 21.26 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 4.5 INCHES 2vr_ 24hr PRECIPITATION
CN = 62
S = (1000/CN)-10
S = 6.13
Depth (D) = (P-0.2S)^2/(P+0.8S)
D = 1.14 IN - 2yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Op
Tp = 34.47 MINUTES
Storage Volume Req'd = (Qp-Qa)'Tp'1.39'60
19,552 cu. ft.
CALCULATE KS AND b
SET NORMAL ELEVATION AT = 12.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
19.50 ACRES
HYDRAULIC LENGTH
2500 FT
CHANGE IN HEIGHT
10 Fr
RUNOFF COEF. 'C'
0.33
TIME OF CONCENTR
27.07 MIN
INTENSITY 2 YR
4.36 IN/HR
Qp = 28.06 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)
12.0
34,577
0
0
0
0
0
0
13.0
37,033
35,805
35,805
1.0
10.4858
0
1.01
14.0
39,741
38,387
74,192
2.0.
11.2144
0.6931
1.98
15.0
42,449
41,095
115,287
3.0
11.6552
1.0986
2.97
16.0
45,157
43,803
159,090
4.0
11.9772
1.3863
4.00
17.0
47,865
46,511
205,601
5.0
12.2337
1.6094
5.06
Regression Output:
Ks = 35427
b = 1.08
Constant 10.48

9/18/2014 The Village at Mott's Creek 03060
MLV Stormwater Pond 3 Routing
2-year Storm
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
21.26 cfs
Qp =
28.06 cfs
Tp =
34.5 min
dT =
4 min
BASIN DATA
Ks =
35427
b =
1.08
Zo =
12.0 ft
Normal water elev =
12.0 ft
Peak Outflow =
3.07 cfs
Box Weir Length =
20 ft
Peak Stage =
13.89 It
Cw =
3.0
Maximum Storage =
70,793 cu It
Zcr =
15.00 ft
Control Holes:
State Orifice:
Dia =
2.00 in
Dd =
36 in
Inv =
12.0 It
Cd =
0.59
Weir:
L =
18 in
Zi =
12.0 ft
Inv =
13.5 ft
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Orifice
City Weir
(min)
(cfs)
(cu ft)
(It)
(cfs)
(Cfs)
(cfs)
(cfs)
(cfs)
0
0.0
0
12.00
0
0
0
0
0.00
4
0.9
0
12.00
0
0.00
0
0
0.00
8
3.6
221
12.01
0.00
0.00
0.0
0.00
0.00
12
7.6
1077
12.04
0.00
0.00
0.1
0.00
0.00
16
12.5
2897
12.10
0.01
0.00
0.2
0.01
0.00
20
17.5
5883
12.19
0.03
0.00
0.7
0.03
0.00
24
22.1
10081
12.31
0.05
0.00
1.4
0.05
0.00
28
25.7
15383
12.46
0.06
0.00
2.5
0.06
0.00
32
27.7
21533
12.63
0.08
0.00
4.0
0.08
0.00
36
27.9
28164
12.81
0.09
0.00
5.8
0.09
0.00
40
26.3
34843
12.98
0.10
0.00
7.7
0.10
0.00
44
23.2
41135
13.15
0.11
0.00
9.7
0.11
0.00
48
19.9
46668
13.29
0.11
0.00
11.6
0.11
0.00
52
17.1
51422
13.41
0.12
0.00
13.2
0.12
0.00
56
14.7
55505
13.51
0.14
0.00
14.7
0.12
0.02
60
12.7
59007
13.60
0.51
0.00
16.0
0.13
0.38
64
10.9
61926
13.67
0.99
0.00
17.1
0.13
0.86
68
9.4
64303
13.73
1.47
0.00
18.0
0.13
1.33
72
8.1
66200
13.78
1.89
0.00
18.8
0.13
1.76
76
6.9
67679
13.82
2.25
0.00
19.3
0.14
2.11
80
6.0
68803
13.84
2.53
0.00
19.8
0.14
2.40
84
5.1
69624
13.86
2.75
0.00
20.1
0.14
2.61
88
4.4
70194
13.88
2.90
0.00
20.4
0.14
2.77
92
3.8
70555
13.89
3.00
0.00
20.5
0.14
2.86
96
3.3
70744
13.89
3.05
0.00
20.6
0.14
2.92
100
2.8
70793
13.89
3.07
0.00
20.6
0.14
2.93
104
2.4
70729
13.89
3.05
0.00
20.6
0.14
2.91
108
2.1
70576
13.89
3.01
0.00
20.5
0.14
2.87
112
1.8
70351
13.88
2.95
0.00
20.4
0.14
2.81
116
1.5
70072
13.88
2.87
0.00
20.3
0.14
2.73
120
1.3
69751
13.87
2.78
0.00
20.2
0.14
2.65
124
1.1
69399
13.86
2.69
0.00
20.0
0.14
2.55
128
1.0
69026
13.85
2.59
0.00
19.9
0.14
2.46
132
0.8
68637
13.84
2.49
0.00
19.7
0.14
2.36
136
0.7
68240
13.83
2.39
0.00
19.6
0.14
2.25
140
0.6
67840
13.82
2.29
0.00
19.4
0.14
2.15
144
0.5
67439
13.81
2.19
0.00
19.3
0.14
2.05
148
0.5
67042
13.80
2.09
0.00
19.1
0.14
1.96
152
0.4
66649
13.79
2.00
0.00
18.9
0.13
1.86

9/18/2014
The Village at Mott's Creek
MLV
Stormwater Pond 3 Routing
03060
2-year Storm
156
160
0.3
0.3
66264
13.78
1.91
0.00
18.8
0.13
1.77
164
0.3
65888
65522
13.77
1.82
0.00
18.6
0.13
169
168
0.2
65165
13.76
13.75
1.74
1.65
0.00
18.5
0.13
1.60
172
0.2
64820
13.75
1.58
0.00
0.00
18.4
18.2
0.13
1.52
176
0.2
64486
13.74
1.51
0.00
18.1
0.13
0.13
1.45
1.37
180
184
0.1
64163
13.73
1.44
0.00
18.0
0.13
1.30
188
0.1
0.1
63851
63550
13.72
13.71
1.37
0.00
17.9
0.13
1.24
192
0.1
63261
13.71
1.31
1.25
0.00
0.00
17.7
0.13
1.18
196
0.1
62982
13.70
1.19
0.00
17.6
17.5
0.13
1.12
200
01
62714
13.69
1.14
0.00
17.4
0.13
0.13
1.06
1.01
204
0.1
62456
13.69
1.09
0.00
17.3
0.13
0.96
208
212
0.0
62208
13.68
1.04
0.00
17.2
0.13
0.91
216
0.0
0.0
61969
13.67
1.00
0.00
17.1
0.13
0.87
220
0.0
61739
61519
13.67
0.95
0.00
17.0
0.13
0.83
224
0.0
61306
13.66
13.66
0.91
0.88
0.00
17.0
0.13
0.79
228
0.0
61102
13.65
0.84
0.00
0.00
16.9
0.13
0.75
232
0.0
60906
13.65
0.81
0.00
16.8
16.7
0.13
0.71
236
0.0
60717
13.64
0.77
0.00
16.7
0.13
0.13
0.68
240
0.0
60535
13.64
0.74
0.00
16.6
0.13
0.65
0.62
244
248
0.0
60360
13.63
0.71
0.00
16.5
0.13
0.59
252
0.0
0.0
60191
60029
13.63
0.69
0.00
16.5
0.13
0.56
256
0.0
59872
13.63
13.62
0.66
0.64
0.00
16.4
0.13
0.53
260
0.0
59721
13.62
0.61
0.00
0.00
16.3
16.3
0.13
0.51
264
0.0
59576
13.62
0.59
0.00
16.2
0.13
0.13
0.49
268
0.0
59435
13.61
0.57
0.00
16.2
0.13
0.46
0.44
272
0.0
59300
13.61
0.55
0.00
16.1
0.13
0.42
276
280
0.0
0.0
59169
13.61
0.53
0.00
16.1
0.13
0.40
284
0.0
59042
58920
13.60
13.60
0.51
0.00
16.0
0.13
0.39
288
0.0
58802
13.60
0.49
0.48
0.00
0.00
16.0
0.13
0.37
292
0.0
58688
13.59
0.46
0.00
15.9
15.9
0.13
0.35
296
0.0
58577
13.59
0.45
0.00
15.8
0.13
0.13
0.34
300
0.0
58470
13.59
0.43
0.00
15.8
0.13
0.32
0.31
304
308
0.0
58367
13.58
0.42
0.00
15.8
0.13
0.29
312
0.0
0.0
58266
58169
13.58
0.41
0.00
15.7
0.13
0.28
316
0.0
58074
13.58
13.58
0.39
0.38
0.00
15.7
0.13
0.27
320
0.0
57983
13.58
0.37
0.00
0.00
15.7
0.13
0.26
324
0.0
57894
13.57
0.36
0.00
15.6
15.6
0.13
0.24
328
0.0
57808
13.57
0.35
0.00
15.6
0.13
0.13
0.23
332
0.0
57724
13.57
0.34
0.00
15.5
0.13
0.22
336
0.0
57643
13.57
0.33
0.00
15.5
0.13
0.21
340
0.0
57563
13.56
0.32
0.00
15.5
0.13
0.20
344
0.0
57486
13.56
0.31
0.00
15.4
0.13
0.20
348
0.0
57412
13.56
0.30
0.00
15.4
0.13
0.19
352
356
0.0
57339
13.56
0.30
0.00
15.4
0.13
0.18
0.17
360
0.0
0.0
57268
57199
13.56
0.29
0.00
15.4
0.13
0.16
364
0.0
57131
13.56
13.55
0.28
0.27
0.00
15.3
0.13
0.16
368
0.0
57066
13.55
0.27
0.00
0.00
15.3
0.13
0.15
372
0.0
57002
13.55
0.26
0.00
15.3
15.3
0.12
0.14
376
0.0
56939
13.55
0.25
0.00
15.2
0.12
0.12
0.14
380
0.0
56878
13.55
0.25
0.00
15.2
0.12
0.13
384
0.0
56819
13.55
0.24
0.00
15.2
0.12
0.12
388
0.0
56761
13.54
0.24
0.00
15.2
0.12
0.12
Ii
392
0.0
56704
13.54
0.23
0.00
15.1
0.12
0.1
396
0.0
56648
13.54
0.23
0.00
15.1
0.12
0.11
400
0.0
56594
13,54
0.22
0.00
15.1
0.12
0.10
404
0.0
56541
13.54
0.22
0.00
15.1
0.12
0.10
408
0.0
56489
13.54
0_21
0.00
15.1
0.09
0.12
0.09

9/18/2014
MLV
The Village at Mott's Creek
Stormwater Pond 3 Routing
10-year Storm
03060
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
19.50 ACRES
HYDRAULIC LENGTH
2500 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF. 'C'
0.25
TIME OF CONCENTR
27.07 MIN
INTENSITY 10 YR
5.45 INIHR
Qa = 2GU.57 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 6.71 INCHES 10yr, 24hr PRECIPITATION
CN = 62
S = (1000/CN)-10
S = 6.13
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 2.59 IN -I Oyr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 62.64 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
= 44,416 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 12.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
19.50 ACRES
HYDRAULIC LENGTH
2500 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF. 'C'
0.33
TIME OF CONCENTR
27.01 MIN
INTENSITY 10 YR
5.45 INIHR
Qp = 35.07 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)
12.0
34,577
0
0
0
0
0
0
13.0
37,033
35,805
35,805
1.0
10.485.8
0
1.01
14.0
39,741
38,387
74,192
2.0
11.2144
0.6931
1.98
15.0
42,449
41,095
115,287
3.0
11.6552
1.0986
2.97
16.0
45,157
43,803
159,090
4.0
11.9772
1.3863
4.00
17.0
47,865
46,511
205,601
5.0
12.2337
1.6094
5.06
Regression Output:
Ks = 35427
b = 1.08
Constant 10.48

9/18%2014 The Village at Mott's Creek
MLV Stormwater Pond 3 Routing
10-year Storm
03060
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
26.57 cfs
Qp =
35.07 cfs
Tp =
62.6 min
dT =
4 min
BASIN DATA
Ks =
35427
b =
1.08
Zo =
12.0 It
Normal water elev =
12.0 ft
Box Weir
Length =
20 ft
Peak Outflow =
16.80 cfs
Peak Stage =
14.75 ft
Cw =
3.0
Maximum Storage =
106,214 cu ft
Zcr =
15.00 ft
Control Holes:
State Orifice:
Dia =
2.00 in
Dd =
36 in
Inv =
12.0 ft
Cd =
0.59
Weir:
L
18 in
Zi =
12.0 ft
Inv =
13.5 ft
Time
(min)
Inflow
(cfs)
Storage
ft)
Stage
Outflow
W Riser
Barrel
Orifice
City Weir
(cu
(ft)
(c?s)
(cfs)
(cfs)
(cis)
(as)
0
4
0.0
0.4
0
12.00
0
0
0
0
0.00
8
1.4
0
84
12.00
12.00
0
0.00
0.00
0
0
0.00
12
3.1
419
12.02
0.00
0.00
0.00
0.0
0.0
0.00
0.00
16
5.3
1158
12.04
0.00
0.00
0.1
0.00
0.00
0.00
20
8.1
2441
12.08
0.01
0.00
0.2
0.01
0.00
0.00
24
11.2
4384
12.15
0.02
0.00
0.4
0.02
0.00
28
32
14.6
7076
12.23
0.04
0.00
0.9
0.04
0.00
36
18.1
10577
12.33
0.05
0.00
1.5
0.05
0.00
40
21.6
24.9
14917
12.45
0.06
0.00
2.4
0.06
0.00
44
28.0
20089
26055
12.59
12.75
0.07
0.00
3.6
0.07
0.00
48
30.6
32743
12.93
0.08
0.09
0.00
0.00
5.2
0.08
0.00
52
32.6
40053
13.12
0.10
0.00
7.1
9.4
0.09
0.10
0.00
56
60
34.1
47859
13.32
0.11
0.00
12.0
0.11
0.00
0.00
64
34.9
35.0
56017
13.53
0.17
0.00
14.9
0.12
0.05
68
34.4
64356
72409
13.73
13.93
1.48
0.00
18.0
0.13
1.34
72
33.2
79829
14.12
3.52
5.87
0.00
0.00
21.2
0.14
3.38
76
31.3
86381
14.28
8.24
0.00
24.3
27.1
0.15
5.73
80
28.9
91909
14.41
10.43
0.00
29.5
0.15
0.16
8.09
84
88
26.6
96349
14.52
12.31
0.00
31.5
0.16
10.28
12.15
92
24.5
22.6
99786
14.60
13.82
0.00
33.1
0.16
13.66
96
20.8
102350
104166
14.66
14.70
14.99
0.00
34.3
0.17
14.82
100
19.1
105349
14.73
15.83
16.39
0.00
0.00
35.1
0.17
15.66
104
17.6
106001
14.75
16.70
0.00
35.7
36.0
0.17
16.22
108
16.2
106214
14.75
16.80
0.00
36.1
0.17
16.53
112
14.9
106066
14.75
16.73
0.00
30.0
0.17
16.63
116
13.7
105626
14.74
16.52
0.00
35.8
0.17
0.17
16.56
120
12.6
104951
14.72
16.20
000
35.5
0.17
16.35
124
11.6
104091
14.70
15.79
0.00
35.1
0.17
16.03
128
10.7
103086
14.68
15.33
0.00
34.6
0.17
15.63
132
9.8
101972
14.65
14.81
0.00
34.1
0.17
15.16
136
9.0
100777
14.62
14.27
0.00
33.6
0.16
14.65
140
8.3
99524
14.59
13.70
0.00
33.0
0.16
14.10
144
148
7.7
98234
14.56
13.13
0.00
32.4
0.16
13.54
12.97
152
7.1
6.5
96922
95602
14.53
14.50
12.56
0.00
31.8
0.16
12.39
11.99
0.00
31.2
0.16
11.83

9/18/2014
The Village at Mott's Creek
MLV
Stormwater Pond 3 Routing
03060
10-year Storm
156
6.0
94284
14.47
11.42
0.00
30.6
0.16
11.27
160
5.5
92976
14.44
10.88
0.00
30.0
0.16
10.72
164
5.1
91686
14.40
10.34
0.00
29.4
0.16
10.19
168
4.7
90418
14.37
9.83
0.00
28.9
0.16
9.67
172
4.3
89177
14.34
9.33
0.00
28.3
0.16
9.18
176
3.9
87967
14.31
8.86
0.00
27.8
0.15
8.70
180
3.6
86788
14.29
8.40
0.00
27.3
0.15
8.25
184
3.3
85644
14.26
7.96
0.00
26.8
0.15
7.81
188
3.1
84534
14.23
7.55
0.00
26.3
0.15
7.40
192
2.8
83460
14.20
7.16
0.00
25.9
0.15
7.01
196
2.6
82422
14.18
6.78
0.00
25.4
0.15
6.63
200
2.4
81420
14.15
6.42
0.00
25.0
0.15
6.28
204
2.2
80454
14.13
6.09
0.00
24.6
0.15
5.94
208
2.0
79522
14.11
5.77
0.00
24.2
0.15
5.62
212
1.9
78625
14.09
5.47
0.00
23.8
0.15
5.32
216
1.7
77762
14.07
5.18
0.00
23.4
0.15
5.03
220
1.6
76932
14.04
4.91
0.00
23.1
0.14
4.77
224
1.5
76134
14.03
4.65
0.00
22.8
0.14
4.51
228
1.3
75366
14.01
4.41
0.00
22.5
0.14
4.27
232
1.2
74629
13.99
4.19
0.00
22.2
0.14
4.04
236
1.1
73920
13.97
3.97
0.00
21.9
0.14
3.83
240
1.0
73240
13.95
3.77
0.00
21.6
0.14
3.63
244
1.0
72587
13.94
3.58
0.00
21.3
0.14
3.44
248
0.9
71959
13.92
3.40
0.00
21.1
0.14
3.26
252
0.8
71357
13.91
3.22
0.00
20.8
0.14
3.09
256
0.8
70779
13.89
3.06
0.00
20.6
0.14
2.92
260
0.7
70224
13.88
2.91
0.00
20.4
0.14
2.77
264
0.6
69690
13.87
2.77
0.00
20.1
0.14
2.63
268
0.6
69179
13.85
2.63
0.00
19.9
0.14
2.50
272
0.5
68687
13.84
2.50
0.00
19.7
0.14
2.37
276
0.5
68215
13.83
2.38
0.00
19.6
0.14
2.25
280
0.5
67762
13.82
2.27
0.00
19.4
0.14
2.13
284
0.4
67326
13.81
2.16
0.00
19.2
0.14
2.03
288
0.4
66908
13.80
2.06
0.00
19.0
0.14
1.93
292
0.4
66506
13.79
1.96
0.00
18.9
0.13
1.83
296
0.3
66120
13.78
1.87
0.00
18.7
0.13
174
300
0.3
65749
13.77
1.79
0.00
18.6
0.13
1.65
304
0.3
65393
13.76
1.71
0.00
18.5
0.13
1.57
308
0.3
65050
13.75
1.63
0.00
18.3
0.13
1.50
312
0.2
64720
13.74
1.56
0.00
18.2
0.13
1.42
316
0.2
64403
13.74
1.49
0.00
18.1
0.13
1.35
320
0.2
64098
13.73
1.42
0.00
17.9
0.13
1.29
324
0.2
63804
13.72
1.36
0.00
17.8
0.13
1.23
328
0.2
63521
13.71
1.30
0.00
17.7
0.13
1.17
332
0.2
63249
13.71
1.25
0.00
17.6
0.13
1.11
336
0.1
62987
13.70
1.19
0.00
17.5
0.13
1.06
340
0.1
62735
13.69
1.14
0.00
17.4
0.13
1.01
344
0.1
62492
13.69
1.10
0.00
17.3
0.13
0.97
348
0.1
62258
13.68
1.05
0.00
17.2
0.13
0.92
352
0.1
62032
13.68
1.01
0.00
17.2
0.13
0.88
356
0.1
61814
13.67
0.97
0.00
17.1
0.13
0.84
360
0.1
61605
13.67
0.93
0.00
17.0
0.13
0.80
364
0.1
61402
13.66
0.89
0.00
16.9
0.13
0.76
368
0.1
61207
13.66
0.86
0.00
16.8
0.13
0.73
372
0.1
61018
13.65
0.83
0.00
16.8
0.13
0.70
376
0.1
60836
13.65
0.79
0.00
16.7
0.13
0.67
380
0.1
60660
13.64
0.76
0.00
16.6
0.13
0.64
384
0.1
60490
13.64
0.74
0.00
16.6
0.13
0.61
388
0.0
60326
13.63
0.71
0.00
16.5
0.13
0.58
392
0.0
60168
13.63
0.68
0.00
16.4
0.13
0.56
396
0.0
60014
13.63
0.66
0.00
16.4
0.13
0.53
400
0.0
59866
13.62
064
0.00
16.3
0.13
0.51
404
0.0
59722
13.62
0.61
0.00
16.3
0.13
0.49
408
0.0
59584
13.62
0.59
0.00
16.2
0.13
0.46

