SW8060530_HISTORICAL FILE_20180716

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 Uu o 53u
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
i fl\� (j`1 11-1
YYYYMMDD

Johnson, Kelly
From: Stubbs, Rebecca <[e-mail]>
Sent: Monday, July 16, 2018 3:16 PM
To: Johnson, Kelly
Subject: RE: [External] RE: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
No problem, let me know if you need anything else from me!
Rebecca Stubbs, El I Designer II, Water Resources
McAdams
2905 Meridian Parkway, Durham, NC 27713
office 919. 361. 5000 x224 I direct 919. 287. 0740 1 [e-mail]
www.mcadamsco.com I linkedin I twitter I instagram I Join our team
2 MCADAMS
creating experiences through experience
From: Johnson, Kelly <[e-mail]>
Sent: Monday, July 16, 2018 3:11 PM
To: Stubbs, Rebecca <[e-mail]>
Subject: RE: [External] RE: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
Got it.
Thanks
KJ
From: Stubbs, Rebecca ]mailto:[e-mail]
Sent: Monday, July 16, 2018 3:05 PM
To: Johnson, Kelly <[e-mail]>
Subject: RE: [External] RE: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
Kelly
In the package that I put in the mail on July 2nd 1 included an updated Attachment A and Title Page. The revised
Attachment A now shows the required and the provided WQv which should correspond to our Supplement Form and
pond calculations within the report. The required volume that we determined in our calculations is 65,111 cf and we are
providing 66,951 cf in the wet pond.
I have attached those 2 updated documents to this email in case you did not receive that package. Does this cover what
you are looking for?

r
Thank you!
Rebecca Stubbs, El I Designer II, Water Resources
McAdams
2905 Meridian Parkway, Durham, NC 27713
office 919. 361. 5000 x224 I direct 919. 287. 0740 1 [e-mail]
www.mcadamsco.com I linkedin I twitter I instaRram I join our team
L'Jl MCADAMS
creating experiences through experience
From: Johnson, Kelly <[e-mail]>
Sent: Monday, July 16, 2018 2:54 PM
To: Stubbs, Rebecca <[e-mail]>
Subject: FW: [External] RE: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
Rebecca,
Did you send me the required volume calculation for the new impervious area amount? Maybe I am overlooking it? I
get 64,439cf (in yellow below), but I need to make sure that matches your numbers. If I don't have that already, can you
please email it?
Thanks,
Kelly
2