9/1 g/2014
MLV
The Village at Mott's Creek
Stormwater Pond 3 Routing
25-year Storm
03060
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
19.50 ACRES
HYDRAULIC LENGTH
2500 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF. 'C'
0.25
TIME OF CONCENTR
27.07 MIN
INTENSITY 25 YR
6.17 IN/HR
Qa = 30.08 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 8.01 INCHES 25yr, 24hr PRECIPITATION
CN = 62
S = (1000/CN)-10
S = 6.13
Depth (D) = (P-0.2S)^2/(P+0.8S)
D = 3.56 IN - 25yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 76.15 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
61,126 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 12.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
19.50 ACRES
HYDRAULIC LENGTH
2500 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF. 'C'
0.33
TIME OF CONCENTR
27.07 MIN
INTENSITY (25 YR)
6.17 IN/HR
Qp = 35.70 %I
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)
12.0
34,577
0
0
0
0
0
0
13.0
37,033
35,805
35,805
1.0
10.4858
0
1.01
14.0
39,741
38,387
74,192
2.0
11.2144
0.6931
1.98
15.0
42,449
41,095
115,287
3.0
11.6552
1.0986
2.97
16.0
45,157
43,803
159,090
4.0
11.9772
1.3863
4.00
17.0
47,865
46,511
205,601
5.0
12.2337
1.6094
5.06
Regression Output:
Ks = 35427
b = 1.08
Constant 10.48

911 k014 The Village at Mott's Creek
MLV Stormwater Pond 3 Routing
25-year Storm
03060
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
30.08 cfs
QP =
39.70 cfs
TP =
76.1 min
dT =
4 min
BASIN DATA
Ks =
35427
b =
1.08
Zo =
12.0 ft
Normal water elev =
12.0 ft
Box Weir Length =
20 ft
Peak Outflow =
25.46 cfs
Cw _
3.0
Peak Stage =
15.11 ft
Zcr =
15.00 ft
Maximum Storage =
121,069 cu ft
Control Holes:
Dd
State Orifice:
Dia =
2.00 in
Cd =
3G in
0.59
Inv =
12.0 ft
Zi =
12.0 ft
Weir.
L =
18 in
Inv =
13.5 ft
Time
(min)
Inflow
(cfs)
Storage
(cu ft)
Stage
Outflow
W Riser
Barrel
Orifice
City Weir
0
0.0
0
(ft)
(cfs)
(cfs,y,
(cfs)
(cfs)
(cfs)
4
0•3
0
12.00
12.00
0
p
0
0
0
0.00
8
1.1
65
12.00
0.00
0.00
0.00
0
0.0
0
0.00
12
2.4
3�
12.01
0.00
0.00
0.0
0.00
0.00
16
4.2
894
12.03
0.00
0.00
0.0
0.00
0.00
20
6.4
1894
12.07
0.01
0.00
0.1
0.000.00
24
9.0
3424
12.12
0.02
0.00
0.3
0.01
0.00
28
11.8
5571
12.18
0.03
0.00
0.6
0.02
0.00
32
14.9
8404
12.27
0.04
0.00
1.1
0.03
0.00
36
18.2
11977
12.37
0.06
0.00
1.8
0.04
0.00
40
21.4
16321
12.49
0.07
0.00
2.7
0.06
0.00
44
24.7
21448
12.63
0.08
0.00
3.
0.070.00
48
27.8
27347
12.79
0.09
0.00
5.5
0.08
0.00
52
30.6
33988
12.96
0.10
0.00
7.5
0.
0.00
56
33.2
41319
13.15
0.11
0.00
9.8
D.1010
0.00
60
35.5
49269
13.36
0.12
0.00
12.5
0.11
0.00
64
37.3
57751
13.57
0.34
0.00
15.5
0.12
0.
68
38.6
66612
13.79
1.99
0.00
18.9
0.13
0.22
72
39.4
75397
14.01
4.42
0.00
22.5
0.13
1.85
76
39.7
83795
14.21
7.28
0
29.4
0.14
28
80
39.5
91577
14.40
10.30
.00
0.00
0.15
7.13
84
38.7
98574
14.57
13.28
0.00
..1
32.6
0.16
10.14
88
37.4
104668
14.72
16.07
0.00
35.4
0.16
32
13.12
.12
92
35.6
109783
14.84
18.52
0.00
37.8
0.17
15.90
96
33.5
113882
14.94
20.57
0
0.17
35
18.40
100
31.3
116976
15.01
22.08
.0
0.066
.
41.1
0.17
2
104
29.2
119179
15.06
23.68
0.92
41.8
0.18
21.84.
108
27.3
120501
15.09
24.90
1.71
0.18
22.58
112
25.5
121068
15.11
25.46
2 09
42.2
0.18
23.01
116
23.8
121069
15.11
25.46
2.09
42.4
0.18
23.19
120
22.2
120665
15.10
25.06
1.81
42.4
0.18
23.19
124
20.7
119982
15.08
24.40
1.38
42.2
0.18
23.07
128
19.4
119105
15.06
23.62
0.88
42.0
0.18
22.84
132
18.1
118087
15.04
22.80
0.41
41.7
0.18
22.56
136
16.9
116957
15.01
22.06
0.05
41.4
0.18
22.22
140
15.8
115718
14.98
21.51
0.00
41.0
0.18
21.84
144
14.7
114345
14.95
20.81
0.00
40.6
0.18
21.33
148
13.8
112890
14.91
20.07
p pp
40.0
0.17
63
152
12.9
111379
14.88
19.31
0.00
3.3
0.17
.
19.90
38.5
0.17
19.1414

9/18/2014
The Village at Mott's Creek
MLV
Stormwater Pond 3 Routing
03060
25-year Storm
156
12.0
109831
14.84
18.55
0.00
37.8
0.17
160
11.2
108262
14.80
17.78
0.00
37.1
0.17
38
17.61
164
10.5
106688
14.76
17.02
0.00
36.3
168
9.8
105117
14.73
16.28
0.00
35.6
0.17
16.85
172
9.1
103560
14.69
15.55
0.00
34.9
0.17
0.17
16.11
176
8.5
102023
14.65
14.84
0.00
34.1
0.17
15.38
180
8.0
100511
14.62
14.15
0.00
33.4
0.16
14.67
184
7.4
99030
14.58
13.48
0.00
32.8
0.16
13.98
188
7.0
97581
14.55
12.84
0.00
32.1
0.16
13.32
192
6.5
96168
14.51
12.23
0.00
31.5
0.16
12.68
196
6.1
94793
14.48
11.64
0.00
30.8
0.16
12.07
200
5.7
93455
14.45
11.08
0.00
30.2
11.48
204
5.3
92158
14.42
10.54
0.00
29.7
0.16
10.92
208
4.9
90899
14.38
10.02
0.00
29.1
0.16
10.38
212
4.6
89681
14.36
9.53
0.00
28.6
0.16
9.87
216
4.3
88501
14.33
9.07
0.00
28.0
0.16
9.38
220
4.0
87361
14.30
8.62
0.00
27.5
0.15
0.15
8.91
224
3.8
86259
14.27
8.20
0.00
27.1
0.15
8.47
228
3.5
85194
14.25
7.80
0.00
26.6
0.15
8.05
232
3.3
84167
14.22
7.41
0.00
26.2
0.15
7.64
236
3.1
83175
14.20
7.05
0.00
25.7
0.15
7.28
240
2.9
82218
14.17
6.71
0.00
25.3
0.15
6.90
244
2.7
81296
14.15
6.38
0.00
24.9
0.15
6.56
248
2.5
80406
14.13
6.07
0.00
24.6
0.15
6.23
252
2.3
79548
14.11
5.78
0.00
24.2
0.15
5. 92
256
2.2
78722
14.09
5.50
0.00
23.8
0.15
5.63
260
2.0
77925
14.07
5.23
0.00
23.5
0.15
5.35
264
1.9
77158
14.05
4.98
0.00
23.2
0.14
5.09
268
1.8
76418
14.03
4.74
0.00
22.9
0.14
4.84
272
1.7
75705
14.01
4.52
0.00
22.6
0.14
4.60
276
1.5
75018
14.00
4.31
0.00
22.3
0.14
4.
280
1.4
74357
13.98
4.10
0.00
22.0
0.14
4.16
284
1.4
73719
13.97
3.91
0.00
21.8
0.14
3.96
288
1.3
73105
13.95
3.73
0.00
21.5
0.14
3.77
292
1.2
72513
13.94
3.55
0.00
21.3
0.14
3.59
296
1.1
71943
13.92
3.39
0.00
21.1
0.14
3.41
300
1.0
71393
13.91
3.23
0.00
20.8
0.14
3.25
304
1.0
70864
13.90
3.09
0.00
20.6
0.14
3.10
308
0.9
70353
13.88
2.95
0.00
20.4
0.14
2.95
312
0.8
69861
13.87
2.81
0.00
20.2
0.14
2.81
316
0.8
69387
13.86
2.69
0.00
20.0
0.14
2.68
320
0.7
68930
13.85
2.57
0.00
19.8
0.14
2.55
324
0.7
68489
13.84
2.45
0.00
19.7
0.14
2.43
328
0.6
68064
13.83
2.35
0.00
19.5
0.14
2.32
332
0.6
67654
13.82
2.24
0.00
19.3
0.14
2.21
336
0.6
67258
13.81
2.15
0.00
19.2
0.14
2.11
340
0.5
66877
13.80
2.05
0.00
19.0
0.14
2.01
344
0.5
66509
13.79
1.96
0.00
18.9
0.13
1.92
348
0.5
66154
13.78
1.88
0.00
18.7
0.13
1.83
352
0.4
65811
13.77
1.80
0.00
18.6
0.13
1.75
356
0.4
65480
13.76
1.73
0.00
18.5
0.13
1.67
360
0.4
65161
13.75
1.65
0.00
18.4
0.13
1.59
364
0.3
64853
13.75
1.59
0.00
18.2
0.13
1.52
368
0.3
64555
13.74
1.52
0.00
18.1
0.13
1.45
372
0.3
64267
13.73
146
18.
0.13
1.39
376
0.3
63990
13.73
140
0.00
17.9
0.13
1. 3
380
0.3
63721
13.72
1.34
0.00
17.8
1.27
384
0.2
63462
13.71
1.29
0.00
17.7
0.13
1.21
388
0.2
63211
13.71
1.24
0.00
17.6
0.13
1.16
392
0.2
62969
13.70
1.19
0.00
17.5
0.13
0.13
1.i1
396
0.2
62734
13.69
1.14
0.00
17.4
0.13
1.06
400
0.2
62508
13.69
1.10
0.00
17.3
1.01
404
0.2
62289
13.68
1.06
0.00
17.3
0.13
0.97
408
0.2
62077
13.68
1.06
0.00
17.2
0.13
0.93
0.13
0.89

9/1812014 The Village at Mott's Creek
MLV Stormwater Pond 3 Routing 03060
100-year Storm
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
19.50 ACRES
HYDRAULIC LENGTH
2500 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF. 'C'
0.25
TIME OF CONCENTR
27.07 MIN
INTENSITY 100 YR
7.37 IN1HR
Qa = 35.93 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 10 INCHES 100yr, 24hr PRECIPITATION
CN = 62
S = (1000/CN)-10
S = 6.13
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 5.17 IN - 100yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 92.39 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
= 88,593 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 12.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
19.50 ACRES
HYDRAULIC LENGTH
-EE2500 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF. 'C'
0.33
TIME OF CONCENTR
27.07 MIN
INTENSITY 100 YR
7.37 IN/HR
Qp = 47.43 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)
12.0
34,577
0
0
0
0
0
0
13.0
37,033
35,805
35,805
1.0
10.4858
0
1.01
14.0
39,741
38,387
74,192
2.0
11.2144
0.6931
1.98
15.0
42,449
41,095
115,287
3.0
11.6552
1.0986
2.97
16.0
45,157
43,803
159.090
4.0
11.9772
1.3863
4.00
17.0
47,865
46,511
205,601
5.0
12.2337
1.6094
5.06
Regression Output:
Ks = 35427
b = 1.08
Constant 10.48

9/1812014 The Village at Motes Creek
MLV Stormwater Pond 3 Routing
100-year Storm
03060
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
35.93 cfs
Qp =
47.43 cfs
Tp =
92.4 min
dT =
4 min
BASIN DATA
Ks =
35427
b=
1.08
Zo =
12.0 ft
Normal water elev =
12.0 ft
Box Weir
Length =
20 ft
Peak Outflow =
41.50 cfs
Cw, =
3.0
Peak Stage =
15.39 ft
Zcr =
Maximum Storage =
133,051 cu ft
15.00 ft
Control Holes:
State Orifice:
Dia =
2.00 in
Dd =
36 in
Inv =
12.0 ft
Cd =
0.59
Weir:
L =
18 in
Zi =
12.0 ft
Inv =
13.5 ft
Time
(min)
Inflow
(cfs)
Storage
Stage
Outflow
W Riser
Barrel
Orifice
City Weir
-
0
(cu ft)
(ft)
(cfs)
(cfs)
(cf3)
(ems)
(�)
0.0
0
12.00
0
0
0
4
0.2
0
12.00
0
0.00
0
0
0.00
8
12
0.9
1.9
53
12.00
0.00
0.00
0.0
0
0.00
0.00
0.00
16
3.4
262
729
12.01
12.03
0.00
0.00
0.0
0.00
0.00
20
5.3
1550
12.06
0.00
0.01
0.00
0.0
0.00
0.00
24
7.5
2815
12.10
0.01
0.00
0.00
0.1
0.01
0.00
28
10.0
4604
12.15
0.03
0.00
0.2
0.5
0.01
0.00
32
12.7
6988
12.22
0.04
0.00
0.8
0.03
0.00
36
15.7
10028
12.31
0.05
0.00
1.4
0.04
0.00
40
18.8
13773
12.42
0.06
0.00
2.1
0.05
0.00
44
21.9
18260
12.54
0.07
0.00
3.2
0.0
0.00
48
25.2
23509
12.69
0.08
0.00
4.5
0.07
0.00
52
28.4
29530
12.85
0.09
0.00
6.1
0.08
0.00
56
31.5
36315
13.02
0.10
0.00
8.2
0.09
0.00
60
34.4
43844
13.22
0.11
0.00
10.6
0.10
0.00
64
37.2
52083
13.43
0.12
0.00
13.5
0.11
0.00
68
39.7
60984
13.65
0.82
0.00
16.8
0.12
0.00
72
41.9
70321
13.88
2.94
0.00
20.4
0.13
0.69
76
43.8
79684
14.11
5.82
0.00
24.3
0.14
2.80
80
45.4
88807
14.33
9.19
0.00
28.2
0.15
5.68
84
46.5
97487
14.64
12.80
0.00
321
0.10.15
03
88
47.2
105566
14.74
16.49
0.00
3
0.17
12.64
92
47.4
112928
14.91
20.09
0.00
.8
39.3
0.17
6.32
19.9
96
47.2
119488
15.07
23.95
1.09
41.9
0.18
1.92
100
46.6
125079
15.20
30.05
5.42
43.6
0.18
22.68
104
45.6
129060
15.30
35.43
9.63
44.8
24.44
108
44.2
131501
15.35
39.07
12.57
45.5
0.18
25.62
112
42.3
132723
15.38
40.98
14.14
45.8
0.19
26.32
116
40.2
133051
15.39
41.50
14.57
45.9
0.19
26.66
120
38.0
132749
16.38
41.02
14.17
45.8
0.19
26.75
124
36.0
132033
15.37
39.90
13.24
45.6
0.19
0.19
26.66
128
34.0
131088
15.34
38.44
12.05
45.4
0.19
26.47
132
32.1
130020
15.32
36.84
10.75
45.1
0.19
26.20
136
30.4
128890
15.29
35.19
9.43
44.7
0.18
25.90
140
28.7
127734
15.26
33.56
8.14
44.4
0.18
25.57
144
27.1
126569
15.24
31.98
6.90
44.0
0.18
25.24
148
25.7
125407
15.21
30.47
5.74
43.7
0.18
24.89
152
24.2
124252
15.18
29.03
4.65
43.3
24.54
0.18
24.19

9/18/2014
The Village at Mott's Creek
MLV
Stormwater Pond 3 Routing
03060
100-year Storm
156
22.9
123105
15.15
27.67
3.65
43.0
0.18
23.84
160
21.7
121965
15.13
26.40
2.74
42.6
0.18
23.48
164
20.5
120829
15.10
25.22
1.92
42.3
0.18
23.12
168
19.4
119691
15.07
24.13
1.21
41.9
0.18
22.75
172
18.3
118546
15.05
23.16
0.61
41.6
0.18
22.37
176
17.3
117380
15.02
22.32
0.16
41.2
0.18
21.98
180
16.4
116176
14.99
21.75
0.00
40.9
0.18
21.57
184
15.5
114882
14.96
21.08
0.00
40.2
0.17
20.91
188
14.6
113533
14.93
20.39
0.00
39.6
0.17
20.22
192
13.8
112145
14.89
19.70
0.00
38.9
0.17
19.52
196
13.1
110733
14.86
18.99
0.00
38.2
0.17
18.82
200
12.3
109308
14.83
18.29
0.00
37.6
0.17
18.12
204
11.7
107880
14.79
17.60
0.00
36.9
0.17
17.43
208
11.0
106457
14.76
16.91
0.00
36.2
0.17
16.74
212
10.4
105044
14.73
16.24
0.00
35.5
0.17
16.07
216
9.9
103648
14.69
15.59
0.00
34.9
0.17
15.42
220
9.3
102272
14.66
14.95
0.00
34.3
0.17
14.79
224
8.8
100919
14.63
14.33
0.00
33.6
0.16
14.17
228
8.3
99592
14.59
13.74
0.00
33.0
0.16
13.57
232
7.9
98293
14.56
13.16
0.00
32.4
0.16
13.00
236
7.4
97024
14.53
12.60
0.00
31.8
0.16
12.44
240
7.0
95785
14.50
12.06
0.00
31.3
0.16
11.90
244
6.6
94576
14.47
11.55
0.00
30.7
0.16
11.39
248
6.3
93400
14.45
11.05
0.00
30.2
0.16
10.89
252
5.9
92255
14.42
10.58
0.00
29.7
0.16
10.42
256
5.6
91141
14.39
10.12
0.00
29.2
0.16
9.96
260
5.3
90059
14.36
9.68
0.00
28.7
0.16
9.53
264
5.0
89009
14.34
9.27
0.00
28.3
0.15
9.11
268
4.7
87989
14.31
8.86
0.00
27.8
0.15
8.71
272
4.5
86999
14.29.
8.48
0.00
27.4
0.15
8.33
276
4.2
86039
14.27
8.11
0.00
27.0
0.15
7.96
280
4.0
85108
14.24
7.76
0.00
26.6
0.15
7.61
284
3.8
84206
14.22
7.43
0.00
26.2
0.15
7.28
288
3.6
83331
14.20
7.11
0.00
25.8
0.15
6.96
292
3.4
82484
14.18
6.80
0.00
25.4
0.15
6.65
296
3.2
81663
14.16
6.51
0.00
25.1
0.15
6.36
300
3.0
80868
14.14
6.23
0.00
24.8
0.15
6.08
304
2.9
80098
14.12
5.96
0.00
24.4
0.15
5.82
308
2.7
79352
14.10
5.71
0.00
24.1
0.15
5.56
312
2.6
78629
14.09
5.47
0.00
23.8
0.15
5.32
316
320
2.4
77930
14.07
5.24
0.00
23.5
0.15
5.09
324
2.3
2.2
77253
14.05
5.01
0.00
23.2
0.14
4.87
328
2.0
76597
75962
14.04
14.02
4.80
0.00
23.0
0.14
4.66
332
1.9
75347
14.01
4.60
4.41
0.00
0.00
22.7
0.14
4.46
336
1.8
74751
13.99
4.22
0.00
22.4
22.2
0.14
0.14
4.26
340
1.7
74175
13.98
4.05
0.00
22.0
0.14
4.08
3.91
344
1.6
73617
13.96
3.88
0.00
21.7
0.14
3.74
348
352
1.5
73076
13.95
3.72
0.00
21.5
0.14
3.58
356
1.5
72553
13.94
3.57
0.00
21.3
0.14
3.43
360
1.4
72046
13.92
3.42
0.00
21.1
0.14
3.28
364
1.3
1.2
71555
13.91
3.28
0.00
20.9
0.14
3.14
368
1.2
71079
70619
13.90
13.89
3.15
0.00
20.7
0.14
3.01
372
1.1
70173
13.88
3.02
2.90
0.00
0.00
20.5
20.3
0.14
2.88
376
1.0
69741
13.87
2.78
0.00
20.2
0.14
0.14
2.76
380
1.0
69322
13.86
2.67
0.00
20.0
0.14
2.64
2.53
384
388
0.9
68917
13.85
2.56
0.00
19.8
0.14
2.43
392
0.9
0.8
68524
13.84
2.46
0.00
19.7
0.14
2.33
396
0.8
68143
67774
13.83
2.37
0.00
19.5
0.14
2.23
400
0.7
67416
13.82
13.81
2.27
2.18
0.00
19.4
0.14
2.14
404
0.7
67070
13.80
2.10
0.00
0.00
19.2
19.1
0.14
2.05
408
0.7
66734
13.79
2.02
0.00
19.0
0.14
1.96
0.13
1.88

9/18/2014 The Village at Mott's Creek 03060
MLV Stormwater Pond 3 Spillway Routing
100-year Storm
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
19.50 ACRES
HYDRAULIC LENGTH
2500 FT
CHANGE IN HEIGHT
10 FT
RUNOFF COEF. 'C'
0.25
TIME OF CONCENTR
27.07 MIN
INTENSITY 100 YR
7.37 IN/HR
Qa = 35.93 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 10 INCHES 100yr, 24hr PRECIPITATION
CN = 62
S = (1000/CN)-10
S = 6.13
Depth (D) = (P-0.2S)"2/(P+0.8S)
D = 5.17 IN-100yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 92.39 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp`1.39'60
88,593 cu. ft.
CALCULATE Ks AND b
SET NORMAL ELEVATION AT = 12.00 feet
AFTER DEVELOPMENT
WATERSHED AREA
19.50 ACRES
HYDRAULIC LENGTH
2500 FT
CHANGE IN HEIGHT
10 FT
RUNOFFCOEF.'C'
0.33
TIME OF CONCENTR
27.07 MIN
INTENSITY 100 YR
7.37 IN/HR
Qp = 47.43 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)
12.0
34,577
0
0
0
0
0
0
13.0
37,033
35,805
35,805
1.0
10.4858
0
1.01
14.0
39,741
38,387
74,192
2.0
11.2144
0.6931
1.98
15.0
42,449
41,095
115,287
3.0
11.6552
1.0986
2.97
16.0
45,157
43,803
159,090
4.0
11.9772
1.3863
4.00
17.0
47,865
46,511
205,601
5.0
12.2337
1.6094
5.06
Regression Output:
Ks = 35427
b = 1.08
Constant 10.48

9/19/2014 The Village at Mott's Creek
MLV Stormwater Pond 3 Spillway Routing
100-year Storm
03060
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
Qa =
35.93 cfs
QP =
47.43 cfs
TP =
92.4 min
dT =
4 min
BASIN DATA
Ks =
35427
b =
1.08
Zo =
12.0 It
Normal water elev =
12.0 ft
Box Weir Length =
ft
Peak Outflow =
44.93 cfs
Cw =
3.0
Peak Stage =
16.33 ft
Zcr =
Maximum Storage =
173,526 cu ft
ft
Control Holes:
State Orifice:
Dia =
in
Dd =
in
Inv =
It
Cd =
0.59
Weir:
L =
360 in
Zi =
ft
Inv =
16.0 ft
Time
(min)
Inflow
(cfs)
Storage
Stage
Outflow
W Riser
Barrel
Orifice
City Weir
0
(cu. ft)
(ft)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
0.0
0
12.00
0
0
0
0
4
0.2
0
12.00
0
0.00
0
0
0.00
8
12
0.9
53
12.00
0.00
0.00
0.0
0.00
0.00
0.00
16
1.9
3.4
262
12.01
0.00
0.00
0.0
0.00
0.00
20
5.3
729
1551
12.03
0.00
0.00
0.0
0.00
0.00
24
7.5
2817
12.06
12.10
0.00
0.00
0.00
0.0
0.00
0.00
28
10.0
4609
12.15
0.00
0.00
0.00
0.0
0.00
0.00
32
12.7
6999
12.22
0.00
0.00
0.0
0.0
0.00
0.00
36
15.7
10048
12.31
0.00
0.00
0.0
0.00
0.00
40
18.8
13806
12.42
0.00
0.00
0.0
0.00
0.00
44
21.9
18306
12.54
0.00
0.00
n n
0.00
0.00
48
25.2
23573
12.69
0.00
0.00
0.0
0.00
0.00
0.00
52
28.4
29613
12.85
0.00
0.00
0.0
0.00
0.00
56
31.5
36419
13.03
0.00
0.00
0.0
0.00
0.00
60
34.4
43973
13.22
0.00
0.00
0.0
0.00
0.00
64
37.2
52238
13.43
0.00
0.00
0.0
0.00
0.00
68
39.7
61168
13.65
0.00
0.00
0.0
0.00
0.00
72
41.9
70702
13.89
0.00
0.00
0.0
0.00
0.00
76
43.8
80770
14.14
0.00
0.00
0.0
0.00
0.00
80
45.4
91290
14.39
0.00
0.00
0.0
0.00
0.00
84
46.5
102175
14.66
0.00
0.00
0.0
0.00
0.00
88
47.2
113327
14.92
0.00
0.00
0.0
0.00
0.00
92
47.4
124646
15.19
0.00
0.00
0.0
0.00
0.00
qA
47.2
136027
15.46
0.00
0.00
0.0
0.00
0.on
100
46.6
147367
15.72
0.00
0.00
0.0
0.00
104
45.6
158560
15.98
0.00
0.00
0.0
0.00
0.00
108
44.2
169505
16.24
27.41
0.00
0.0
0.00
112
42.3
173526
15.33
44.93
0.00
0.0
0.00
7.41
116
40.2
172906
16.32
42.05
0.00
0.0
0.00
44.93
120
38.0
172472
16.31
40.07
C.00
0.0
0.00
42.05
12n
36.0
171985
16.29
37.88
0.00
0.0
0.00
40.07
128
34.0
171522
16.28
35.85
0.00
0.0
0.00
37.88
132
32.1
171076
16.27
33.92
0.00
0.0
0.00
35.85
136
30.4
170647
16.26
32.10
0.00
0.0
0.00
92
33.10
140
28.7
170233
16.25
30.37
0.00
0.0
0.00
30.
144
27.1
169835
16.24
2A 7a
0.00
0.0
0.00
37
.74
148
25.7
169451
16.24
27.19
0.00
0.0
0.00
28
28.74
152
24.2
169081
16.23
25.73
0.00
0.00
27.19
0.0
0.00
25.73

9/1812014
The Village at Mott's Creek
MLV
Stormwater Pond 3
Spillway Routing
100-year
Storm
156
22.9
168724
16.22
24.35
0.00
0.0
160
21.7
168381
16.21
23.05
0.00
0.00
24.35
164
20.5
168050
16.20
21.81
0.00
0.0
0.00
23.81
168
19.4
167732
16.20
20.64
0.00
0.0
21.81
172
18.3
167426
16.19
19.53
0.00
0.0
0.00
0.00
176
17.3
167129
16.18
18.49
0.00
0.0
0.00
19.53
18.49
180
16.4
166844
16.18
17.50
0.00
0.0
0.00
18.50
184
15.5
166570
16.17
16.56
0.00
0.0
0.00
16.56
188
14.6
166305
16.16
15.67
0.00
0.0
0.00
15.67
192
13.8
166050
16.16
14.84
0.0
0.00
14.84
196
13.1
165805
16.15
14.04
0.00
0.0
0.00
14.84
200
12.3
165568
16.15
13.29
0
0.0
0.00
14.
204
11.7
165340
16.14
12.58
.00
0.0
.00
29
13.58
208
11.0
165121
16.14
11.91
0.00
0.0
00 .00
12.91
212
10.4
164909
16.13
11.27
0.00
0.0
0.00
11.
216
9.9
164705
16.13
10.67
0.00
0.0
0.00
11.27
220
9.3
164509
16.12
10.10
0.00
0.0
0.00
10.
224
8.8
164319
16.12
9.56
0.00
0.0
0.00
10
19.56
.56
228
8.3
164137
16.11
9.06
0.00
0.0
0.00
.
232
7.9
163961
16.11
8.57
0.00
0.0
0.00
236
7.4
163792
16.11
8.12
0.00
0.0
0.00
8.
57
.12
240
7.0
163629
16.10
7.69
0.00
0.0
0.00
244
6.6
163472
16.10
7.28
0.00
0.0
0.00
7.
.
248
6.3
163320
16.09
6.89
0.00
0.0
0.00
7.28
252
5.9
163174
16.09
6.52
0.00
0.0
0.00
6.89
256
5.6
163033
16.09
6.18
0.00
0.0
0.00
6. 52
260
5.3
162898
16.08
5.85
0.00
0.0
0.00
18
.85
264
5.0
162767
16.08
5.54
0.00
0.0
0.00
.
5.85
268
4.7
162641
16.08
5.25
0.00
0.0
0.00
5.54
272
4.5
162520
16.08
4.97
0.00
0.0
0.00
5.2525
276
4.2
162403
16.07
4.71
0
0.0
0.00
4.
280
4.0
162290
16.07
4.46
.00
0.0
0.00
4.71
284
3.8
162181
16.07
4.22
.
0.0000
022
0.0
0.00
4.
288
3.6
162077
16.07
4.00
0.00
0.0
0.00
4.00
292
3.4
161976
16.06
3.79
0.00
0.0
0.00
4.
296
3.2
161878
16.06
3.59
0.00
0.0
0.00
3.79
300
3.0
161785
16.06
3.40
0.00
0.0
0.00
3. 5
304
2.9
161694
16.06
3.22
0.00
0.0
0.00
3. 40
308
2.7
161607
16.05
3.05
0.00
0.0
0.00
3. 22
312
2.6
161523
16.05
2.89
0.00
0.0
0.00
3. 05
316
2.4
161442
16.05
2.74
0.00
0.0
0.00
289
320
2.3
161364
16.05
2.59
0.00
0.0
0.00
2.74.74
324
2.2
161289
16.05
2.46
0
0.0
0.00
2 NA
328
2.0
161217
16.05
2.33
.00
0.00
0.0
0.00
46
2.33
332
1.9
161147
16.04
2.21
0.00
0.0
0.00
2.
336
1.8
161080
16.04
2.98
0.00
0.0
0.00
2. 21
340
1.7
161015
16.04
0.00
0.0
0.00
2.09
344
1.6
160952
16.04
�_$$
0.00
0.0
0.00
1.98
348
1.5
160892
16.04
1.88
0.00
0.0
0.00
1.88
352
1.5
160834
16.04
169
0.00
0.0
0.00
1.7
356
1.4
160778
16.04
1.60
0.00
0.0
0.00
1.69
360
1.3
160724
16.03
1_52
0.00
0.0
0.00
1.60
364
1.2
160672
16.03
1.44
0.00
0.0
0.00
1.52
368
1.2
160621
16.03
1.36
0.00
0.0
0.00
1.44
372
1.1
160573
16.03
1.29
0.00
0.0
0.00
36
1.29
376
1.0
160526
16.03
122
0.00
0.0
0.00
1.
380
1.0
160481
16.03
1.16
0.00
0.0
0 00
1 2 2
384
0.9
160438
16.03
1.10
0.00
0.0
0.00
1.1
388
0.9
160396
16.03
0.00
0.0
0.00
1.1 0
392
0.8
160356
16.03
p.gg
0.00
0 0
G.00
1.04
396
0.8
160317
16.03
0.94
0.00
0.0
0.00
0.99
400
0.7
160279
16.02
0.89
0.00
0.0
0.00
0.94
404
0.7
160243
16.02
0.84
0
0.0
O.OD
0.89
408
0.7
160208
16.02
0.80
.00
0.00
0.0
0.00
0.84
0.0
0.00
0.80
03060

CUIOD CAI -CS
10/14/14 Village At Motts Landing 03060
MLV Swale Calculations
Swale Calculations
ter.
Intensity Its = 8.15 in/hr OCTZ O �� ,
5 :1 swales ll.•
BY•
RN = I(5)(D) / 2(sgrt(25+1)] v
= 0.49D 1 L_ ID
A = (5D)(D) 5
= 5D2
Q = (1.49/n)(A)(RH)2r3(S)112
Q = 11 49/n)(5D2 0 49d 213 S 112 5D
Dw = [(Q)(n/1.49)) / ((5)(.49)m(S)v2]
Swale 1
Drainage Area =
0.25 acres
Q = CIA
Runoff C =
0.50
=
1.02 cfs
swale length =
100 ft.
difference in height =
0.75 ft.
Slope (S) =
0.0075
n =
0.03
Dw = 0.08
D = 0.38 ft.
Vel. = 1.40 fps
Swale 3
Drainage Area =
3.44 acres
Q = CIA
Runoff C =
0.50
=
14.02 cfs
swale length =
150 ft.
difference in height =
0.2 ft.
Slope (S) =
0.0013
n =
0.03
De/3 = 2.49
D = 1.41 ft.
Vel. = 1.42 fps
Swale 5
Drainage Area =
6.80 acres
Q = CIA
! Runoff C =
0.50
=
27.71 cfs
swale length =
137 ft.
difference in height =
0.43 ft.
Slope (S) =
0.0031
n =
0.03
D&3 = 3.20
D = 1.55 ft.
Vel. = 2.31 fps
Swale 2
Drainage Area =
4.93 acres
Q = CIA
Runoff C =
0.50
=
20.09 cfs
Swale length =
100 ft.
difference in height =
0.1 ft.
Slope (S) = 0.0010
n =
0.03
D8/3 = 4.12
D = 1.70 ft.
Vel. = 1.39 fps
Swale 4
Drainage Area =
2.88 acres
Q = CIA
Runoff C =
0.50
=
11.74 cfs
swale length =
120 ft.
difference in height =
0.3 ft.
Slope (S) = 0.0025
n =
0.03
D8/3 = 1.52
D = 1.17 ft.
Vel. = 1.71fs
G®�®`�elllt►I//��i
m � H BAR °Oo
®
SEAL •
17374 i
lot
to°14° 14
t
03060swales5_25-yr 1 of 1

10/14/14 Village At Motts Landing
MLV Swale Calculations
03060
Swale Calculations
Intensity I10o = 9.6 in/hr
5 :1 swales
RH = [(5)(D) / 2(sgrt(25+1)jy �`
= 0.49D 1 t_ ID
A = (5D)(D) 5
= 5D2
Q = (1.49/n)(A)(RH)M(S)1/2
Q = 11 AQ/njjrn2NfA 49d 2/3 S1f2 5D
D813 = ((Q)(n/1.49)) / I(5)(.49)v3(S)1/2]
5waie 1
Drainage Area =
0.25 acres
Q = CIA
Runoff C =
0.50
=
1.20 cfs
swale length =
100 ft.
difference in height =
0.75 ft.
Slope (S) =
0.0075
n =
0.03
De = 0.09
D = 0.40 ft.
Vel. = 1.46 fps
Swale 3
Drainage Area =
3.44 acres
Q = CIA
Runoff C =
0.50
=
16.51 cfs
swale length =
150 ft.
difference in height =
0.2 ft.
Slope (S) =
0.0013
n =
0.03
D8/3 = 2.93
D = 1.50 ft.
Vel. = 1.47 fps
Swale 5
Drainage Area =
6.80 acres
Q = CIA
Runoff C =
0.50
=
32.64 cfs
swale length =
137 ft.
difference in height =
0.43 ft.
Slope (S) =
0.0031
i 1 =
0.03 E
D = 3.77
D = 1.65 ft.
Vel. = 2.41fs
Swale 2
Drainage Area =
4.93 acres
Q = CIA
Runoff C =
0.50
=
23.66 cfs
swale length =
100 ft.
difference in height =
0.1 ft.
Slope (S) =
0.0010
n =
0.03
Dw = 4.85
D = 1.81 ft.
Vel. = 1.45 fps
Swale 4
Drainage Area =
2.88 acres
Q = CIA
Runoff C =
0.50
=
13.82 cfs
swale length =
120 ft.
difference in height =
0.3 ft.
Slope (S) _ . 0.0025
n =
0.03
D8/3 = 1.79
D = 1.24 ft.
Vel. = 1.79 fps
03060swales5_100-yr 1 of 1

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AIA
RCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
October 9, 2014
Dr. Arnold Sobol, Member/Manager
Aftew Properties, LLC
2020 S. Churchill Dr.
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8 030917
The Village at Motts Landing
New Hanover County
Dear Dr. Sobol:
John E. Skvada, III
Secretary
The Wilmington Regional Office received and accepted a modified State Stonnwater Management Permit Application and
Renewal for The Village at Motts Landing on September 19, 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:
Application:
a. Impervious Total in Table: Please check the total imperious on the application. It appears to sum to
1,821,478sf rather than 1,821,178sf. Please make any necessary corrections (see the attached table).
b. 30% Overall:
i. Permit Correction: The 2011 permit inadvertently left out the overall 30% low density
requirement that was in the 2008 and 2010 permits. This requirement will be added back into
your permit.
ii. Option: Please see the attached table. The project is currently submitted 29.77% impervious.
You have the option to "max our the curb outlet swale's future imperious area such that the
project is 30% overall (assuming that the swales can handle the additional area draining to
them). This would increase your available impervious area by 13,792 square feet. If you
choose to "max our the data please make the necessary changes to the curb outlet
calculations, low density supplement, etc.
2. Calculations: It appears that the calculations were omitted from the package. Please submit:
a. Curb Outlet: Calculations that the swales can accommodate the increased imperious area.
b. Pond 3:
i. Please submit calculations that the increase of 30,000sf of imperious area can be treated by
the existing pond.
ii. Please submit the revised pond supplement showing the revised impervious data. (You can
submit an updated version of the existing supplement which is an older version if that is easier.)
3. Documentation: Please submit the following paperwork which is not currently on file.
a. Recorded deed restrictions reflecting the imperious area allocation in Table 1
b. PE Certification(s) (if the ponds have been built)
4. Drainage Area Map: Please submit an additional copy of the drainage area map.
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 November 10, 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.
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 - [phone] / Fax: [phone]

SW8 030917
October 9, 2014
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].
Since ly,
I< y Johnson
nvironmental Engineer
GDSlkpj: G:1WWhared0ormwater Permits & Projects120031030917 HD1201410 addinfo 030917
enc : Impervious Summary Table
cc: Phil Tripp, PE
Wilmington Regional Office Stormwater File
Page 2 of 2

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Casmer, Jo
From: Casmer, Jo
Sent: Tuesday, September 23, 201410:02 AM
To: 'lobos251Qaol.com; 'Tripp Engineering'
Subject: The Village at Motts Landing; Stormwater Permit SW8 030917
The Wilmington Regional Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section) received the
Stormwater Permit Renewal/Modfication Application and $505.00 fee on September 19, 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.
fo CAMer
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 correspondence to and from this address may be subjW to the North Carolina Public Recoids Law and may be dlsdosed to third
parties
k
SP19
BY: -

Scott, Georgette
From: Scott, Georgette
Sent: Monday, September 22, 2014 3:55 PM
To: '[e-mail]'
Subject: VAML:Ph2B (Molts Landing)
Sam,
Reviewed your Prelim Plan (Perf) for this project. We only have a clear and grade for Phase 2. Will
need state stormwatcr permit. We will send them a'Letter requesting permit application.
Georgette Scott.
Stormwater Program Supervisor
State Stormwater Program
NC Division of Energy, Mineral and Land Resources
127 Cardinal Drive Ext.
Wilmington, NC 28405
Phone [phone]
Fax [phone]
E-nail correspondence to wid from this address may he subject to the North Garolima Public Records Law an y be disclosed to third parties.
V

compieteness Keview t,necxust
Project Name: LV.iU„ 0. - ft" ( Rece -.,,ed Date:
PIrcject Location: A4 L, Accepted Date: j
R0(s) ®2008 Coastal 1995 Coastal ®Phase II (WiRO) ®Universal 131988 Coastal
of Permit: New A�Mo or PR Existing Permit # (Mod or PR): Q 3 Oci 17 PE Cert on File?
pe:----Com-marcia.l._—or-=-=-Residential_—_—::. -- ----._
(% OK?) Stream Class: ®SA Map ®Offsite to SW8
S-i Alvided?: Subdivision or Single Lot IMORW Map MExempt
L eQ =u�pplement(8)
Eii`Olii ed Eng1 i�c Y^:r vn:
(1 original per BMP) BMP Type(s):
Ec6M
with correct/original signatures (1 original per BMP except LS/VFS and swales)
Application with correct/original signatures ®Deed
Corp or LLC: Sig. Auth. per SoS or letter 13
Email Address: Design Engineer 6�
p. 05 (within 6mo) ®Email Address: Owner
Soils Report with SHWT Note to Reviewer: f u
r Calculations (signed/sealed) C � A
�No obvious errors �- c5/
Density includes common areas, etc �b`-L /ACVP vl
Restrictions, if subdivided:
& Notarized
E
ns
Sets etails (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
�Graclin MWetlands: Delineated or No Wetlands
cinity Map 1-ayouZ4 proposed BUA dimensions)
LA nd A Maps ®Project Boundaries
Infiltration Wet Pond Offsite
;Soils Report ®Soils Report ElPE 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: Pr000sed:
BUA (sf)
DA (sf
PP (el)
SHWT (el)
Depth (ft)
SA (sf)