S WB 060530 - Attachment 0
DATE
11.219.9031
To SCM
Redevelopment
6rtmption
for Demiq DA'
Total
PemtY
2l23/IB
Pemte
DATE TSD
Perms
2/23/13
Permit
2/25/I8
Permit
2/23/16
permit
DATF iBD
D,oa. a A,.. Totat
1.216.90
It 55
139,667
3 373 Say
1 l73 Sa5
GmSV26 060530 & On UUCW Properq DA:
1,030.1t6
1.030.St6
11,555
121,a13
1,166,11a
1,Min
On-SWO060530& Off1INC1V Prop" OA:
6,079
6.019
3,566
9.6e51
9.645
0E%W606MIC& OnLItCW Propcsti DA:
1Lt,959
IU.959
0
1at.9591
1at.959
Otf-SW6060530&Off-WiCW Pmperq DA:
_ 37,7191
37,719
0
57,719
37,71S
ROW DA
01
0
14,703
14,7081
14,705
Lmp M., TotaF.
608,2891
633,128
14,555
25,145
647,9591
677.526
O=ite Imxtiiou:. Total:
575,1551
575,992
14.555
20.61E
630,3261
611.165
Ondte I". rvioc. Pre-1935:
1t,760
1t,760
0
0
1a,7w
1g760
Onti:r lmo+rvit u:. trs-2SSF':
0
0
0
1,505
LEN
1.&06
Onste Isyerviocs, 1995 Rulem
352,597
352.597
0
6.892
359'"91
559,489
On c Urxrvioes, 2005 Role::
5.952
5.952
0
5,9521
5.952
Ondte lmxrvious, 2017 Rules Total:
201,5Aa
MASS
14,555
11.920
228,119_
229.15b
0cfldin•s/lois
0
0
0
0
0
Streevv
0
0
0
01
0
Pamir.;
iC6,959
187,S31
11,600
3.2_'6
201,717
202,659
5iderals
14,935
1g652
2.955
6,692
26.532
26,499
Fcture Im crriov: AraR:ble:
0
29,OW
0
0
0
29.000
Offtm 6nxtviocs-Tool:
33.1351
S3,136
0
26.7t2
59,67&1
59,671
SeAz.A Sq:ere & Portion of Co6ele Rd.11986-20D81
9554
9,554
- 0
9,554
9,554
A.z M.,WhnA 11938200S1
0
0
0
383
383
353
A. N..Mdb Ave (Po: 201)
0
$51
$51
$51
ROW OM2008
0
0
00
0
IM9
1.989
1.919
ROW 1Pa:t 20171
0
0
0
3, 0
3410
34-10
ROW 1E+ixdrt&Pre-195Si
0
0
0
0
0
0
.e.OIV(!dt:ing&P,.. S591'
0
D
0
20,t0S
20.t09
20.t09
Off:ite Per! =
23,582
23.552
.0
0
23.SU
23,592
SW6031039
13.1541
13.154
0
0
13.SSa
13.15a
SIM IODt05
ID,t2a
10,L28
0
0
INN
lO .
volume companion
Req-rind o Provided
Reaobed Votamr.
61.0221 64 -33
'Providcd Volvmr.
6 9511 66.951
Tout%; Lor Density fmperviout
mom
IE+d rLed from Ptojett A. ea per. iO N11161
21 Depsiq,'Toul V Lmperviaus Area* co:M :dd'ktvre' impervious cp to L^: LrpeM.. via fctne mofifi.uon.
'Loy De vr, D.a-vrae Area Calevhdon:
Lor N=hyDAcpo:.t LD DA) -(Pte-1931'E.Ltin&_ SUA}. 1 _139,667
Total br Ders: DA(Luludirt D: e-1988'E.i:.li•1:
1 16L902
OndW6 050530 & On4Ji1CW Property DA:
121,413
0n-SW8060530&Off-UM-1 Pope. Od:
3,566
04-SW8 060530 & On41NCV/ ProxnV CIA:
0
Of-SN006OS30&Off-UNM Pmpperry DA:
0
ROW DA
14,708
Pre-1996 'Ulhu = &UAt
22.215
Nvr•"OlY(Ocri:Nmomrcor. Fra-1599J':
1,D06
[Ow jf is L+g & FN4SSd1
20.t09
From: Johnson, Kelly
Sent: Tuesday, July 10, 2018 9:19 AM
To: 'Stubbs, Rebecca' <[e-mail]>
Subject: RE: [External] RE: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
Thanks Rebecca. I have been out of the office for the past week, but I will hopefully get through all of the
mail/email/voicemails today.
IU

From: Stubbs, Rebecca [mailto:[e-mail]]
Sent: Tuesday, July 3, 2018 6:30 PM
To: Johnson, Kelly <[e-mail]>
Subject: RE: [External] RE: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
CAUTION: External email. Do not.cliek links or open attachments mess verified. Send all suspicious email as an attachmen t.to
..
Kelly, <
I put the signed/sealed new title page and the revised Attachment A in the mail today via FeclEx. Please let me know if
there are any issues in your receiving of this.
Additionally, the sheets that I believe are necessary to keep on file with the permit are the following:
C-1 Existing Conditions
C-5 Overall Site Plan
C-6 East Parking Lot Site Plan
C-7 West Parking Lot Site Plan
C-8 Detailed Bus Stop Plan
C-9 Overall Grading & Storm Drainage Plan
C-10 East Parking Lot Grading & Storm Drainage Plan
C-11 West Parking Lot Grading & Storm Drainage Plan
EC-2 East Parking Lot Erosion Control Plan - Stage 2
EC-3 West Parking Lot Erosion Control Plan - Stage 2
SW-1 Stormwater Control Measure Plan View
SW-2 Stormwater Control Measure Details
SW-3 Stormwater Control Measure Landscape Plan
If there is anything else you need from me, please don't hesitate to reach out to me.
Thanks!
Rebecca Stubbs, El ] Designer II, Water Resources
McAdams
2905 Meridian Parkway, Durham, NC 27713
office 919. 361. 5000 x224 I direct 919. 287. 0740 1 [e-mail]
www.mcadamsco.com I linkedin I twitter [ instagram [loin our team
'J MCADAMS
creating experiences through experience
From: Johnson, Kelly <kelly.p Johnson(@ncdenr.gov>
Sent: Monday, July 02, 2018 9:17 AM
To: Stubbs, Rebecca <[e-mail]>
Cc: Perry, Daniel <[e-mail]>; Riggins, Daryl <[e-mail]>; [e-mail]
Subject: FW: [External] RE: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
Rebecca,
I started working through this one on Friday because I had to ask Christine how all of the data in the table
worked. (There was pre-1988 existing that had been taken out of the low density drainage area and a few other things
9