Job No. 03060/13042
Date:_ 09/19/14
TRIPP ENGINEERING, F.C.
419 Chestnut Street, Wilmington, NC 28401
Phone: (910) '763-5 iv0 : FA"'x: (910 )'763-5631
Email: [e-mail]
LETTER OF TRANSMITTAL
To: NCDENR PIECEIVEP
Attention: Kelly Johnson SEP 192014
Subject: The Village at Motts Landing (SW8 030917 Mod)
13Y:
FAX TRANSMITTAL: NUMBER OF PAGES INCLUDES COVER
I am sending you: ( X ) ATTACHED ( ) UNDER SEPARATE COVER
( X ) Prints ( ) Tracings ( ) Copy of letter
( )Specifications (X) Other
Conies Item No Descriotion
2 C1 C2 C13, DA1 Site Plans, Details and Drainage Area Map
2 Stormwater Mod Aoolication (original & copy)
1 Stormwater Permit Renewal Application
1 �505 Check _
1 Narrative
1 Grassed Swale Supolement
Grassed Swale O & M Agreement
Low Density Supplement
Table of Impervious Areas per Lot
These are transmitted as checked below:
( X ) For Approval ( ) For Your Use ( ) Sign & Return ( X ) Review
Remarks: Please review for - -oval and contact us with an uestions comments or if you
need additional information Thank you
cc: RECEIVED
SEP 19 2014 Signed: Monica Valsi

September 18, 2014
S'tormwater Narrative
The Village at Motts Landing Phase 1
New Hanover County, NC
TE 03060
The Village at Motts Landing Phase 1 is a previously permitted 140.44 acre tract proposed as a residential
subdivision. The subdivision was designed in three separate drainage basins and curb outlet drainage areas.
Each basin was designed as high density and treated by wet detention. Each pond was designed to meet the
State's 1" and the County's 25-year pre -post requirement. Each curb outlet drainage area was designed as
low density and treated by curb inlets and grassed swales. Outflow from all ponds and curb outlets drain to
Mott's Creek, classification C-SW.
Modifications to this previously permitted plan have been made. Some lots have been relocate /
renumbered throughout P, tease 1. Concrete sidewalk is proposed on one side of each roadway. Swale #5 has
also been relocated. Below is a description of the revised impervious areas for each drainage basin and curb
outlet drainage area.
Drainage Basin #1 has an area of 43.44 acres as previously permitted. Within this basin is 96 lots totaling
396,000 sf, 157,989 sf of asphalt streets including curb and gutter, a 31,395 sf amenities area, 17,815 sf of
concrete sidewalk, and 90,389 sf for future development for a total impervious surface area of 693,588 sf.
The total impervious surface area is the same as previously permitted. This area will be treated by wet
detention pond #1.
Drainage Basin #2 has an area of i 7.70 acres as previously permitted. Within this basin is 57 lots totaling
275,500 sf, 101,298 sf of asphalt streets including curb and gutter, 21,745 sf of concrete sidewalk, and
21,268 sf for future development for a total impervious surface area of 419,811 sf. The total imperious
surface area is the same as previously permitted. This area will be treated by wet detention pond #2.
Drainage Basin #3 has an area of 19.50 acres as previously permitted. Within this basin is 30 lots totaling
141,500 sf, 61,916 sf of asphalt streets including curb and gutter, 8,290 sf of concrete sidewalk, and 21,210
sf for future development for a total impervious surface area of 232,916 sf. The total imperious surface area
is 30,000 sf more than what was previously permitted. This area will be treated by wet detention pond #3.
The additional 30,000 sf of impervious surface meets the State's 1.5" storm in lieu of the 1" design storm
without pond modification. Revised calculations are provided that demonstrates the aforementioned design
as well as the County's 25-year pre -post requirement.
The curb outlet drainage areas consist of 72 lots totaling 324,000 sf, 119,181 sf of asphalt streets including
curb and gutter, 11,890 sf of concrete sidewalk, and 19,792 sf for future development for a total impervious
surface area of 474,863 sf. The total impervious surface area is the same as�previousl . . ed. These
areas will be treated with curb inlets and grassed swales. Ek,;11�I I- Orr W
SEP 19 2014
BY:

Table 1 - SW8 030917 - The Village at Matte Landing - BUA Summary
2011
Plan Revision
September 2014
Plan Revision
ImperviousNovember
Area
In Each Drainage Area
.- ea (ft2)
In Each Drainage Area
oil1-
111111�-
111
—
®—
®
—
111
I11��
—
111
—
—Mmw
III
--
lowfe
owl
III
10
now111

Table 1 - SW8 030917 - The Villaae at Motts Landina - BUA Summary
Novemberi
. - RevisionPlan
-. - .-
Revision
.-
-. .
-.
-.
• -
-.
-.
-.
. • -o
ImperviousArea
In Each .- Area
.- -
In Each Drainage Area
'Hill]
-�--�
=

Table 1 - SW8 030917 - The Village at Metts Landino - BUA Summary
November 2011
Plan Revision
September 2014
Plan Revision
Lot Number
Pond 1
Pond 2
1 Pond 3
ICurb Outlet
Pond 1
1 Pond 2
1 Pond 3
Curb Outie
Impervious Area (ft)
In Each Drainage Area
Impervious Area ( )
In Each Drainage Area
91 R
4,500
4,500
92
4,500
4,500
93
4,500
4,500
94
4,500
4,500
95
4,500
4,500
----------------
`
96
4,500
4,500
97
4,500
4,500
98
4,500
4,500
99
4,500
4,500
100
4,500
4,500
101
4,500
4,500
102
4,500
4,500
103.
4,500
4,500
104R
4,500
4,500
105
4,500
4,500
106
4,5.00
4,500
107
4,500
1
4,500
108
4,500
4,500
109A
4,500
4,500
109
4,500
4,500
110
4,500
4,500
111
4,500
4,500
112
4,500
4,500
113
4,500
4,500
114
4,500
4,500
115
4,500
4,500
116
4,500
4,500
117
4,500
4,500
118
4,500
4,500
119
4,500
4,500
119A
4,500
4,500
120
4,500
4,500
120A
4,500
4,500
121
4,500
4,500
122
4,500
4,500
123
4,500
4,500
124
4,500
4,500
1.25
4,500
4,500
126
4,5001
4,500
4,500
4,500
127
128
4,500
4
4,500
129
4,500
4,500
130
4,600
4,500
131
4,000
4,000
132
4,0001
4,000

Table 1 - SW8 030917 - The Village at Motts Landing - BUA Summary
November 2011
Plan Revision
September 2014
Plan Revision
Lot Number
Pond 1
I Pond 2 I
Pond 3 jCurbOutlel
Pond 1 Pond 2
I Pond 3
CurbOutlet
Impervious Area ( ")
In Each Drainage Area
Impervious Area ( )
In Each Drainage Area
133
4,500
4,5.00
134
4,500
4,500
135
4,500
4,500
136
4,500
1
4,500
137
5,0001
5,000
138
5,000
5,000
139
5,000
5,000
140
5,000
5,000
141
5,000
5,000
142
5,000
5,000
143
5,000
5,000
144
5,000
5,000
145
5,000
5,000
146
5,000
5,000
147
5,000
5,000
148
5,000
5,000
149
5,000
5,000
150
5,000
6,000
161
5,000
5,000
152
5,000
5,000
153
5,000
5,000
154
5,000
5,000
155
4,000
4,000
156
4,500
4,500
157
4,500
4.,500
158
4,500
4,500
159
4,5.00
4,500
160
4,500
4,5.00
161
4,500
4,500
162
4,500
4,500
163
4,500
4,500
164
4,500
4,500
165
4;500
4,500
166
4,500
4,500
167
4,500
4,500
16,8
4,500
4,500
169
4,500
4,500
170
4,500
4,500
171
4,500
4,5,00
172
4,500
4,500
i 173
4,500
4,500
174A
4,500
4,500
175
4,500
1
4,500
176
4,500
4,500
177
4,500
4,500

Table 1 - SW8 030917 - The Villaae at Motts Landina - RUA Summaw
November 2011
Plan Revision
September 2014
Plan Revision
Lot Number
Pond 1
Pond 2
1 Pond 3
ICurb Outlet
Pond 1
Pond 2
1 Pond 3
jGurb Outlet
Impervious Area (ft)
In Each Drainage Area
Impervious Area ( )
In Each Drainage Area
178
4,500
4,500
179
4,500
4,500
180
4,500
4,500
181
4,500
4,500
182
4,500
4,500
183
4,500
4,500
184
4,500
4,500
185
4,500
4,500
186
4,500
4,500
187
4,500
4,500
188
4,500
4,500
189
4,500
4,500
190
4,500
4,500
191
4,500
4,500
192
4,500
4,500
193
4,500
4,500
194
4,500
4,500
195
4,500
4,500
196
4,500
4,500
197
4,500
4,500
198
4,500
4,500
199
4,500
4,500
200
4,500
4,500
201
4,500
4,500
202
4,500
4,500
20.3
4,500
4,500
204
4,500
4,500
205
4,500
4,5.00
206
4,500
4,500
207
4,500
4,500
208
4,500
4,500
209
4,500
4,500
210
4,500
4,500
211
4,500
4,500
212
4,500
4,50.0
213
4,000
4,000
214
4,000
4,000
215
4,000
4,000
216
4,000
4,000
217
4,000
4,000
218
4,000
4,000
219
4,000
4,000
220
4,000
4,000
221
4,000
4,000
222
4,0001
4,000

Table 1 - SW8 030917 - The Village at Motts Landing - BUA Summary
November 2011
Plan Revision
September 2014
Plan Revision
Lot Number
Pond 1
Pond 2
Pond 3 ICurb
Outlel
Pond 1
Pond 2 1
Pond 3 ICurb
Outle
Impervious Area (ft)
In Each Drainage Area
Impervious Area (ft)
In Each Drainage Area
223
4,000
4,000
224
4,000
4,000
225
4,000
4,000
226
4,000
4,000
372
5,000
5,000
373
5,000
5,000
374
5,000
5,000
375
5,000
5,000
376
5,000
5,000
377
5,000
5,000
5,000
4,500
4,500
4,500
4,500
386
4,000
4,000
387
4,000
4,000
388
4,000
4,000
Duplexes 12 @ 6,000
1-2
6,000
6,000
3-4
6,000
6,000
5-6
6,000
6,000
7-8
6,000
6,000
9-10
6,000
6,000
11-12
6,000
6,000
13-14
6,000
6,000
15-16
6,0001
6,000
17-18
6,0001
6,000
19-20
6,000
6,000
21-22
6,000
6,000
23-24
6,000
6,000
Total BUA
391,500
285,0001
141,000
374,000
396,000
275,500
141,500
324,000
1,191,500
1,137,000

Summary of Lot changes
Lot No. Pond1 Pond 2 Pond 3 Curb Outlet
21
(5,000)
5,000
57
(4,500)
58
(4.500)
59
(4.500)
60
(4;500)
61
(4,500)
62
(4,500)
63
(4,500)
70
(4,500)
4,500
171
(4,500)
4,500
174
(4.500)
174A
4,500
378
(5,000)
382
(4, 500)
383
(4,500)
384
(4500)
385
(4,500)
Total +/-1
4,500
(9,500)
500
1 (50,000)

w°°"T Y' NEW HANOVER COUNTY
PLANNING & INSPECTIONS
DEPARTMENT
.F�Aau�'fr'
' AGENCY CHECKLIST
Sam Burgess
Senior Planner
230 Government Center Dr, Suite 110
Wilmington, NC 28403
910-798-7441phone
910-798-7053 fax
[e-mail]
wwv, .nhcgov.com
Project Name: V A M LDate:
a_
_Preliminary Plan (Conventional Performanc High Density, EDZD)
• Engineering/ Jim Iannucci/Jason Clar
• Soil & Water Conservation District/ Dru Harrison
• Emergency Services/ Warren Lee
• Fire Services/ Ray Griswold / Tom Sosebee / Josh Smith
• E911/ Andy Whitley
• Environmental Health/ Cathy Timpy (only if plan proposes well or septic tanlQL
• Cape Fear Public Utility Authority/ Bernice Johnson / Kent Harrell G OV E
✓ Additional Agencies: SEP 17 20%
• Corps of Engineers/ Emily Hughes
• School System/ Marion Brill / Eddie Anderson BY.
• 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)
• NC D.E.M.L.R./ 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 your written comments on the attached site plan back to
Planning & Inspections and the applicant within (3) three weeks.
Sender Comments: Plec e !moo �t ; a,.., Q, cxcl.� • }a o
Y�Qw�
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
www.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-oo0
Location of Property
Square Feet/Acres on Plat
Motts Village Road (at Sanders Rd. & River Rd.)
35.6 ac
Project Name
Land Classification
The Village at Mott's Landing - Phase 2B
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 approval letters for water and sewer. A checklist outlining these
requirements is available to help you through this process.
I certify that all 'nformation presented in this application is accurate to the best of my knowledge.
&1% Arnold Sobol T,
Signature of Prop e ty wn r and/or Developer Print Name
Page 1 of 1
PRD 05110

11 I
TYPICAL EXAMPLES OF WHEELCHAIR RAMPS
LOCATIONS WHEN CROSS ROAD DOES OR
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DI A7A11
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Certificate of, Disclosure: PRIVATE ROADS
(we) the developers of VILLAGE AT MOTTS LANDING PHASE 2B 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
CountySubdivision Ordinance and all applicable County Codes which
includes the design, installation, inspection, and approval by a licensed Professional Engineer
(PE) recognized in the State of 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
10.11DPISRO --_— \60� - - - _.._ -
BLIC RAW _ ----- - —.-_
---may.-,.�•' .�.� �
• 7. � '`,
Designer's Plan Certification: / -- ,'
"I hereby certify that tlis 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 "Authorizaticm-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 2B IS NOT LOCATED WITHIN 100-YR FLOOD ZONE.
2) CONSERVATION RESOURCES DO NOT EXIST WITHIN PHASE 2B.
3) TOPOGRAPHY AND TREE SURVEY COMPLETED BY SHERWIN CRIBB LAND SURVEYING.
4) STREET LIGHTS TO BE INSTALLED.
5) ROADS IN 2B ARE PRIVATE.
6) ALL IMPERVIOUS AREAS ARE TO DRAIN TO THE ENGINEERED STORM DRAINAGE SYSTEM.
7) CONTRACTOR SHALL FIELD VERIFY SIZE, MATERIAL, INVERTS AND
LOCATION OF ALL EXISTING UTILITIES PRIOR TO INSTALLATION OF .
PROPOSED CONNECTIONS.
8) 10' UTILITY EASEMENT ALONG ALL STREET FRONTAGE.
9) THIS SECTION SHALL NOT BE A GATED COMMUNITY.
10) NO PARKING, OBSTRUCTIONS OR GATES WILL BE ALLOWED WITHIN THE PUBLIC RIGHT OF WAY.
11) ACTIVE RECREATION AREA PROVIDED AND MET WITHIN OVERALL GENERAL DEVELOPMENT PLAN.
�"/
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SITE PLAN
BAR SCALE I "_ 100'
100' 50' O' 100' 200' 300'
TRACT AREA: .
MAIN TRACT
264.64 ACRES
(WEST SIDE OF RIVER ROAD)
RIVER TRACT
28.39 ACRES
(EAST SIDE OF RIVER ROAD)
CONSERVATION RESOURCE
-1.53 ACRES
(BRACKISH MARSH)
TOTAL
294.56 ACRES
PROPOSED STRUCTURE IMPERVIOUS:
35 ® 4,500 SF 157,500 SF
54 0 3,500 SF 189,000 SF
TOTAL 346,500 SF (7.95 ACRES)
ZONING: R-15
TAX MAP NO. 7600-006-012.00
AREA LOCATED WITHIN 82 ACRES
100 YEAR FLOOD PLAIN
O
^m
0
W
N
Z
ct
F-i
r
124
•
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W
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O
PHASE 2B DATA TABLE
PROJECT AREA:
35.6
ACRES "
PASSIVE RECREATION AREA:
0.65
ACRE
�,
ACTIVE RECREATION AREA*:
0
AC
�
w
0 0
S
TOTAL No. OF UNIT PROPOSED'
89
UNITS
"'
No. OF BEDROOMS PER UNIT
3
*SEE NOTE 11
_ ozz
Z <
PARKING TO BE LOCATED WITHIN PRIVATE DRIVEWAYS
Q_
CL
0
7 k-,P��,
SE P
OWNER & DEVELOPER:
AFTEW PROPERTIES, LLC
DR. ARNOLD SOBOL, MANAGER
2020 S. CHURCHILL DRIVE
WILMINGTON NC 28403
PHONE # [phone]
\\ ►►►
.Q /
SEA L
,� • 17374 _
'
/••'•ENGINE ,`�-:
%, OREGO'-\CNN �
/////IIlIll\\\�
DATE 09-1 1-14
DESIGN PGT
DRAWN EJW
C�7il
SHEET 1 OF 1
14021

NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
July 8, 2014
Mr. Arnold Sobol, Manager
Aftew Properties, LLC
2020 S. Churchill Dr.
Wilmington, NC 28403
Subject: APPLICATION RETURN
SW8 030917: The Village at Mott's Landing
New Hanover County
Dear Mr. Sobol:
John E. Skvarla, III
Secretary
On June 27, 2014, the Division received an incomplete State Stormwater Management Plan Revision Application for the
project listed above. The plan revision application is being retumed because the application package lacked the necessary
elements to accept it for review. This application is to add curb outlet swales to the project, which is a modification rather
than a plan revision. Additionally, it appears that lot numbers have been re -numbered, and it appears that the drainage
area(s) may have changed for other stormwater treatment devices. If necessary, please update Table 1 from the
November 30, 2011 permit with your modification package.
Please visit DWQ's website at http://h2o.enr.state.nc.us/su/bmp forms.htm to download the latest available forms. Please
provide the requested information and return the package to the address below. Note that the 90-day statutory permit
review time begins upon receipt of a complete application. If you have any questions, please do not hesitate to call me at
[phone] or email me at [e-mail].
Sincere. ,
f w
elly .doh n
Environmental Engineer
GDSlkpj: S:IWQSIStormwater Permits & Projects120031030917 HD12014 07 retum_app 030917
Enc: Table 1, November 30, 2011
cc: Monica Valsi, El, Tripp Engineering
Wilmington Regional Office Stormwater File
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • [phone] / Fax: [phone]

Table 1- SW8 030917 - The Villaee at Motts Landine - BUA Summary
November 30, 2011
Modification
Lot Number
Pond 1
Pond 2
1 Pond 3
1 Curb Outlet
Impervious Area (ft)
In Each Drainage.Area
1
5,000
2
5; 000
3
5,000
4
5,000
5
5,000
6
5,000
7
5,000
8
5,000
9
5,000
10
5,000
11
5,000
12
5,000
13
5,000
14
5,000
15
5,000
16
5,000
17
5,000
18
5,000
19
5,000
20
5,000
21
5,000
22
5,000
23
5,000
24
5,000
25
5,000
26
5,000
27
5,000
28
5,000
29
5,000
30
5,000
31
5,000
32
5,000
33
5,000
34
5,000
35
5,000
36
5,000
37
5,000
38
5,000
39
5,000
40
5,000
41
5,000
42
5,000
43
5,000
44
5,000
45
5,000

Table 1- SWS 030917 - The Village at Motts Landing - BUA Summary
November 30, 2011
Modification
Lot Number
Pond 1
Pond 2
1 Pond 3
1 Curb Outlet
Impervious Area (ft)
In Each Drainage Area
46
5,000
47
4,500
48
4,500
49
4,500
50
4,500
51
4,500
52
4,500
53
4,500
54
4,500
55
4,500
56.
4,500
57
4,500
58
4,500
59
4,500
60
4,500
61
4,500
62
4,500
63
4,500
64
4,500
65
4,500
66
4,500
67
4,500
68
4,500
69
4,500
70
4,500
71
4,500
72
5,000
73
4,500
74
4,500
75
4,500
76
4,500
77
4,500
78
4,500
79
4,500
80
4,500
81
4,500
82
4,500
83
4,500
84
4,500
85
4,500
86
4,500
87
4,500
88
4,500
89
4,500
90
4,500

Table 1- SW8 030917 - The Villaee at Motts Landine - BUA Summary
November 30, 2011
Modification
Lot Number
Pond 1
1 Pond 2
1 Pond 3
1 Curb Outlet
Impervious Area (ft)
In Each Drainage Area
91
4,500
92
4,500
93
4,500
94
4,500
95
4,500
96
4,500
97
4,500
98
4,500
99
4,500
100
4,500
101
4,500
102
4,500
103
4,500
104
4,500
105
4,500
106
4,500
107
4,500
108
4,500
109A
4,500
109
4,500
110
4,500
111
4,500
112
4,500
113
4,500
114
4,500
115
4,500
116
4,500
117
4,500
118
4,500
119
4,500
119A
4,500
120
4,500
120A
4,500
121
4,500
122
4,500
123
4,500
124
4,500
125
4,500
126
4,500
127
4,500
128
4,500
129
4,500
130
4,500
131
4,000
132
4,000

Table 1- SWS 030917 - The Village at Motts Landing - BUA Summary
November 30, 2011
Modification
Lot Number
Pond 1
Pond 2
1 Pond 3
1 Curb Outlet
Impervious Area (ft)
In Each Drainage Area
133
4,500
134
4,500
135
4,500
136
4,500
137
5,000
138
5,000
139
5,000
140
5,000
141
5,000
142
5,000
143
5,000
144
5,000
145
5,000
146
5,000
147
5,000
148
5,000
149
5,000
150
5,000
151
5,000
152
5,000
153
5,000
154
5,000
155
4,000
156
4,500
157
4,500
158
4,500
159
4,500
160
4,500
161
4,500
162
4,500
163
4,500
164
4,500
165
4,500
166
4,500
167
4,500
168
4,500
169
4,500
170
4,500
171
4,5001
172
4,500
173
4,500
174
4,500
175
4,500
176
4,500
177
4,500

Table 1- SW8 030917 - The Villaee at Motts Landine - BUA Summary
November 30, 2011
Modification
Lot Number
Pond 1
1 Pond 2
1 Pond 3
1 Curb Outlet
Impervious Area (ft)
In Each Drainage Area
178
4,500
179
4,500
180
4,500
181
4,500
182
4,500
183
4,500
184
4,500
185
4,500
186
4,500
187
4,500
188
4,500
189
4,500
190
4,500
191
4,500
192
4,500
193
4,500
194
4,500
195
4,500
196
4,500
197
4,500
198
4,500
199
4,500
200
4,500
201
4,500
202
4,500
203
4,500
204
4,500
205
4,500
206
4,500
207
4,500
208
4,500
209
4,500
210
4,500
211
4,500
212
4,500
213
4,000
214
4,000
215
4,000
216
4,000
217
4,000
218
4,000
219
4,000
220
4,000
221
4,000
222
4,000

Table 1- SW8 030917 - The Viila¢e at Motts Landine - BUA Summary
November 30, 2011
Modification
Lot Number
Pond 1
Pond 2
Pond 3
1 Curb Outlet
Impervious Area (ft2)
In Each Drainage Area
223
4,000
224
4,000
225
4,000
226
4,000
372
5,000
373
5,000
374
5,000
375
5,000
376
5,000
377
5,000
378
5,000
382
4,500
383
4,500
384
4,500
385
4,500
386
4,000
387
4,000
388
4,000
Multi Family, 12 @ 6,000
72,000
Total BUA:
391,5001
285,0001
141,000
374,000
1,191,500

Coen leteness Review Checklist
Project Name: dmT 0?-jS fl � lA Received Date: I q
Project Location: �{� (�� Accepted Date:
R. ule(s) 2008 Coastal
1995 Coastal OPhase II (WiRO) Universal 1988 Coastal
Type of Permit: New or Mod or PR
Existing Permit # (Mod or PR): p
PE Cert on File?
Density: HD or LD
%: (% OK?)
Type: Commercial or Residential
NCG:
Offsite to SW8
Stream Class:
SA Map
5,Uo 1vRIM?-Subdivision o le L�
OR171T1V1a
Paperwork Emailed Engineer on:
Supplements) (1 original per BMP) BMP Type(s):
0&M with correct/original signatures (1 original per BMP except LS/VFS and swales)
Application with correct/original signatures Deed
®Corp or LLC: Sig. Auth. per SoS or letter Email Address: Des] ngineer
$505 (within 6mo) ail ress• ner
OSolis Report with SHWT N to Reviewer:
Calculations (signed/sealed)
No obvious errors
Density includes common areas, etc
Deed Restrictions, if subdivided:
& Notarized
Plans
1:12 Sets
L_JG.-adir.g
Vicinity Map
13 Legend
Infiltration
Soils Report
ISHWT:
Bottom:
Additional Information:
vermittea
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)
OD( tails (roaNQe'
OWLHands:
®Lay )ut (propose
®DA h'aps 440
Wet Pond
®Soils Report
,—ISHWT:
M.
sidewalks, BMPs, Buildings, etc)
dimensions)
Project Boundaries
Offsite
MPE Cert for Master Lot #:
®Deed Rest for Master
BUA Permitted (Master):
BUA Proposed (Offsite):
El Lot # Matches Master
sf
sf

VjMWLK U 0h UAL Y
Date Received Fee Paid (express only) Permit Number
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT PLAN REVISION APPLICATION FORM
This form may be photocopied for use as an original'
I. GENERAL INFORMATION
1. Stormwater Management Permit Number: SW8 030917
2. Project Name: The Village at Motts Landing Phase I
3. Permit Holder's name (specify the name of the corporation, individual, etc.):
Aftew Properties, LLC
4. Print Owner/Signing Official's name and title (person legally responsible for permit):
Arnold Sobol, Member Manager
5. Mailing Address for person listed in item 2 above:
2020 S. Churchill Drive
City:Wilmington State:NC Zip:28403
Phone: (910 ) 763-2629 Fax: [phone]WCEIVE
Email:lobos251®aol.com JU
II. PLAN REVISION INFORMATION
BY:
1. Summarize the plan revision proposed (attach additional pages if needed):
Re¢rade roads adj. to lots 31-44 & 372-377 three additional curb inlets are proposed at the intersection of Mt
Carmel Parke & Mt. Carmel Ct proposed relocation of 5.1 grassed swale between lots 37& 377 to lots 40 & 41
III. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. The complete
application package should be submitted to the DEMLR Office that issued the permit.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original & 1 copy of the Plan Revision Application Form g& i/
• Two (2) copies of revised plans (must be revisions of original approved plan sheet(s)) 11ijy
If appbdng for Exl2ress review (only available in 20 coastal counties):
• Application fee of $500.00 (made payable to NCDENR) A64..
VI. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in General Information, item 3) Arnold Sobol
certify that I have authorized these plan revisions and that the information included on this plan revision
application is, to the best of my knowledge, correct and complete.
Signature: Date: Z
Plan Revision Form Rev. Oct. 31, 2013

Revised: 6/25/14 Village At Motts Landing
MLV , Swale Calculations
03060
Swale Calculations
Intensity Ito = 6.3 in/hr
5 :1 swales
RH = [(5)(D) / 2(sgrt(25+1)] v
= 0.49D
A = (5D)(D) 1 5 D
= 5D2
Q = (1.49/n)(A)(RH)2r3(S)112
Q = (1.49/n)(5D2)(0.49d)y3(S)'"� 5D
D8r' = ((Q)(n/1.49)] / ((5)(.49)2r3(S)1'2]
Swale 1
Drainage Area =
Q = CIA
0.25 acres
Runoff C =
0.47
=
0.74 cfs
swale length =
100 ft.
difference in height =
0.75 ft.
Slope (S) =
0.0075
n =
0.03
DW = 0.06
D = 0.34 ft.
Vel. = 1.30 fps
Swale 3
Drainage Area =
Q = CIA
3.44 acres
Runoff C =
0.47
=
10.19 cfs
swale length =
150 ft.
difference in height =
0.2 ft.
Slope (S) =
0.0013
n =
0.03
Dm = 1.81
D = 1.25 ft.
Vel. = 1.31 fps
Swale 5
Drainage Area =
5.24 acres
Q = CIA
Runoff C =
0.47
=
15.52 cfs
swale length =
135 ft.
difference in height =
0.43 ft.
Slope (S) =
0.0032
n =
0.03
D = 1.78
D = 1.24 ft.
Vel. = 2.01 fps
Swale 2
Drainage Area =
Q =
4.93 acres
CIA
Runoff C =
0.47
=
14.60 cfs
swale length =
100 ft.
difference in height =
0.1 ft.
Slope (S) =
0.0010
n =
0.03
Data = 2.99
D = 1.51
ft.
Vel. = 1.28
fps
Swale 4
Drainage Area =
2.88 acres
Q = CIA
Runoff C =
0.47
=
8.53 cfs
swale length =
120 ft.
difference in height =
0.3 R
Slope (S) = 0.0025
n =
0.03
Dm = 1.10
D = 1.04 ft.
Vel. = 1.58 fps
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i
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JUN2720%
�_ .

TRIPP ENGINEERING, P.C.
419 Chestnut Street
Wilmington, North Carolina 28401
Phone: [phone] • FAX: [phone]
June 27, 2014 UN 2
NCDENR
Division of Energy, Mineral and Land Resources
127 Cardinal Drive Extension
Wilmington, NC 28405
Attn: Ms. Linda Lewis
Re: The Village @ Motts Landing Phase I - SW8 030917
Plan Revision
TE 03060
Dear Linda:
Enclosed please find two (2) sets of revised plans, plan revision application, and calculations for
the above referenced project.
The enclosed plan revision includes regrading of the roads adjacent to lots 31-44 and lots 372-
377, the addition of three (3) curb inlets at the intersection of Mount Carmel Parke and Mount
Carmel Court, and the relocation of the 5:1 grassed swale between lots 37 and 377 to lots 40 and
41. There is no change proposed to built upon area.
Please review for approval and contact us with any questions, comments or if you need
additional information. Thank you
Sincerely,
Tripp Engineering, P.C.
IA&vim;
Monica Valsi, E.I. ;E,%f
gn
MLV:dcb F.
Enc. SUN 2?
BY•

REVISIONS
REVISIONS
NO'Description
Date
By
NO'Description
Date
By
'71�
3 2 1
6 4swALE*.
ADDED CURB INLETS &
SD PIPEREELOCATED
rmEs
MLV
�, 1
WDED ENCROACHMENT
NFORMATION
JLR
30/0 8
�72
DED 5' SIDEWALK TO
DERS ROAD FOR
CESS TO BELLAMY
JLR
R9
)8/01/11sR
DED LOTS 372-390.
DED LOT 108A
EJW
R3
10/05/11
& Sw COMMENTS
EJW
R10
5/7/12
-T COMMERT9--
EJW
R 11
6/7/12
REMOVED SIDEWALK
EJW
R 1 2
)3/27/13
ODED NOTEANADVERTENI
111) DISTURBANCE
*0 BE RESTORED
EJW
R1 3
D6/06/1
)PDATED LOD
EJW
R13
09 1
I
DED SILT FENCE. LO-M
-60, 61-61A
EJW
LOCATION MAP
14
R14
12/05/1
/05/1
H
HIFTED EASEMENTOLOTS
0
0 & 31
EJW
NTS
R15
)5/01/14�RTION
DATED PHAC,
OF PH.2
EJW
ILI
LEGEND
1�2--- EXISTING CONTOUR
29.63
EG EXISTING SPOT ELEVATION
,Q� PROPOSED SPOT ELEVATION
POND *1 DIMENSION POIND #2 DIMENSIONS. POND #5 DIMENSIONS DROP INLET w/INLET PROTECTION
y $1 1 it'
100 1 100 1 100 STORMWATER RUNOFF DIRECTION
LIMITS OF DISTURBANCE
TSF TEMPORARY SILT FENCE
WETLAND
LETTER
AREA
(ACRES)
A
0.01
B
0.04
C
0.11
D
0.01
E
0.05
F
0.03
G
0.08
H
0.07
0.03
0.25
K
0.08
L
0.02
m
0.05
N
0.08
0
0.01
P
0.01
Q
0.02
R
0.26
S
0.01
T
0.02
u
0.02
V
0.08
W
0.02
X
0.05
Y
0.04
z
0.06
TOTAL
1.51
SEE SHEET C1.1 FOIE CONTINUATION
SSI-3 (33 +
IL
­N
27 SAWCUT EXISTING DRIVEWAYS & ENTRANCES
V)
WHERE NECESSARY AND RESTORE TO
SMH No. 13B U5 ORIGINAL CONDITION AND GRADES
41 *
23 U5
6)\ rvl
----------- 7 ---------------- Tj Y,
-11 , \•
(2@6
1P 441
61 \ J( ! vi w iv 1 I --- ''l \ w,/ / - �' JJJ rY `\` w
381
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to
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S INV 12.0- 301 x
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w 41
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1k 1k 11/ 41 4w Jill V. 44,
2 EL.Cr.
41 41 0.12 ft
a& BRADLEY G & SHERRY L. DUNKE *PRQPOS-E`D`��'2
* - 1 4,
�--RtP tROISS E�
R07600-006-181 -000
%41 %4' 41 R07600-006-001 -000
1k
41 41 41 56 DCM
jv,9 1 47 TS N O. 4 LOT 21
iv --------- 1510 -----------
55
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8"/ ES INV" 16.
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41 -) 7; w I
SSMH Na:90 2 AMI
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5. 1 QRA5SEa I No. 29 1
SWALE *No.* 5 M 17.0 'ILF
1k w \ \ 11 1 4,
JJ 1) FH. ASSY I V 1 JUN 2 7 20%
E-I P-0 bu
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RI 16.0/
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$SMH No. 10
8 ";u LOT I
S
\ ! / O / r \ , i , , ! w w , w w \
W 1kO No 11
EM -37 NOTE: INADVERTENT WETLAI I
41 a - \ I EX. SSMH No. 1
029 3 D
20 DRAINAG CIP atAl M 36.51
e AREA TO BE R
ESTORED
EA EMENT �,,%OINV 28.01
CIS 74--
C)0 S MH N 1 q n82
1 .9 1 SM No. 9 \�k I \% w -*' - * * * * *
N o. -3,1 1 1 i 87
E­4 RIM 16.
INV 12.1 4" `FES INV 1"z
01 IP SSMH -8" SEWER CI N 5 1 F. H. AS
vv/1 0,X M,
O. 1 1C RIM' 19. 8"x8" T E
E-4 % SSMH No, INV 17 3 1 No.
f
\ *
110104 11 B-I RIM -19.5
INV 17.1
U) 8
EXIST. NON
1H CI No ITA
% 141 /0 it i
-JURISDICTIQ 4 F V 11.0 88.
36 IM 17, &
% WET v 14, 4��
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\ 14 IS OLATED) Lj
rZ4 -,,, 373
0 F.H ASSY.
t5MH N X
2 0 x
TWA F N 110 LF TREATED TEE AL, 0 S M H N oAl 0
E­4 WOOD BAFFLE '\G\l
\CI 3 RIM-, 19.
u) Mi+-Ni5. 1 OAJ 0180 w
B.O.
6,375 Q J4 I NV 1 �6_
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18' FEE INV 1
/1 O'x' 5'x 1 E
w w w , w .� .,--; -:� w :� -_ �. w w w ,e ,�• 74 /�" , \P OMMUNI FE8\ I NV
eo //PROIOSED w
SMH ECREATI AREA
10. 1 140.
C A o. 37
2@3 RIM :�1.5� --- - P_ - __*_ I;;,- @
0 17.
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41 CI N 4U GATE
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9 RIM 1. SMH 9K 00 e, - ----- --- -
w %k INV 17.5
PL AN OUTLET STRU u INV 12� /0175 18
E I *,\(9
�SEE* DETAIL� NO 39 7
1 21 C
55 20.5
*36 FES I NV 11.0-!-`�
41 R �1; P 1k IN 12.5
` p6R *W/ 10 xj 5 ED o. G­ %1,
+
SS No. 2E
lo!"WIDE PEDESTRIAN
DES, 41J'�QEP
30 *ACC4ESS* & W� w %41 3*0'* �E�EJAT
w w w\ w w w w w w 12�apj�Fff N T /7611LIT"Ill EAtEMtNT /Q) I 1 0 RIM 20.5
_­1 Ylk KA KI^ b I
INV .7-0-
_PF_0Pld8f "'ROSS'
0
BELLEMY ELEMENTARY SCHOOt"
\ \���N CARO'
'
cSS It 4z
SAWCUT EXISTING DRIVEWAYS & SEAL
ENTRANCES WHERE NECESSARY
4 AND RESTORE TO ORIGINAL 17374
.PROPOSED 5' . ­50 E CONDITION AND GRADES
FOR -,SC,HQCN AC, C E S
GREGU"
w w
LIN u
'10I
DATE 02-18-05
DESIGN PGT
V.
DRAWN JLR
SI :WA EX. SSMH No. 2
RIM 27.93
INV 23.48 SAWCUT E�
EXISTING SANITARY ENTRANCES
SEWER EASEMENT AND RESTC
A 18" FES INV 30.0 CONDITION
(1 '8­x6 TE
W/15tx10'x18" ED
v
(1) 8 x8t' TEE
G V 1 SS 1 Iv(2) 8" GV SHEET 3 OF 13
m ,mu .,jw0,4zk7-n 03060
JUN 2 7 20X