iJ M.CADAMS ? ;c! JUL 0 6 2012 p LETTER OF TRANSMITTAL
Date: July 3, 2018 FEDERAL EXPRESS
To: Ms. Kelly Johnson Re: University of North Carolina - Wilmington
Department of Environmental Quality Hamilton Hurst Parking Lot
127 Cardinal Drive Extension Stormwater Management Plan
Wilmington, North Carolina 2840S Job #: UNW-17060
I am sending you the following items:
❑ Drawings ❑ Letter
❑ Specifications ® Submittal
❑ Plans ❑ Prints
❑ Statement of Qualifications
❑ Other
QUANTITY
UNIT
DESCRIPTION
1
Copy
Original Signed Cover
1
Copy
Attachment A
Transmitted as checked below:
® For approval
❑ For your use
❑ As requested
Remarks:
Copyto:
❑ For review + comment
❑ Other
❑ Other
Signature: —Jiro
Daniewff
Project Manager, Water Resources
creating experiences through experience 2905 Meridian Parkway, Durham, NC 27713 / 919. 361. 5000

• j R
UNC WILMINGTON
HURST HAMILTON PARKING LOTS
WILMINGTON, NORTH CAROLINA
STORMWATER MANAGEMENT PLAN
PROJECT NUMBER:
DESIGNED BY:
U N W-17060
DANIEL PERRY, PE
REBECCA STUBBS, El
DATE: IULY 2018
'J
MCADAMS
2905 MERIDIAN PARKWAY
DURHAM, NORTH CAROLINA 27713
NC Llc. # C-0293
��6 4\
-EAL �' =
5425 ` 7�L'te
FCCFRV ��
`'I'� JUL 0 6 20113 IJ
HY: -

' pg2d52 -
''�,,'11H cv\a `1`

0
UNC WILMINGTON
HURST HAMILTON PARKING LOTS
WILMINGTON, NORTH CAROLINA
STORMWATER MANAGEMENT PLAN
PROJECT NUMBER:
DESIGNED BY:
U N W-17060
DANIEL PERRY, PE
REBECCA STUBBS, El
DATE: JUNE 2018
'J
MCADAMS
2905 MERIDIAN PARKWAY
DURHAM, NORTH CAROLINA 27713
INC LIc. # C-0293
r-��IVE
uii 2 G 2013
BY:_---------�-
EAL 'r 9