SiTE WORK NOTE s q REVISIONS
1. THE CONTRACTOR SHALL VISIT THE SITE AND BECOME FAMILIARIZED WITH EXISTING = x = SEE PLAN FOR PIPE s
CONDITIONS BOTH ON AND IMMEDIATELY ADJACENT TO THE SITE. 0 ORIENTATiO
2. CLEARING: CONTRACTOR SHALL REMOVE ALL TREES AND VEGETATION WITHIN LIMITS A STEED mCn A 5 LD. = 0"]2�0 LD. 2 SPILLWAY NO.
OF CONSTRUCTION UNLESS OTHERWISE DESIGNATED TO REMAIN. ---42" R PIPE A 0 Wo t-36" R STEEL A 1 �36" R STEEL A =1 Date Description By
3. GRUBBING AND STRIPPING: CONTRACTOR SHALL RAKE AND REMOVE ROOTS, STUMPS, oo =Iffl • 5/7/12 EC Comments ALG
VEGETATION, DEBRIS, EXISTING STRUCTURES ABOVE AND BELOW GRADE, ORGANIC „ oQ = 16" WEIR 18" WEIR tit 2,
MATERIAL OR ANY OTHER UNSUITABLE MATERIAL WITHIN LIMITS OF CONSTRUCTION. 26 WEIR 3 _ = REV'D TYPICAL
4. MUCKING: CONTRACTOR SHALL COORDINATE WITH OWNER AND THEIR GEOTECHNICAL = awo „ ,- „ UU� NOTENUSE NEENAH " „ " _ _____ 6/26/14 GRASS SWALE MLV
REPRESENTATIVE TO COORDINATE REMOVAL OF ANY SOFT AREAS. )4 4 o R 34 2 E F R CATCH L6 L 4 -0 4 L
5. DISPOSAL: CLEARED, GRUBBED, STRIPPED OR OTHER WASTE MATERIAL SHALL BE '0 �,. ";& Mv) po `� �� Z
I�6 L 4 -cI Ls L FBOASRI �D ONR�402 >=ti1- r A
REMOVED FROM SITE AND DISPOSED OF IN A PROPERLY PERMITTED FACILITY. 2" FRAME AND GRAT .PLAN
6. FILL AND COMPACTION SHOULD COMPLY WITH GEOTECHNICAL REPORT. .. PLAN NC80TE
D. NO. OEWEY BROS. MOSEL CH-BN-2001 GALV. BAR GRATING - 1" x 1//8" BEARING BARS. FASTEN WITH CONC. COLLAR GALV. BAR GRATING - i" x 1/8" BEARING BARS. FASTEN WiTH � UNDISTURBED
7. THE CONTRACTOR SHALL NOTE THAT THE GRADING PLAN MAY NOT REPRESENT A BALANCED GALV. BAR GRATING - 1' x 1 8" BEARING BARS. FASTEN WITH 84 15.OR EQUAL TYPE J CUPS. ATTACH TO 1-i/4" x 1-1/4" x1/4" GALVANIZED TYPE J CUPS. ATTACH TO 1-i/4" x 1-1/4' xt//4" GALVANIZED SUMP CHANNEL BOTTOM
APPROV EQUAL ASPHALT PAVEMENT ANGLE FRAME. MORTAR FRAME TO TOP OF OUTLET STRUCTURE ANGLE FRAME. MORTAR FRAME TO TOP OF OUTLET STRUCTURE BOTTOM
EARTHWORK CONDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CUT AND TYPE J CUPS. ATTACH TO 1- /4' x t-t/4" xt 4" GALVANIZED AND FACE OF WEIR. ATTACH GALVANIZED DIRE AND FACE OF WEIR. ATTACH GALVANIZED WIRE
ANGLE FRAME MORTAR FRAME TO TOP OF STRUCTURE ATTACH GALVANIZED WIRE GRO 3 CLOTH 0 SMALL DIAMETER CLOTH OVER SMALL DIAMETER CROSS SECTION
FILL QUANTITIES AND COMPLETE INSTALLATION TO SPECIFIED GRADES. AND FACE OF WEIR. ORIFICE 88 MESH .020 WIRE PLAN TOP OF BANKf 3 ORIFICE (8 MESH .020 WIRE)
8. THE CONTRACTOR SHALL FURNISH SUITABLE BORROW MATERIAL FROM AN OFF -SITE 3 CLOTH OVER SMALL DIAMETER -�. ELEV. VARIES TOP OF BANK � - 5�
TOP OF BANK ORIFICE (8 MESH .020 WIRE) ".. EL. 13. EL. 16.
PROPERLY' PERMITTED FACILITY AS REQUIRED. EL. 14. � "'-" „ OP OF BOX 12. CON(. COLLAR 1 �-0„ OP OF BOX 15. N40e
9. THE CONTRACTOR IS RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL 42" RCP i0pOF BOX 12. ASPHALT PAVEMENT - EXISTING UTILITIES DURING CONSTRUCTION. BEFORE COMMENCING ANY EXCAVATIONS PRE -CAST CON(. N „ FLOOD POOL 9.5 36„ C FLOOD POOL 13. 36 C ELEV. VARIES
IN OR ALONG ROADWAYS OR RIGHT-OF-WAYS, PUBLIC AREAS OR IN PRIVATE FLOOD POOL 10. w = - EASEMENTS, THE CONTRACTOR SHALL
NOTIFY ALL APPROPRIATE PERSONNEL OF FLOWTHEIR INTENT TO EXCAVATE, IN WRITING, NOT LESS THAN 10 DAYS PRIOR TO EXCAVATING. „ " � „ 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE DISCONNECTION/ I I INV.8.0 RMAL POOL 8.0= 2 - 0 3 CEMENT I INV 12. RMAL POOL 12. RMAL POOL 9.0 = BRICK MASONRY R CASING -/OR THE RELOCATION OF ALL EXISTING UTILITIES WITH Iqw- INy. 9.0 = INy. 7.5 _ N INV 11.
APPROPRIATE PERSONNEL INV_8.5 �` s 3 _w 3 =
11. EXISTING SURVEYING: BY SHERWIN CRIBB SURVEYING AND SUPPLIED BY THE OWNER. 3 3000 PSI CON(. . ° TEMPORARY FLOW " STONE SECTION A -A
TEMPORARY °• ....1 - .- GRAVELcc ) TEMPORARY
12. THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AT THE SITE. FURTHERMORE 4 GRAVEL
THE CONTRACTOR SHALL REPORT ALL DISCREPANCIES OR QUESTIONS TO THE ENGINEER „ „ „ GRAVEL L6�L 4'-0� ;L FILTER _ J,L 4'-OIL FILTER TEMPORARY SEDIMENT TRAP TABLE
PRIOR TO INSTALLATION. WwL 4 -0 L FILTER SEE PLAN FOR PIPE
13. THE CONTRACTOR SHALL PROVIDE ANY AND ALL LAYOUT REQUIRED TO CONSTRUCT ORIENTATION &SIZES BOTTOM 8.0 3000 PSI CON(. . BOTTOM 6.0 AREA REQUIRED PROVIDED REQUIRED PROVIDED
HIS WORK UNLESS OTHERWISE DIRECTED BY OWNER. SECTION A - A BOTTOM 2.o SECTION SECTION A - A SECTION A - A N0• (ACRES)AREA RF s SURF E VOLUME' (CF VOLUME (CF) W D
14. ALL PVC UTILITY MAINS SHALL BE INSTALLED WITH A MINIMUM OF 36 COVER ( jQ (� Q� ► ► ►
DETENTION POND 2 090 STRUCTURE NOTE: 09MON POND 3 OURFT STRUCTURE 1 4.13 171.5 300 450 600 20 15 2
AT FINAL GRADE. DUMON POND l OUTE STRUCTURE CURB INLET DETAIL DROP INLET TO HAVE 12 , ,
15. ALL SERVICE CONNECTIONS SHALL BE INSTALLED TO MEET ALL LOCAL AND STATE CODES. TRAP DR�P FOOTING 12 & 2 4.13 2833.5 3000 7434 9000 5Q 6Q 3
METERS, TAPS, MATERIALS, WORKMANSHIP AND ALL FEES SHALL BE THE RESPONSIBILITY NTS SECTION LEAVE OP NING AS SHOWN
OF THE (CONTRACTOR AND SHALL COMPLY WITH ALL REQUIREMENTS. NTS NTS NTS 3 3.44 2360 2400 6192 7200 40' 60' 3'
16. ALL PAVEMENT, BASE AND SUBGRADE SHALL CONFORM TO NCDOT STANDARDS INCLUDING DROP INLET DETAIL- 4 2.88 1977.6 2000 5184 6000 50' 40' 3'
WORKMANSHIP, MATERIALS AND EQUIPMENT. APPROPRIATE BARRICADES, SIGNS, LIGHTS , , ►
OR OTHER' TRAFFIC CONTROL DEVICES SHALL BE PROVIDED IN ACCORDANCE WITH NCDOT 6' 6' 6' SEE PLAN SHEET FOR 2561 ON 2600 6714 7800 40 65 3
TO MAINTAIN SAFETY AND TWO WAY TRAFFIC. TOP OF BANK EMBANKMENT TOP OF BANK EMBANKMENT TOP OF BANK EMBANKMENT
17, ALL AREAS SHALL BE GRADED FOR POSITIVE DRAINAGE. THE CONTRACTOR SHALL REPORT
ANY DISCREPANCIES TO THE ENGINEER PRIOR TO INSTALLATION. ALL AREAS SHALL BE EL. 14.0 EL. 13.3 EL. 16.5 NOTES:
t. SEDIMENT TRAP WILL BE CONSTRUCTED FIRST,
SLOPED TO DRAIN AWAY FROM BUILDINGS AT ALL TIMES. FLOOD POOL EL. 10.0 FLOOD POOL EL. 9.5 FLOOD POOL EL. 13.5 SUMP SECONDLY.
18. CONCRETE STORM DRAINAGE PIPE SHALL BE CLASS III WITH RUBBER GASKETED JOINTS 2. Wll�l B NO LESS HEIGHT T,OO BOTTOM OF SPILLWAY
AND INSTALLED IN ACCORDANCE WITH MANUFACTURERS REQUIREMENTS. 3. SPILLWAY DEPTH SHALL T ONE FOOT.
WO FEET.
19. USE WHITE LANE MARKING PAINT FOR ALL PAVEMENT MARKINGS. PAINT SHALL BE A NORMAL POOL NORMAL POOL EL. 9.0 NORMAL POOL NORMAL POOL EL. 8.0 NORMAL POOL NORMAL POOL EL. 12.0 4. STONE FACE SHOULD BE NO LESS THAN 6 INCHESU)
CHLORINATED RUBBER ALKYD, FS TT-P-1 TYPE III, FACTORY MIXED, QUICK DRYING, MEASURED PERPENDICULARLY FROM THE FACE
NON BLEEDING. REFLECTIVE MATERIAL MAY BE ADDED AT OWNER'S OPTION FOR EL. 9.0 EL 8.0 EL. 8.0 EL 7.0 EL. 12.0 EL 1.0 OF THE LARGE STONE,
NIGHT REFLECTING. 1� 1L_ 1�_ 5. SUMP DIMENSIONS SHOULD ALLOW FOR A MINIMUM OF 444
20. DUCTILE IRON SHALL BE CLASS 50. 1 6 1 6 1 6 1800 CIF OF SEDIMENT STORAGE.
#3 NEEDED.
21. CONCRETE FOR WALKS, CURBS AND DRIVES SHALL HAVE A MINIMUM COMPRESSIVE 6. DEPTH OF SEDIMENT IN SUMP WILL B CHECKED AFTER EACH
STRENGTH OF 3000 PSI ® 28 DAYS - AIR ENTRAINED. FOREBAY 3 FOREBAY 3 FOREBAY 3 STORM AND CLEANED AS NECESSARY F(MIN. ONCE EACH 6 MONTHS).
22. FIELD TESTING SHALL BE DONE BY AN INDEPENDENT TESTING LABORATORY PAID FOR 1 MAIN POOL 1 MAIN POOL 1 MAIN POOL 7. REMOVAL OF SEDIMENT TRAP WILL BE DONE IN SUCH A WAY &=q
BOTTOM EL. 6.0 BOTTOM EL. 5.0 BOTTOM EL. 9.0 AS TO LIMIT SILTATION.
BY THE OWNER. FURTHER TESTING REQUIRED DUE TO A FAILED TEST WILL BE 3 1 3 1 3 1
PAID FOR BY THE CONTRACTOR. &mml
23. SEE GEOTECHNICAL REPORT NO. 1061-12-209, DATED 2/15/12, BY S&ME, INC. 3 BOTTOM 3 BOTTOM 3 BOTTOM TEMPORARY SEDIMENT TRAP DETAIL
FOR ADDITIONAL REQUIREMENTS. *POND SLOPE TO BE SEEDED IN ACCORDANCE EL. 3.0 *POND SLOPE TO BE SEEDED IN ACCORDANCE EL. 2.0 *POND SLOPE TO BE SEEDED IN ACCORDANCE EL. 5.0 NTS
CONSTRUCTION SEQUENCE TO SEEDING SPECIFICATIONS TO SEEDING SPECIFICATIONS TO SEEDING SPECIFICATIONS
1. NO CUT SLOPE OR FILL SLOPE SHALL EXCEED A RISE OR FALL OF ONE FOOT FOR * 6:1 VEGITATED SHELF TO BE PLANTED * 6:1 VEGITATED SHELF TO BE PLANTED * 6:1 VEGITATED SHELF TO BE PLANTED C)
EVERY RUN OF 3 FEET (1 VERTICAL TO 3 HORIZONTAL), WITH WETLAND SPECIES I.E. COMMON THREE WITH WETLAND SPECIES I.E. COMMON THREE WITH WETLAND SPECIES I.E. COMMON THREE ��
2. NO SEDIMENT WILL BE ALLOWED TO EXIT THE SITE, ALL EROSION SHALL BE CONTROLLED SQUARE, DUCKWEED, PICKEREL WEED, PONDWEED, SQUARE, DUCKWEED, PICKEREL WEED, PONDWEED, SQUARE, DUCKWEED, PICKEREL WEED, PONDWEED, ��
INCLUDING SIDE SLOPES DURING AND AFTER CONSTRUCTION. SEDGES, SMARTWEED,WATERWEED & WILD CELERY SEDGES, SMARTWEED,WATERWEED & WILD CELERY SEDGES, SMARTWEED,WATERWEED & WILD CELERY
3. INSTALL PRIMARY EROSION CONTROL MEASURES BEFORE BEGINNING CONSTRUCTION INCLUDING �r Q �/ T T �w Q
BUT NOT LIMITED TO GRAVELED CONSTRUCTION ENTRANCE, SILT FENCE, CHECK DAMS, ETC.DETENTION POND # DETENTION POND W I.O R Ei.7A 1 SEC 1 I O N Q N 1 I O N POND #3 W I. O I A l Q
INSTALL ALL SECONDARY EROSION CONTROL MEASURES AS SOON AS POSSIBLE AFTER BEGINNING SECTION
CONSTRUCTION.
4. ALL EROSION CONTROL MEASURES TO BE INSPECTED AFTER EACH RAIN. NTS NTS NTS 2"x6" TREATED LAP TOP ELEV 13.
SILT FENCE AND INLET PROTECTION ARE TO BE CLEANED WHEN 0.5 FEET OF SEDIMENT HAVE s (2) TREATED 2"x6" P4
ACCUMULATED IN FRONT OF THE DEVICE OR WHEN THEY LEAK OR FAIL. SEDIMENT TRAPS ARE&=q CLEANED OUT AS STATED OR WHEN HALF FULL. PIPE ZONE U)
5. IF APPLICABLE, CONSTRUCT PROPOSED RETENTION POND TO ACT AS A SEDIMENT BASIN g» p p g» 60' RIGHT-OF-WAY A
DURING CONSTRUCTION. REMOVE ACCUMULATION OF SILT AS REQUIRED TO ALLOW PROPER MIN. MIN. 24 R I 1"x6" TREATED T&G SLATS U
FUNCTIONING. RESTORE POND TO DESIGN LEVELS AT THE COMPLETION OF CONSTRUCTION. ' SHL'D ' SHL'D
6. IF APPLICABLE, INSTALL DROP INLETS WITH INLET PROTECTION TO ACT AS SILT TRAPS
DURING CONSTRUCTION. REMOVE ACCUMULATED SILT AS NEEDED TO PREVENT SILT FROM o� FINAL BACKFILL PIPE SIZE AS , " ,o " # ."
4�I WE/ I INPI o 5 -0 1 26 - G-G 1 5 -0 (2) TREATED 2Ili
ENTERING STORM DRAIN PIPING. 1* ON THE PLANS 2:1 SLOPE 2:1 SLOPE l.,,i 4'-0 -AO'-C I: V )
7. A 4" LAYER OF TOPSOIL SHALL BE APPLIED TO ALL NEW AREAS TO BE GRASSED, QJ0
8. MAINTAIN ALL EROSION CONTROL MEASURES UNTIL PROJECT IS COMPLETE, 3" MIN. 1 4" FT 1 4" FT BOTTOM 6.0
9. MORE STRINGENT MEASURES MAY BE REQUIRED TO HALT EROSION IF THOSE ON THIS AY�jy CLASS t• 2 OR 3 o w z - = GALV. BAR GRATIN - 1" x t 8""BEARING BARS. FASTEN WiTH
° - -X\ Jr.. ,,.; - 'I
PLAN PROVE TO BE LESS EFFECTIVE. J _,,, O.D. M a . o TYPE J CUPS. ATTACH TO i /4 x t _1/4' xt 4" GALVANIZED
10. REMOVE ALL TEMPORARY EROSION CONTROL MEASURES UPON COMPLETION OF CONSTRUCTION. \� CLASS 1 OR 2 - a - i ANGLE FRAME. MORTAR FRAME TO TOP STRUCTURE
�-::. . .. " " AND FACE OF WEIR. ;
=11I MIN. 8 ABC STONE BABE DITCH ROAD
ALL PERMANENT MEASURES SHALL BE WELL ESTABLISHED PRIOR TO PROJECT COMPLETION. 6 MI I=III-III III=I G 1-1 /2" 9.5A NCDOT ASPHALT TOP OF BANK 3 1 \\ 71.. 4 /[.....
O
2" - 3" • -i I I=1 11=1 11=1 11-I PROPOSED PROPOSED q C.
MAINTENANCE PLAN COARSE AGGREGATE i I=1 I I-1 I I-111_I I (_-- ABLL WATER MAIN SEE DETAIL SAN. SEWER IX. ELEV. - TOP OF BOX 16.75 SHOULDERS SHOULDERS O
FOUNDATION „ „ „ 6"x6" TREATED POSTS
TYPICAL fi0 ROAD CROSS-SECTION 18 x18 x36 CONCRETz 4< I E Z
1. ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITY AND MATERIAL „ 6' O/C
24 C - FOOTING (TYP)
OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL, BUT IN NO CASE, LESS THAN TEMPORARY GRAVELLED DUCTILE. IRON PIPE/C-900
ONCE EVERY WEEK AND WITHIN 24 HOURS OF EVERY HALF INCH RAINFALL.
2, ALL POINTS OF EGRESS WILL HAVE CONSTRUCTION ENTRANCES THAT WILL BE PERIODICALLY NTS *ROADS FOR DETAIL 2"x6" CAP
TOP -DRESSED WITH AN ADDITIONAL 2 INCHES OF #4 STONE TO MAINTAIN PROPER DEPTH. CONSTRUCTION ENTRANCE PIPE BEDDING DETAIL WHITE HERON ROAD I6 TOE OF SLOPE
THEY WILL BE MAINTAINED IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING NTS POINTE PLEAS -ANT DRIVE �:)
THE SITE. IMMEDIATELY REMOVE OBJECTIONABLE MATERIAL SPILLED, WASHED OR TRACKED BELLEFONTAINE ROAD 3 :I - -_,II- 2"x6"
ONTO THE CONSTRUCTION ENTRANCE OR ROADWAYS. _ �1 -III,;,_( I-111-I 11 i z
-III=
3. SEDIMENT WILL BE REMOVED FROM HARDWARE CLOTH AND GRAVEL INLET PROTECTION, BLOCK A A " „ ", . , tD ARRIER PIPE " " L��
ROCK DOUGHNUT IN PROTECTION AND ROCK PIPE INLET PROTECTION 24 1s L 4 -0 „ M 1 x6
AND GRAVEL INLET, �� ' 24 MIN. '
WHEN THE DESIGNED STORAGE CAPACITY HAS BEEN HALF FILLED WITH SEDIMENT. ROCK WILL „ 5.O MIN. 0
BE CLEANED OR REP( ACED WHEN THE SEDIMENT POOL NO LONGER DRAINS AS DESIGNED. W 12 12 60 RIGHT -OF-WAY SECTION A - A 17 2"xs"
DEBRIS WILL BE REMOVED FROM THE ROCK AND HARDWARE CLOTH TO ALLOW PROPER w
DRAINAGE. SILT SACKS WILL BE EMPTIED ONCE A WEEK AND AFTER EVERY RAIN EVENT. ' SHL'D ' SHL'D_ _ T ^ � T F�
SEDIMENT WILL BE REMOVED FROM AROUND BEAVER DAMS, DANDY SACKS AND SOCKS (I I- „ „ INTERVIEW POND OUTLET STRUCTURE II -III -III:. V) v
ONCE A WEEK AND AFTER EVERY RAIN EVENT, o Ed i, 5 -O 22 -0 B-B 5 -0 - [I -II- I �,II lI) �,)I1-
4. DIVERSION DITCHES WILL BE CLEANED OUT IMMEDIATELY TO REMOVE SEDIMENT OR OBSTRUCTIONS 3000 PSI CO ((- 2:1 SLOPE3 2:1 SLOPE ,,- NTS
4
FROM THE FLOW AREA. THE DIVERSION RIDGES WILL ALSO BE REPAIRED. SWALES MUST BE - CON(. {( lg% z
TEMPORARILY STABILIZED WITHIN 21 CALENDAR DAYS OF CEASE OF ANY PHASE OF SEE PLAN l i l _. - -_ _ - - _ _ 1 4" FT 1 4" Fi AT EA � ASING PIPE I� H�
a III=1 I i=1 ! I -I I I -I 11-III-III-III- _..�,�_ --�._ ��
ACTIVITY ASSOCIATED WITH A SWALE, - SECTION
5. SEDIMENT WILL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES HALF FILLED. 8" ABC i� M ° o t2' 8'
THE SEDIMENT FENCE WILL BE REPAIRED AS NECESSARY TO MAINTAIN A BARRIER. STAKES MUST SEE PLAN STONE BASE
SHOULDER
8" ABC STONE BASE
BE STEEL. STAKE SPACING WILL BE 6 FEET MAX. WITH THE USE OF EXTRA STRENGTH BAFFLE DETAIL
FABRIC, WITHOUT WIRE BACKING, STAKE SPACING WILL BE 8 FEET MAX. WHEN STANDARD FlL FABRIC 1-1/2" 9.5A NCDOT ASPHALT °"�'"G P""�'° DETAIL FOR BORE UNDER STATE ROAD (NCDOT APPROVED 11/00)
STRENGTH' FABRIC AND WIRE BACKING ARE USED. IF ROCK FILTERS ARE ;IiEiCliiON A - A �MjRAFI tpp X OR VALLEY GUTTER DETAIL PROPOSED PROPOSED t/4" PER FOOT NTS
APPROVED EQUAL) WATER MAIN SEE DETAIL SAN. SEWER - 49. I1T$ VARIES s' OR 8' W !-�
DESIGNED AT LOW POINTS IN THE IN THE SEDIMENT FENCE THE ROCK WILL BE REPAIRED NTS a MAX. I . BY ENG.
OR REPLACED IF IT BECOMES HALF FULL OF SEDIMENT, NO LONGER DRAINS AS DESIGNED ENERGY DISSIPATOR '�)?Ir/►� �j� Rj1,/►R pj'"� - j C1 o a o p PIPE SIZE WALL THICKNESS
OR IS DAMAGED. >r A. 0 OAD CROSS-SECTION. D1 �--1:i SLOPEr.) &on' I.-4 �:: ,
6. SEDIMENT WILL BE REMOVED FROM SEDIMENT TRAPS WHEN THE DESIGNED STORAGE CAPACITY HAS J1 -I - - - - - - - - - 40- 12 3/4" .188" STEEL OR WOOD POST
BEEN HALF FILLED WITH SEDIMENT. THE ROCK WILL BE CLEANED OR REPLACED WHEN NTS *ROADS FOR DETAIL 1;--III _ _ _ 1 " " WIRE FABRIC •
THE SEDIMENT POOL NO LONGER DRAINS OR WHEN THE ROCK IS DISLODGED. BAFFLES POINTE ROYALE COURT .II IJI )�il I -III- 1C .2jO
WILL BE REPAIRED OR REPLACED IF THEY COLLAPSE. TEAR, DECOMPOSE OR BECOME WHITE HERON ROAD C1 - PROPOSED APPROX. 2" ACSC TYPE S 12.5 C AT AN AVERAGE RATE OF 224 LBS PER SQ. YD. 18" .250' ENCASEMENTS SHALL EXTEND FROM DITCH LINE TO DITCH - MIN. 12-1/2 GA o Ce FILTER FABRIC U
INEFFECTIVE. THEY WILL BE REPLACED PROMPTLY. SEDIMENT WILL BE REMOVED WHEN BELLEFONTAINE ROAD D1 - PROPOSED APPROX. 2" ACSI TYPE 1 19.0 C AT AN AVERAGE RATE OF 228 LBS PER SO. YD. 20" 250" LINE IN CUT SECTIONS. 5' BEYOND THE TOE OF SLOPE IN - INTERMEDIATE WIRESI 2 0
DEPOSITS REACH HALF THE HEIGHT OF THE 1ST BAFFLE. FLOATING SKIMMERS WILL BE CUMBERLAND COURT J1 - PROPOSED 8" AGGREGATE BASE COURSE. ,s " '
INSPECTED WEEKLY AND WILL BE KEPT CLEAN. NEW PLYMOUTH COURT 24 .250 FILL SECTIONS AND 10 BEYOND EDGE OF PAVEMENT IN asi
7. SEDIMENT WILL BE REMOVED FROM THE SEDIMENT BASIN WHEN THE DESIGN STORAGE CAPACITY HAS 4 CU. FT. GRAVEL VALVE BOX NOTE " SECTIONS WITH NO DITCH OR FILL. : `�
BEEN HALF FILLED WITH SEDIMENT. ROCK WILL BE CLEANED OR REPLACED WHEN THE SEDIMENT OR CR. STONE 1. PAINT STRIPING SHALL BE DONE BY CONTRACTOR TO NCDOT STANDARDS 30 .312T Q
CONC. APRON " "
POOL NO LONGER DRAINS OR IF THE ROCK IS DISLODGED. BAFFLES WILL BE REPAIRED OR st IH � .315
rn
REPLACED IF THEY TEAR, DECOMPOSE OR BECOME INEFFECTIVE. THEY WILL BE REPLACED 24'� OR 50. 60' RIGHT-OF-WAY SUPERPAVE WIDENING SECTION �" 5�" o ANCHOR FABRIC SKIRT 0
PROMPTLY. SEDIMENT WILL BE REMOVED FROM BAFFLES WHEN DEPOSITS REACH HALF AS DIRECTED BY ENGINEER co
FINISH GRADE NTS 1 r �
THE HEIGHT OF THE 1ST BAFFLE. FLOATING SKIMMERS WILL BE INSPECTED WEEKLY AND - ;,� a ) C\2
WILL BE KEPT 'CLEAN. : a ` .. SHL D SHL D
8. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY, AND MULCHED ACCORDING „ " 3
TO SPECIFICATIONS IN THE VEGETATIVE PLAN TO MAINTAIN A VIGOROUS, DENSE 2:1 SLOPE 5 -0 1 3 -0 G-G i 5 -0 - 2:1 SLOPE Z co
VEGETATIVE COVER. ALL SLOPES WILL BE STABILIZED WITHIN 21 CALENDAR DAYS, ALL NOTES: �! i~
OTHER AREAS WILL BE STABILIZED WITHIN 15 WORKING DAYS. 1 4"/FT 1 4" Fi. s ,
9. FLOCCULATES WILL BE USED TO ADDRESS TURBIDITY ISSUES. THE PUMPS, TANKS, HOSES AND 1'-0" - �.p 1. FENCE FABRIC SHALL BE A MIN. OF 32 IN WIDTH AND 04
,=�
SHALL HAVE A MIN. OF SIX LINE WIRES WITH 12 STAY
INJECTION SYSTEMS WILL BE CHECKED FOR PROBLEMS OR TURBID DISCHARGES DAILY. MIN. ;,� ° . o q4 �P SPACING. 0
1-f
9.5A (NCDOT) W ;-I
„ 2. FABRIC SHALL BE FOR EROSION CONTROL AND MIN. OF
„ a 8 ABC STONE BASE 36" IN WIDTH. FABRIC SHALL BE FASTENED Id
5 625.06 (NCDOT) . G M 1-1/2 9.5A NCDOT ASPHALT ADEQUATELY TO THE WIRE FABRIC AS DIRECTED BY THE
. < ... I PROPOSED W .,+.� U
ENGINEER.
PROPOSED 3. STEEL POST SHALL BE 5'-0" IN HEIGHT AND BE OF THE O ,-I
z
LATE WI � EARL-Y � _ : ^ WATER MAIN SEE DETAIL SAN. SEWER SELF -FASTENER STEEL ANGLE TYPE.. �
VARIABLE R/W w O co
TEMPORARY GRASSING oErA�l
.. s 6" GATE VALVE TYPICAL fi0' ROAD CROSS-SECTION z z t•--q �-q
SEEDING MIXTURE'.4'. _
g • WE ���W BOLT END AROUND HYDRANT OZ 4 TO 4' N° DIAMETER. B WIRE FABRIC SHALL BE FASTENED _f__ �--I
M^uolrobapedeza (Kobe in 120 BOOT AS SHOWN. NTS *ROADS FOR DETAIL , 2O' RADIUS =5 VARIES 5' TO WOODEN POST WITH NOT LESS THAN'J9 WIRE STAOLE 0 � L0 Lo 0
P'rodmont and Coosial Plain, -1 11-111- �_ GLEN ELLEN ROAD 20 RADIUS � it MIN. X 1 1/2 LONG ( ( a
Korean in Mountains) so 111=111=1 2'-O" MIN. CONC. BLOCKING. POUR FAYEWOOD ROAD H�
omit auwoi Ida when duration of temporary oowr is riot to extend NOTE: PAVEMENT SECTION MAY VARY AGAINST UNDISTURBED JACOB MOTT DRIVE 0_ �o ASPHALT PAVEMENT-) CL Z ., i,-I co Co z
°yond "'"e DEPENDING UPON FIELD CONDITIONS. GROUND TEMPORARY SILT FENCE cO K
CONTRACTOR SHALL COORDINATE METER BO a 0
SEEDING OATES: CK NTS W Z`
w/OWNER & GEOTECHNICAL TYPICAL HYDRANT (TRAFFIC TYPE) -' - -���-- `, z
Lj
Mountains - Above 2500 ft Fob. 15-May is ENGINEER TO DETERMINE _ - II- - - - II _ - - �T=TihITi"1 - I
Secrete Plain - o.a. 1-ror• 1s _ - _ - -,..-. - - S 1 5.1 ---I I I--'' U C� O w
Below 2500 ft: Feb. 1-May 1
Pisdmwrit _ ,lo,,, 1_�y , ACTUAL PAVEMENT SECTION. NTS _ -III- I- - - _
2� B- _, � ,-,1 h_ 1- I - i I - I I-� � �-� - - --� �,OPlrr_1=1T�= -- vN -t.-) �
TREATED I- Z Co - I' ' I I=- & _ I I- I' 4l e-q r{
SOIL AMENDMENTS PAVEMENT WIDENING SECTION TIME ROE M -1 I I F -I I'13.4 tl,o 0) 0) n.
G�\DETAILS\NCDGT\Bore Plt,tlf 0.4 q-I I - 11= - (-� _Fopar nnc omriiridaUorns of toI tests or a 2,000 loloon grourW ogrkul- O 11- r�-1 [Yturd iimestons and 750 w/acre io-10-io NTSSPRING-SUMMER TREATED W �W 8�0. C.I. Box M liaL SWALE No. 1= 0.34' MIN.~
MULCH LANDSCAPE Cr •� & COVER MAX. 4S V�WATER MAIN SWALE No. 2= 1.41 MIN. p--q � r o
PERMANENT GRASSING DETAIL TiMBER Mir Crw LONG SWEEP CORPORATION STO SWALE No. 3= 1.25' MIN. 0
APPLY 4,000 t8//ACRE n Aw. ANCHOR STRAW 8Y TWON : WM AS MT. NETTING. 17 � Mw 5w AS REQ'D TO REACH ' ' P4� 0 N
OR A MCnat IVNCFORNNG TOOL A oisK WITH BLADES SET NEARLY STRAKW CAN 8E SEEDING MIXTURE 30 RADIUS 30 RADIUS SWALE No. 4= 1.04 MIN. r� �+
USED AS " � B"AIR �� �z OPTIMUM DEPTH STANDARD WATER SERVICE DETAIL SWALE No. 5= 1.24' MIN. r--I • rn� rctS Q
MAINTENANCE PENs�baA eAHILAc;R~ss so
I I =oa c a w NTS �,� W�
Refertilizs N Qrorth Is not turfy adequate. Rssssd, rsfsrtifizs and mubh kn- COMMON � 0GERMAN MILLET 10 C.I. BOX V. V w 45
L'VARIABLE SLOPE TYPICAL GRASS SWALE
msdiot* foiiowiny erosion or other domogs. &COVER ZM � 1.SX MINIMUM i
2w �w NIPPLE PER COUNTY MAIN
Tc�I�A��a/MM� GRASSING f1cTwIL SEEDING NHS COMBINATION =Z REQUIREMENTS COMBINATION 0 Cq�E Eg FpR p p
T 61rIPoR DErAI 1. rn*RE A NFKT APPFAwwc E. Is oEs�o. ot� s�Fw MAX 45 SWEEP �w � NOTE: MINIMUM 3 FEET OF COVER � WI°1VHERSTREETSTOWBAELKSL ORH PAVED OTHER �TR�AFFlIERCA TO W O BE or
w SHALL BE MAINTAINED UNLESS i
SEEDING MIXTURE 2. USE COMMON � ONLY ON ISOLATED SITES WHERE T taAT BE- BENDS AS REQ'D o DUCTILE IRON PIPE IS USED. Q
COME A PEST. BERwuatoRASS MAY BE REPLAC:EO WITH 5 Ib/acm CENTIPEOEORASS RESIDENTIAL AREAS. 3 " EMENT NOTED ON PLANS ON
T� a�r9-� TYPICAL FAR SIDE y Mo TA „
C;fRluw muff 40 SEEDING DATES
NIPPLE PER COUNTY UNPAVED ROADS PROVIDE
• 8 COVEROVER UD AND
MAIN �i ANGLE SEWER SERVICE AIL SET L iEJIfEO CODET R/
REQUIREMENTS DET - MONUME IN R W
IN THE PIEDMONT AND MOUNTAINS, A SWILL-STEMNIEO SUNl1MNGRA.SS MAY BE APRIL 1 - ,IDLY is AS REQ'D � LIMIT. •
S1IBSIITUTEO AT A RATE OF 50 W/ACRE .
SEEDING NOTES SOIL AMENDMENTS TYPICAL 60' ROAD PLAN11
:.....`... ~OI ;.: FRAM.�� - - -
CONCRETE COLLAR ° =) I i=) I I=) I1=
NOTE: MINIMUM 3 FEET OF COVER ° _ =-III-11
MOUNTAINS - MAY 15-HUG. 15 APPLY LIE AM FERiU1ZER ACCORDND To SOL 7ES11% 0R APPLY 3,000 Ibleas 10'-0" 5'-0"f VARIES 2 -0 N ADJUSTMENT
PIEDMONT - wY 1--AUO. 15 GROUND AGRICULTURE LIMESMNE AND Soo Ibloon 10-io-i0 FERIILJER SHALL BE MAINTAINED UNLESS NTS
COMTAL PLAN _ � 15-HOG. 15 DUCTILE IRON PIPE IS USED. 4 MIN. 111 I I i ( /
SOIL AMENDMENTS TYPICAL NEAR SIDE _ VARIES ADJUSRT�MENT TO EGRADE R ���� \ ,�Q / ��//
E STREET WATER MAIN w ° MH WINS ���\�\A �' " `�/ /��/
MULCH �' MARKED: SANITARY SEWER OR `'' 19-GAUGE HARDWARE CLOTH �� .< /
FOLtAW RECONNENLM 73 OF SOIL T10- -APPLY 2,D00 LB/ACRE GROUND ,I JL SEWER SERVICE DETAIL W 0 (/ ) . O�
APPLY 4,oao b acre GRAIN STRAwOR EOUVALENT CorErt OF ANOITER SUITABLE VALVE STORM DRAIN AS REQUIRED o a 1 4 MESH OPENINGS •�E/
TUW1t LNESiONE AND 750 LB/ACRE 10-lo-io FEIiDLRER. F 0 -
MULCH BY TACKING WITH ASPHALT, ROVING, OR NETTING OR 8Y (RAPING
WITH A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE _
REINFORCING PRECAST � •'•••••
ECCENTRIC TOP
NTS g" RING ADN COVER CONTACT � Q
MULCH usEo "s A MutrcH " 00 O SURFACES SHALL BE MACHINED NCDGT 5 OR 57 STEEL POSTS :
6 15 16" r O OF COVER ON URINE VEIN BEARING o oft
WASHED STONE � SEAL -_
APPLY 4,aoosTRAw. AlIOHOR slaw+ BY tACKNG WITH ASPHtAIT, NETTNNG, o: ,,, d PRE -CAST MANHOLE
OR A MULCH iDNG A DISK WITH BLADES SET NEARLY srwll;ItT CAN tE MAINTENANCE TREATED LANDSCAPE '� o w 48" DIAMETER STD. _ ; a
USED As " MULCH ANC*Ioftl+G Toe. TIMBER TOP _ OF COVER o a Z 17374
RffTRlai!E THE FOULDWLNG APRs wtiH 5o Ib/am NTROG REPEAT As GIMTH 18"O x 6" CONC. PAD ARO D B X �/ i o SECTIONS '� :•
REC7IGIES. MAY BE MOWED ONLY ONCE A YENS WHERE A NEAT APPEARMICE S ih q "Y q M MANHOLE IN ACCORDAN 5 MIN. WALL THICKNESS NCDGT 5 OR 57 ,� Q
MACHINED SURFACE O o o w WITH AS
C 478 FOR 4" DIA. BARREL WASHED STONE < �-
, V .i I �' 6" MIN. WALL THICKNESS %`'/ �••F 1Ne--- -` N
MAINTENANCE oESNEo, OMIT sERIDEn A Mow As oFTEM As NEEDED. GRASDEED i-
11
REFERiMQE E t,TtOMIiN KNOT FUMY ADEQUATE RESEED, REfERiN iZE AND MULCH M- a " t
7 3 16" �1�1 3 :.: � :.
MWK7ELY FOLLowNc EROSION OR OTHER OMACE. FALL -WINTER (. / .l '`) � FOR 5 DV1. BARREL l
4 „ 4 BIB 0IRYT ?WANT o (J °I i, /� ^I� O�i \\\�\
PERMANENT GRASSING DETAIL - TELESCOPIC 27 � AS GROUTED BY THE //�lhl I LEG 1 � �'\\\
TEMPORARY FALL GRASSING DETAIL SEEDING MIXTURE 8„ 11 1 /2" VAVLE BOX „ 5 TYP ENGINEER GROUTED INSIDE
�_ 2 (2) UF11NG BARS Cn "AND OUT WITH APPROVED
AIR NOTE: = 4" w NON -SHRINKING GROUT K
SEEDING MIXTURE Am= RfE-�1 GAP 00 1. BOX EQUNALENT TO I z I 24" _ I 1" PER
.SIRS. WE aka& THREE vAOF TWO 20o g 7 ENNIS ENTERPRISES o M i o FOOT CONSTRUCTION SPECIFICATIONS DATE
TAT FESCUE (BLEND of Two OR
B1P�v� o N0. EEVB-001 . w I. UNIFORMLY OWE A SHALLOW DEPRESSION APPROACHING
Rye (groin) 120 � (GRAIN) � CJ 2. STD. WEIGHT 30 LBS. " � Ii.l
6 M.J. GATE VALVE „ - a , 0 a . THE INLET. / SIGN PGT
SEEDING IDATES Iii 7 CU. FT. 1 (MANUFACTURERS) a-
SEEDING NOTES 1 RUSHED 26 ) PIPE �� a
POURED IN PLACE C - I 2. DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE GROUND FILTERED
JANtNARY - APRL " STONE [ 1. S FOUNDRY & MFG. CORP. DIAMETE� . Z n ° MINIMUM 8" STONE SURROUNDING,1HE. INLET. SPACE POSTS EVENLY AROUND WATE
MOUNTAINS - AM. 15-DEC. '15 AUGUST - DECEMBER 0 4 PIPE CONC. BLOCK I I� " � USF 710 RING & DP -SSG COVER � o"o" 'n � o°o°`c BEDDING FOUNDATION
Q _' , 31 0 0 o THE PERIMEtER OF THE INLET, A MAXIMUM OF 4 FEET APART. DRAWN L) LR
COASTAL PLAN and PIEDMONT -HUG. 15-DEC 30 : ;: FOR NON -PAVED AREAS} � 0 0 0 0 0°11
SOIL AMENDMENTS x 4"-45' BEND .. i 1 = ° °. . 3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH.
�/ :`:, 34 2. EAST JORDAN IRON WORKS INC. 00 'o ° - oci SECURE THE WIRE:MESN TO THE STEEL POSTS AT THE TOP.
..
<:...,..
APPLY LIME AND FERTILIZER ACCORDING M SOIL TESTS, OR APPLY 3.000-5,0D0 Ib/acre IE " goo ouovo °00000000000000 °o°0000000000000000000� MIDDLE AND BOTTOM.' PL/1CINGA 2-FOOT FLAP OF WIRE y� NANGE �p
SOIL AMENDMENTS C;aauNo LNEsroiNE usE LDwEa �� ON sANar � A w $ NIPPLE & 2 - 3/4 sis TIE RODS 202701 J_ _ o _ o _ o _ o o _ o _ o _ o _ o _ o _ o _ o _ _ o _ o _ o _ o _ o _ o _ o _ o _ o _ o _ o MESH UNDER THE- ;GRAVEL FOR ANCHORING -1S' RECOMMENDED. T
1,000/op. 10-10-10 FERTIaE�t 0 GLUED CAP\-6:'OPIPEF°t.LOW SOIL TESTS OR APPLY 2,000 LB/ACRE GRouND AGRICULTUIw'3 MIN. LENGT P URED N PLACE -RI' 4. PLACE CLEAN GRAVEL ,(NCDOT 15 OR #57 STONE) ON A 2:1 INSPECT INLETS AT LEAST WEEKLY AND -AFTER EACH SIGNIFICANT a INCH
UMESTDNE AND 1,000 to/ACRE 10-10-10 FZW JM. g SLOPE-W1TH=A HEIGHT OF 16 INCHES AROUND THE WIRE, AND OR GREATER) RAINFALL EVENT. CLEAR THE MESH WIRE OF ANY DEBRIS
MULCH C NC. BLOCK MINIMUM WEIGHTS: RUBBER GASKET SMOOTH TO AN EVEN GRADE OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT RAINS.
RING - 190 LBS. 8 MIN. " 5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED. TAKE CARE'NOT TO DAMAGE OR UNDERCUT THE WIRE MESH DURING
MULCH APPLY 4,000 b One GRAN STM at EQUNAtFNT COVER of MOTM SUITABLE NOTES: 2-3/4 TIE RODS COVER - 120 LBS. 6 EXTENDED U MONOLITHICALLY CAST REMOVE ACCUMULATED SEDIMENT, AND ESTABLISH FINAL GRADING ELEVATIONS. SEDIMENT REMOVAL, REPLACE STONE AS NEEDED.
APPLY 4,000 ANCHORING SSTRAw. ANCHOR STRAW BY TACKING WITH ASPHALT, NERNG, MULCHT STRAW BY TACKING:WITH DISK
WITH
ROVING• OR NEARLY OR 0Irf tom- 1. DO NOT BLOCK HYDRANT DRAIN w BLOCKING. BASE SECTION EXTENDED BASE NOT 6. COMPACT THE AREA PROPERLY AND STABILIZED IT WiTH GROUNDCOVER. Na MAiD A MULCH CH ANCHORING
TOOL. A aslC wrist BLADES SET NEARLY srRAIOItT cAHi w/ A SECTION A -A )
`C13
� � A TOOL TOOL 3.
eLAOEs SET H�ARI_Y STRAIGHT 0"N � BE USED As A MULCH ANC3IORING TOOL 4" WYE 2. COAT TIE RODS &NUTS B COAL TAR EPDXY. REQUIRED FOR HOLES < 8 DEEP
MULCH 3. DO NOT SUPPORT VALVE BOX DIRECTLY ON VALVE.
MAINTENANCE MAINTENANCE STANDARD CLEANOUT TYPICAL WATERLINE &HYDRANT CROSS SECTIONS MANHOLE FRAME AND COVER 48"� STANDARD MANHOLE HARDWARE CLOTH AND GRAVEL INLET PROTECTION
Repair and refertiBzs dornogs0 areas immsdtatsy. Topdrew with 50 lo/acre FERTILIZE ACCORDING To SOIL. TESTS OR APPLY 40 b/acre MTROGEN N AWLIARY NTS NTS SHEET 1 3 0 F 1 3
of nitrogen in March. if it k nsesawry to extend temporary cover OR FEBRUAfilf. 10 tb N SEPiEiIBER AND 40 6 N NOVdIBER, FROM A 12-4-1,
June 13, owneed with 50 ib/acre Kobe (Piedmont and Coastoi PIAI r 16-4-B, OR SMIAR TURF FERTILIZER. AWN) FERMIZER APPLICATIONS DINING NTS NTS NTS
03060
AA DAMAGED AREAS IMMEDMY. MOW To A HEIGHT Of 2 5-3 5 INCHES p L j j F � .
or Korean (Mountaki iwpedeza in late Fobn,ory or dory March. WARM WEATHER, AS THIS INCREASES STA LOSSES TO DISEASE. RESEED. FERIRIZE, - "'%
JUN 2 7 20

CA201499403329
SOSID: 0637949
Date Filed: 4/4/201412:49:00 PM
Elaine F. Marshall
LIMITED LIABILITY COMPANY ANNVALPJ North Carolina Secretary of State
CA2014 094 03329
NAME OF LIMITED LIABILITY COMPANY: Atlew Properties, LLC
SECRETARY OF STATE ID NUMBER: 0637949 STATE OF FORMATION: NC
REPORT FOR THE YEAR: 2014
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
Wilmington, NC 28403 New Hanover
SECTION B: PRINCIPAL OFFICE INFORMATION
I[:] Changes
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
4. REGISTERED OFFICE MAILING ADDRESS
2020 South Churchill Drive
Wilmington, NC 28403
1. DESCRIPTION OF NATURE OF BUSINESS: Real
��Estate.
2. PRINCIPAL OFFICE PHONE NUMBER: [phone] 3. PRINCIPAL OFFICE EM F Vacy Redaction
4. PRINCIPAL OFFICE STREET ADDRESS & COUNTY
2020 South Churchill Drive
6. PRINCIPAL OFFICE MAILING ADDRESS
2020 South Churchill Drive
Wilmington, NC 28403 New Hanover Wilmington, NC 28403
SECTION C: COMPANY OFFI-C) LSIORGANIZ RS (Enter additional Company Officials/Organizers in Section E.)
NAME: Arnold L Sobol NAME: Florence S Sobol
TITLE: Manager
ADDRESS:
2020 South Churchill Drive
Wilmington, NC 28403
TITLE: Manager
ADDRESS:
2020 South Churchill Drive
Wilmington, NC 28403
(TAME:
TITLE:
ADDRESS: '
SECTION D: CIO RTIFICATiON OF ANNUAL BE -PORT. Section D must be completed in its entirety by a person/business entity.
ilr,NATUR6
J go
BATE
Form must be signed by a Company Officievorgenbw listed under Section C of this form.
Oo L. spaot,
Print or Type Name of Company OffieialfOrganizer TITLE
1
SUBMIT THIS ANNUAL REPORT NTH JHE REQUIRED FILING FEE OF SM
MAIL TO: Secretary of State, Corporations Division, Post Office Box 29525, Raleigh, NC 27626.052li