121 MCADAMS
UNC WILMINGTON — HURST HAMILTON PARKING LOTS
Stormwater Management Plan
GENERAL DESCRIPTION
Located at the Intersection of Hurst Drive and Hamilton Drive, the Hurst Hamilton Parking Lots project will consist of
two (2) surface parking lots providing a total of +/- 574 spaces to accommodate visitors and students. The proposed
lots are anticipated to contain one entrance off Hurst, one exit onto Hamilton, and one two-way access to N. MacMillan
Drive. The project will include the addition of bike parking stalls, a bus shelter, along with a modification to an existing,
adjacent SCM (i.e. the Lot K pond).
The proposed project will be high density and will require a major modification to the existing State Stormwater
Management Permit (SW8 060530) in this area of the UNCW campus. The addition of the surface parking lots will
require an expansion to the existing SW8 060530 permit boundary. To better mimic the true drainage area to the
Stormwater Control Measure (SCM), the modified permit boundary will nawr incl de existing BUA that has been
previously unaccounted for, meaning that the SCM will be designed to provide equal or better treatment for the net
ncrease in BUA for this modified permit boundary. The amount of existing BUA that will now receive treatment credit
from the SCM is greater than the proposed amount of impervious bypassed from the small proposed parking lot along
MacMillan Ave. Additional impervious outside of the drainage area to the SCM has been calculated to remain under
the low -density threshold of 24% for the remaining portion of the permit boundary. Please refer to the BUA map
included in section 4 of this report. The existing Lot K pond will be renovated / expanded to accommodate the proposed
increase In impervious area. As a result of the increase in BUA and expansion of the existing SCM, the wet pond design
will be modified to meet NC DEQ's Minimum Design Criteria.
The project is located within the Cape Fear River Basin, with stormwater runoff from the proposed project draining to
Burnt Mill Creek. According to the N.C. Division of Water Quality BasinWide Information Management System (BIMS),
the waterway is classified as C; Sw" at this location (Stream Index q 18-74-63-2).
The intent of this report is to provide updated stormwater calculations to the State Stormwater permit issued on
February 23, 2018 due to the slight alteration to the bus stop layout along Hurst Drive.
CALCULATION METHODOLOGY
• Rainfall data for the Wilmington, NC region is from NOAA Atlas 14. This data describes a depth -duration -
frequency (DDF) table describing rainfall depth versus time for varying return periods in the Wilmington, NC
area. These rainfall depths are input into the meteorological model within PondPack for peak flow rate
calculations. Please reference the miscellaneous site information section within this report for additional
information.
Using maps from the NRCS Web Soil Survey, the on- and off -site soils were determined to be from hydrologic
soil group (HSG) 'A' soils, 'B' soils and 'D' soils. Since the method chosen to compute both pre- and post -
development peak flow rates and runoff volumes is dependent upon the soil type, care was taken when
selecting the appropriate Soil Conservation Number (SCS CN). For this analysis, the HSGs for the site consisted
of'A','B', and V.
Within the site boundary, an approximate proportion of each soil group was determined using NRCS Web Soil
Survey. Once an approximate proportion was determined, a composite SCS CN was computed for each cover
condition.
creating experiences through experience 2905 Meridian Parkway, Durham, No / 919. 361. 5000

J MCADAMS
NARRATIVE > UNW-17060
Land cover conditions for the site were taken from a recent aerial mapping survey prepared by Avioimage Inc
and combined with ground truth survey prepared by Atlantic Coast Survey.
• The times of concentration are calculated using the SCS TR-55 Segmental Approach. The Tc flow paths are
divided into three segments: overland flow, concentrated flow, and channel flow. The travel time is then
computed for each segment, from which the overall time of concentration is determined by taking the sum of
each segmental time. PondPack Version V8i, by Bentley Systems, Inc., was used in determining the pre- & post -
development peak flow rates for the 1-, 2-, 10-, 25- and 100-year storm events, as well as routing calculations
for the modified stormwater management facility.
• The drainage ditches along Hamilton Drive and MacMillan Avenue were modeled as interconnected ponds with
the existing SCM and with its proposed modifications. The ditches provide a significant amount of storage to
the watershed and therefore their stage storage function was determined using best available survey data.
• There are three proposed driveway culverts for entrances to the proposed parking lots. One along Hamilton
Drive and two along MacMillan Avenue. The driveway culverts were sized such that the interconnection of
ponds would balance the water surface elevation of the roadside ditches with the SCM. There is an existing
culvert under the driveway to existing substation off of MacMillan Avenue that was modeled, and performance
verified in throughout this analysis.
• The offsite drainage area from the adjacent apartment complex was assumed to be full build -out in the
calculation of impervious area to the SCM. If new development were proposed for the site, a 20' setback
mentioned in the ordinance would be required similar to that currently provided for this property; therefore,
this development has reached its impervious threshold which could drain to the SCM.
• There is an existing 42" RCP culvert at the intersection of S College Rd and MacMillan Ave that was used as the
overall point of analysis in the existing and proposed scenarios of the drainage ditches and SCM. This culvert
was modeled with a tailwater condition to match crown of pipe to be conservative in the analysis of conveyance
through the pipe.
• The existing forebay of the wet detention basin will not be modified and therefore was modeled with the same
stage storage function in both the existing conditions analysis and the proposed modifications analysis. To
provide an accurate analysis of current conditions of the existing forebay, a stage storage function was
generated from survey prepared by Avioimage.
• It is acknowledged that the forebay percentage in the proposed build -out condition exceeds the volume
requirement for forebays stated in the MDCs. The existing forebay which will remain unaltered, was previously
approved with a forebay volume in excess of 20%. As a part of this project, additional concentrated discharges
to the SCM were required. Project elements such as location of the concentrated discharges and physical shape
of the SCM influenced the size and location of the proposed forebays. For instance, Proposed Forebay 41
utilizes a berm that will be constructed as part of the construction access to the west lot and will be converted
to a permanent forebay berm for the lifetime of the SCM. Additionally, a large forebay in this location is more
effective to capture the concentrated discharges from both inlets draining the east parking lot. Proposed
Forebay #2 also exceeds the 20%requirement, however, it was in the engineers opinion that a smaller forebay
than what was designed would not be as constructible and may require more frequent sediment cleanouts.
Each of the forebays provided are proportional in size to the drainage areas directed to them. This is in addition
to the volume provided by the existing forebay, therefore in total the forebay volume well exceeds the MDCs
requirement. The surface area of the main pool remains oversized, providing better treatment of stormwater
runoff directed to this SCM.
creating experiences through experience 2905.Meridian Parkway, Durham, NC / 919, 361. 5000

JI MCADAMS
NARRATIVE > UNW-17060
• The existing outlet structure will remain, with modifications to account for additional water quality volume
storage. The outlet structure information was provided to the John R. McAdams company by survey performed
by Atlantic Coast Survey. It is important to note that between the as -built survey conducted in 2006 and the
survey performed by Atlantic Coast survey in 2017, the reference datum was adjusted from NAVD29 to
NAVD88. This datum shift accounts for the discrepancies in elevation information between the as -built survey
and the current project survey of the outlet structure.
A future BUA assumption is included in the calculation of the water quality volume and Attachment A of this
report. The future BUA amount was determined to be the maximum amount of impervious that can receive
appropriate water quality treatment by the outlet structure modifications proposed as part of this report. To
demonstrate storage capacity of the SCM, an allocation of future impervious was proportionally distributed
between the "Sub -basin to Main Pool" and the "Sub -basin to Forebay". The Summary of Results included in
this report reflects this distribution of future impervious assumptions. At the time of future development, a
revised routing analysis of the SCM will be required.
CONCLUSION
If the development on this tract is built as proposed within this report, then the applicable requirements will be met
with the proposed stormwater management facility. However, modifications to the proposed development may
require that this analysis be revised. Some modifications that would require this analysis to be revised Include:
1. The proposed site impervious surface exceeds the amount accounted for in this report.
2. The watershed breaks change significantly from those used to prepare this report.
The above modifications may result in the assumptions within this report becoming invalid. The computations within
this report will need to be revisited if any of the above conditions become apparent as development of the proposed
site moves forward.
creating experiences through experience 2905 Meridian Parkway, Durham, NC / 919. 361. 5000