Lewis,Linda
From: Lewis,Linda
Sent: Thursday, September 05, 2013 3:23 PM
To: 'Della Baird'
Subject: RE: The Village at Motts Landing SW8 030917
Thanks Della. Our email system is always having issues. I need more than "in the near future" for a submittal
date. Can you please provide a projected date for submittal of the Phase II application? You can always
request an extension of that submittal date if it approaches and you are not ready to submit.
Thanks.
Linda Lewis
NC Division of Energy, Mineral and Land Resources
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to
third parties.
From: Della Baird fmailto:dellabairdCaamail.comj
Sent: Thursday, September 05, 2013 1:25 PM
To: Lewis,Linda
Subject: The Village at Motts Landing SW8 030917
Linda,
Our office email bounces back when I try to email you, but receiving works. Not sure what's going on, but...
We are in receipt of your September 5, 2013 correspondence - Second Request for a Stormwater Management
Permit Application for The Village at Motts Landing.
We have not yet submitted the stormwater permit application for the road extension of Jacob Mott Drive
because the owner has decided to go ahead and permit all of Phase 2 at one time, instead of breaking it up. A
permit application package for Phase 2 will be submitted in the near future.
As for Phase 1 B, all impervious areas in phase 1 B were accounted for in the permit modification issued on
November 30, 2011. At that time, we included all of Phase 1 A and Phase 1 B in the modification to eliminate
the necessity of going back for an additional modification later on.
I hope this clears up the issues at hand. Please let us know if you need any additional information.
Thank you.
Della Baird
Tripp Engineering, P.C.

(p) 910.763.5100
(f) 910.763.5631
[e-mail]
NOTICE: This electronic correspondence and all attachments may contain privileged information intended only for the use of the
addressee. Any information contained within this correspondence is provided for your convenience. No assertion of accuracy is made
by Tripp Engineering, P.C. unless physical documents are obtained, sealed AND signed. User assumes all responsibility for use of
this digital information.

Lewis,Linda
From: Lewis,Linda
Sent: Thursday, September 05, 2013 10:41 AM
To: 'Burgess, Sam'
Cc: 'Phil Tripp'
Subject: The Village at Motts Landing SW8 030917
Attachments: 2013 09 req_SWapp 030917.docx
Phil & Sam,
Please see the attached letter.
Linda Lewis
NC Division of Energy, Mineral and Land Resources
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to
third parties.

North Carolina Department of Environment and Natural Resources
Division of Energy, Mineral, and Land Resources
Tracy E. Davis, PE, CPM
Director
September 5, 2013
Dr. Arnold Sobol, Member- Manager
Aftew Properties, LLC
2020 S. Churchill Dr.
Wilmington, NC 28403
Pat McCrory, Governor
John E. Skvarla, III, Secretary
Subject: Second Request for a State Stormwater Management Permit Application
The Village at Motts Landing
Stormwater Project No. SW8 030917
New Hanover County
Dear Dr. Sobol:
On July 2, 2013, the Wilmington Regional Office requested that you submit a revised plan for
The Village at Motts Landing for the extension of Jacob Mott Drive to Carolina Beach Road. The
Division has received further notification from New Hanover County that you are proposing to
develop Phase IB of this project. To date, the Division has not received your request for a plan
revision for either of these changes to the existing approved plans.
The North Carolina Administrative Code requires any project that is part of a larger common
plan of development, or that proposes more than 10,000 square feet of new built -upon area, or
that must receive Sedimentation and Erosion Control Plan approval, or that must receive a
CAMA Major permit, to apply for and receive a Stormwater Management Permit. Any
construction on the subject site, .prior to receipt of the required permit, will constitute a violation
of 15A NCAC 2H.1000 and may result in appropriate enforcement action by this Office. If the
Either a Stormwater Permit Application Package including 2 sets of revised plans, completed
application form, fee, and supporting documentation, or a written response regarding the status
of this project and the expected submittal date must be received in this Office no later than
October 5, 2013. Failure to respond to this request may result in the initiation of enforcement
action, and construction may experience a subsequent delay.
The NPDES 010000 Federal Stormwater Permit that accompanies the Erosion Control Plan
approval letter must NOT be considered the Coastal Stormwater Management Permit, which will
be signed on behalf of the Director of the Division of Energy, Mineral and Land Resources.
Please reference the Project Number above on all correspondence. If you have any
questions, please call me at (910)-796-7343.
Sincerely,
G/'�4"
zg"
Linda Levis
Environmental Engineer III
GDS/ad: S:1WQS1StormwateftPermits & Projects120031030917 HD12013 09 req_swapp 030917
cc: New Hanover County Building Inspections
Phil Tripp, PE
Division of Coastal Management
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 Phone: [phone] Fax: [phone]

Sw1a 309<7
NEW HANOVER COUNTY
PLANNING & INSPECTIONS
DEPARTMENT
AGENCY CH 1,KL I I
Sam Burgess
Subdivision Review Planner
230 Government Center Dr, Suite 110
Wilmington, NC 28403
910-798-7441 phone
910-798-7053 fax
[e-mail]
www.nhcgov.com
ProjectName: n (fin L1 (IS Date:yf3l t�-i f l;j
Preliminary Plan (Conventional, erformanc) High Density)
• Engineering/ Jim Iannucci/Jason Clark
• Soil & Water Conservation District/ Dru Harrison ��E
• Emergency Services/ Warren Lee
• Fire Services/ Matt Davis / Tom Sosebee / Josh Smith AUG 19 2a13
• E911/ Deborah Cottle
• Environmental Health/ Cathy Timpy (only if plan proposes well or septic tank) BY:
• Cape Fear Public Utility Authority/ Bernice Johnson / Kent Harrell
,_Additional Agencies:
• Corps of Engineers/ Emily Hughes
• School System/ Mick Wayne / Eddie Anderson
• NCDOT/ Allen Hancock / Anthony Law
• MPO/ Tara Murphy / Mike Kozlosky
• Division of Coastal Management/ Robb Mairs (plan sent if land is adjacent to coastal water)
• D.E.M./ Linda Lewis
• City of Wilmington Development Services /Ron Satterfield
_Minor Subdivisions are sent to the following agencies for additional comments.
• Engineering/ Jim lannucci/Jason Clark
• Environmental Health/ Cathy Timpy
• CFPUA/ Bernice Johnson / Kent Harrell
_ Final subdivisions are sent to the following agencies for additional comments.
• Fire Services/ Matt Davis / Tom Sosebee / Josh Smith
• Engineering/ Jim Iannucci/Jason Clark
• CFPUA/ Bernice Johnson / Kent Harrell
Upon receipt, please send your written comments on the attached site plan back to
Planning & Inspections within (3) three weeks.
Sender Comments: P.Qao-De ,,fly , , Nd cLAyiee %ne g t.'-N gyp,, QikLrr nd
a.�
Updated 6/2013

NC®EtR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Thomas A. Reeder John E. Skvarla, III
Governor Acting Director Secretary
July 2, 2013
Dr. Amold Sobol, Member Manager
Aftew Properties, LLC
2020 S. Churchill Dr.
Wilmington, NC 28403
Subject: Request for State Stormwater Management Permit Application
The Village at Motts Landing
Stormwater Project No. SW8 030917
New Hanover County
Dear Dr. Sobol:
On July 1, 2013, the Wilmington Regional Office received notification from New Hanover County that you are
proposing to expand this project. Please be advised that it appears that Jacob Mott Drive will extend from the
currently permitted area covered by SW8 030917 to Carolina Beach Road. Please be advised that this will have to
be permitted either by a modification to SW8 030917 or under a new permit.
The North Carolina Administrative Code requires any project that is part of a larger common plan of development, or
that proposes more than 10,000 square feet of new built -upon area, or that must receive Sedimentation and Erosion
Control Plan approval, or that must receive a CAMA Major permit, to apply for and receive a Stormwater
Management Permit from the Division of Water Quality. Any construction on the subject site, prior to receipt of the
required permit, will constitute a violation of 15A NCAC 2H.1000 and may result in appropriate enforcement action by
this Office. If the area in question is already covered by a State Stormwater permit Dlease notifv us of that in Your
response.
Either a Stormwater Permit Application Package including 2 sets of plans, completed application form, fee, and
supporting documentation, or a written response regarding the status of this project and the expected submittal date
must be received in this Office no later than August 5, 2013. Failure to respond to this request may result in the
initiation of enforcement action, and construction may experience a subsequent delay.
The NPDES 010000 Federal Stormwater Permit that accompanies the Erosion Control Plan approval letter must
NOT be considered the Coastal Stormwater Management Permit, which will be signed by the Supervisor of the
Surface Water Protection Section. Please reference the Project Number above on all correspondence. If you
have any questions, please call me at (910)-796-7215.
Siincerqy,
4hvitm;al
Engineer
GDSlkpi: S:1WQS1Stormwate6Permits & Proiects120041030917 HD12013 07 req_swapp 030917
cc: New Hanover County Building Inspections
Phil Tripp, PE
Division of Coastal Management
Wilmington Regional Office Stormwater File
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604 One
Phone: [phone] FAX: [phone] DENR Assistance:1-877-623-6748 NorthCarolina
Internet: www riowateroualitv.oro �► Arms //ff
An Equal Opportunity 1 Atfirmafive Action Employer �! i "

pal
P mder.J6
- - _77
--_- y
NEW HANOVER COUNTY
PLANNING & INSPECTIONS
DEPARTMENT
AGENCY CHECKLIST
Sam Burgess
Subdivision Review 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: V;� ,� aM otkn�• P - 2A Date: _ �� Qg� • p ��j
_j/ Preliminary Plan (Conventional, Performa cg, High Density)
• Engineering/ Jim Iannucci/Jason Clark
• Soil & Water Conservation District/ Dru Harrison
• Emergency Services/ Warren Lee
• Fire Services/ Matt Davis / Tom Sosebee / Josh Smith r��
• E911/ Deborah Cottle
• Environmental Health/ Cathy Timpy (only if plan proposes well or septic tank) JUL 0 12013
• Cape Fear Public Utility Authority/ Bernice Johnson / Kent Harrell
_VAdditional Agencies:
• Corps of Engineers/ Emily Hughes
• School System/ Mick Wayne / Eddie Anderson
• NCDOT/ Allen Hancock / Anthony Law
• MPO/ Tara Murphy / Mike Kozlosky
• Division of Coastal Management/ Robb Mairs (plan sent if land is adjacent to coastal water)
• D.E.M./ Linda Lewis
• City of Wilmington Development Services /Ron Satterfield
_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/ Matt Davis / Tom Sosebee / Josh Smith
• Engineering/ Jim Iannucci/Jason Clark
• CFPUA/ Bernice Johnson / Kent Harrell
Upon receipt, please send your written comments on the attached site plan back to
Planning & Inspections within (3) three weeks.
Sender Comments: Q'-J 'n b ade 0'v" JAL
cttEC %.,&c1 QtAD't.
J �•
Updated 6/2013

SITF PLAN
ill = 100'
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18" FES INV 34.75-
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DROP INLET w/INLET PROTECTION
TRACT AREA
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,� ��� ``,��.,
LIMITS OF DISTURBANCE
X TSF X -
TEMPORARY SILT FENCE
WETLANDS PERMITTED FOR FILL
PHASE
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PASSIVE OPEN SPACE
ACTIVE OPEN SPACE
REVISIONS
Date I Description I By
4
LOCATION MAP INTS ��
SITE DATA
OWNER:
AFTEW PROPERTIES LLC
CONTACT:
DR. ARNOLD SOBOL
ADDRESS:
5625 RIVER RD
PHONE NUMBER:
910-297.6534
ZONING:
R'-15
PARCEL ID No.:
R07600-006-012-000
LIMITS OF DISTURBANCE:
18.52Ac.
TOTAL TRACT AREA:
18.18 Ac.
STREET RIGHT OF WAY AREA:
4.73' Ac.
NUMBER OF LOTS: 32 LOTS (3-4 BEDROOM)
OPEN SPACE: .69' Ac.
DENSITY CALCULATIONS
GROSS TRACT ACREAGE: 18.18 Ac.
LESS WETLANDS: -1.26 Ac.
NET TRACT ACREAGE: 16.92 Ac.
(MAXIMUM DENSITY: R-15 2.5)
TOTAL NUMBER UNITS PERMITTED: 42.3 U ITS
(NET ACREAGE TIMES APPLICABLE ZONE FACTOR)
DATE PRINTED
Jug z s 2073
2:1 SLOPE
5'-0"7'-O"
36'-0"
B-B
7!_0" !-0!
2:1 SLOPE
2�
/4"/FT
1 /4" FT
2�'
M
a
°
5' SIDEWALK 8" ABC
STONE BASE
I
PROPOSED 1-1 /2" 9.5A NCDOT ASPHALT
WATER MAIN
2' VALLEY CURB
PROPOSED
SAN. SEWER
TYPICAL
60'
ROAD
CROSS
-
SECTION
NTS
� •LESS/•
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17374
/�/11III111\�\\
DATE 06-26-13
DESIGN PGT
DRAWN EJW
C1
SHEET 1 OF 2
13007

END PHASE IS ROAD
ORE AND BOOT FUTURE TIE-IN
INV 21.5
Designer's Plan Certification:
PINE
"I hereby certify that this plan has been prepared in accordance with the latest New Hanover
FIRE HYDRA SMH No, 8H
County Ordinances and Storm Water Design Manual."
ASSEM X RIM 39.0
INV 21.4
Signature:
�a
Printed Name and Title: Philli G. Tri P.E.
NSA, Date:
'VERE Registration Number: 17374 SEAL
IN
14r I I I
I-0
0,10 Property Owner Certification:
J
-LOT 2'Y
-77- V61 0.12 Ac "I (We) hereby certify that I we am are the current owner of the property and that upon
M,
AD ELEV 37. receipt of "Authorization -To -Construct" any clearing, grading, construction or development,
3 will be performed in accordance with this plan and that the applicable ordinances and rules of
V,
-SSMH No, 813
New Hanover County, the State of North Carolina and the Federal Government and its
RIM 35.5 agencies which are hereby made part of this plan. As the owner, I (we) accept full
10' PRIVATE COMMUNICATIONS A.01 0 41
4
AND ELECTRIC EASEMENT AND INV 20.9 responsibility for the construction and operation and maintenance of the proposed facilities. I
10' PUBLIC SANITARY SEWER INE (We) will not attempt to transfer of this responsibility without the written authorization of
AND WATER EASEMENT New Hanover County."
63 W,
'01
I No. 1
01 INL
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5IE: 31.3 Signature:
Printed Xalv and Title: /N
Date:
I No. 413
RIM 34.8
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,RIM 34.8
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IE: 30.8\4/ ita TREES TO BE REMOVED:
E
312V N LOT 22 INV 30.0 REGULATED TREE INVENTORY
0.12 Ac INE
18" RCP P D ELEV 37.5 BR.�ADLEY G & SHERRY L. DUNKE TYPE OF TREE SIZE
NUMBER TREE
INE
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%
(ENGINEERED STORMWATER
33 TOTAL REGULATED TREES TO BE REMOVED
-
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14/ 14/ 14/ 14/ )PA .5 X
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7-15" PINE
b\. 1�1 Acres
\4/ \4/ 3-16" PINE
Iry 3-18" PINE
NE -19" PINE
tj 1 411 1-22" PINE
9. b� 442" TOTAL REMOVED (MITIGATED) 884" TO BE REPLACED
V
66
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RE AND\I13OOT FARE
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END PI gSE 1 A R
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\4/
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\1/ \4/
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4
\4/
\4/
\I/
\4/
NOTES:
51
6
1) PHASE 1 B IS NOT LOCATED WITHIN 100 -YR FLOOD ZONE.
un
I
2) CONSERVATION RESOURCES DO NOT EXIST WITHIN PHASE 1 B.
o
\1/
\4/
\4/
3) TOPOGRAPHY AND TREE SURVEY COMPLETED BY SHERWIN CRIBB
PINE
PASSIVE RECREATION
:. <
,
LAND SURVEYING.
\4/' - \1/
\4/
\4/
AR01
EA
1
Il
4) PROPOSED STREET LIGHTS TO BE PRIVATE.
<
5) ALL IMPERVIOUS AREAS ARE TO DRAIN TO THE ENGINEERED
31W
PROP. SWALE #2-7
_51, dl
STORM DRAINAGE SYSTEM.
6) CONTRACTOR SHALL FIELD VERIFY SIZE, MATERIAL, INVERTS AND
LOCATION OF ALL EXISTING UTILITIES PRIOR TO INSTALLATION OF
REVISIONS I
ate Description I By
le
LOCATION MAP ���
NTS
LEGEND
az
a- PROPOSED SEWER 01
W PROPOSED WATER f24
E­4 0-4
$D PROPOSED STORM WATER Z
W-1 LIMITS OF DISTURBANCE 0
gA rg
E
TSF U aM
x TEMPORARY SILT FENCE
Z
c
E­i
TREE TO BE REMOVED C)
0
P4 Z
EXISTING WETLAND W Q� Z
0-1 E­4 1_4
Z 01
Z
E­i
0 Z
z���z
in 6--J
SITE DATA:
OWNER:
AFTEW PROPERTIES, LLC
SITE ADDRESS:
6004 MOTTS VILLAGE RD
NHCo. PARCEL No.
R07600-006-01 0-000
ZONING
R-15 RESIDENTIAL DISTRICT
USE
RESIDENTIAL
ZONING
R-15 RESIDENTIAL DISTRICT
LATITUDE & LONGITUDE
34!7'36.26"N 77*54'00.74"W
TRACT AREA:
MAIN TRACT
234.65 ACRES
(WEST SIDE OF RIVER ROAD)
RIVER TRACT
28.39 ACRES
(EAST SIDE OF RIVER ROAD)
CONSERVATION RESOURCE
-1.53 ACRES
(BRACKISH MARSH)
TOTAL
261.51 ACRES
ZONING:
R-15
TAX MAP NO.
7600-006-012.00
AREA LOCATED WITHIN
82 ACRES
100 YEAR FLOOD PLAIN
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PHASE 1B SITE DATA TABLE:
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PROJECT AREA:
2.5 ACRES
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0
No. OF BEDROOMS PER UNIT
3
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*PARKING TO BE LOCATED WITHIN PRIVATE DRIVEWAYS
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DISTURBED AREA
2.5 ACRES
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0
0
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01
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PHASE 1B IMPERVIOUS AREA
PAVEMENT/CURB
21,040 SF
BUILDINGS
SIDEWALK/DRIVEWAY
31,062 SF
10,260 SF
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TOTAL IMPERVIOUS AREA
62,362 SF
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OWNER & DEVELOPER:
AFTEW PROPERTIES, LLC
DR. ARNOLD SOBOL, MANAGER
2020 S. CHURCHILL DRIVE
WILMINGTON NC 28403
PHONE # [phone]
SITE PLAN -
BAR SCALE 1 `40
Qlz_ 40 20$ 0'40' 80.1 120'
N 1r; PINE QYa
cn PROPOSED CONNECTIONS.
`=5 6
S E A L
• 17374
�RE06
/10111100\
DATE 2-5-13
DESIGN PGT
DRAWN EJW
C
SHEET 1 OF 2