Permit: staff OW530 ATTACHMENT A
5/30/2018
project Number: UN W-1J050
Drainage AreD/Impervious Breakdown
Basin Information
Drainage Arrit. to KM
REDEVELOPMENT EXEMPTION
Drainage Area LOW DENSNY
Drainage Area TOTAL
Reeefving Stream Name
Burnt Mill Creek
Burnt Mill Creek
Burnt Mill Creek
Stream Class
C'Sw
-
CiSw
CSw
Stream Index Number
19 74L3-2
18J433 2
18 74 63 2
Total Drainage Area (It)
1.218,903
14,555
139,687
1,373,145
On SIVA 060530& On UNCW Pm,eI, Drainage Area isQ
On Says OW530 is Off UNCW Property Drainage Area Dort
1,030,146
14,555
121,413
1,166,114
6,079
3,566
9,645
Off SW8050530 is On UNCW Property Drainage Area lsfJ
144,959
0
144,959
OB�SWLIW530& OHLNCW Property Drainage Area(sf)
37,719
0
37,719
ROW Drainage Area DQ
0
14,708
14.708
TotalPmparedlmpervkws Areaffn
638,128
14,555
25145
677,828
On SW8060530 Parody" Impervious Area
590,232
14,_555
19746
623,599
ROW Proposed lmpernous Area
0
5,399
5,3%
Total %Impervnui Area
52.35%
I00.00%
18.00a
49.36%
OmsWB 060530%Impervious Area
%.%%
100.00%
15.80%
$348%
ROW ea Impervious Area
3631%
36,71%
im esWous Surface Area
DidellialleMe. to SCM
REDEVELOPMENT EXEMPTION
bell na eMe. LOW DENSITY
Drainage Area TOTAL
On We 5w8060530 Buildings/Lots an
0
0
a
On site SW8060530 Streets (so
0
0
0
On un. 5W8 W530 Parking lsn
187,831
11,600
3,228
202,659
On .In 5W8 W530 Sid ... IU(sf)
14,852
2,955
8,692
26,499
19883008
352,597
-
6,892
359,489
2018 2017
5,94
-
a
5,952
Staff 031039
13,154
0
13,154
SW8100405
10,428
0
10,428
OH UNCW Property& OH SWBC605301sO 19882008
(Seuhow45pwre& smad pwrim of case. Ad!
Off UNCW Property& On SWBC6a5301sO 19882008
(.note Mo[M ..Ave)
9,554
-
0
9,554
0
-
383
383
Off UNCW Property & On SW8060530 [sO Post 2017
(.eves Me[Millonave)
0
-
551
551
ROW (sO 1938 2008
0
1.989
1,989
ROW (so Post 2plJ
0
3,410
3,410
ROW Exisring Pre 1988 BOA lsn
0
20,409
0
Om5W8 a60530 Existing Pre-l9Be BOA an
14,2W
1,805
14,J60
Pomre BUA Allowance (if)
29,000
19,000
Tell (a)
638,128
14,555
25,145
677,828
'This permit utiliaes redevelopment exemprion by treating 14,760 if of existing Pre 1998 gory, allowing 14,555 sf of proposed impervious to be bypassed'
Total Drainage Area to 5CM= 1,218,503
2298
'Era in age Area LOW UENSIM= [Total IXainage Areal ITuring Pre-1988 BOA)
Total-Orain.ge Are. I OWDENSITy'= 161,902 5)
Total-Existng Pre-1988 BOA-= 22,215 sf
'Drainage Arco LOW DENSITY'= 139,687 s)
Total Permit Boundary Area 1.212,682
2184

UNCW HURST HAMILTON PARKING LOTS Attachment B R. STUBBS, El
UNW-17060 SW8060530 Permit Boundary 5/30/2018
Point
1
Northing
173614.3524
Easting
2338018.013
2
173551.6309
2337986.431
3
_
173523.1011
2338009.813
4
173477.8453
2338046.902
5
173457.3113
2338064.923
6
173418.3321
2338104.223
7
173388.1056
2338128.879
8
173356.2498
2338151.488
9
173325.6648
2338154.02
10
173321.0007
2338165.02
11
173326.1876
2338181.018
12
173283.7679
2338211.615
13
173228.8061
2338250.022
14
173202.1854
2338262.634
15
173183.9206
2338276.657
16
173162.5925
2338302.562
17
173149.1343
2338321.541
18
173128.6557
2338352.24
19
17 313 5.7 201
233 8363.42 2
20
173145.1592
2338374.125
21
173174.5574
2338433.889
22
173035.5778
2338650.05
23
173050.275
2338666.617
24
173086.963
2338688.792
25
173126.7
2338710.72
26
173171.15
2338735.654
27
173215.119
2338760.154
28
173246.555
2338777.688
29
173317.5487
2338816.729
30
173349.657
2338834.606
31
173394.419
2338859.493
32
173440.884
2338885.297
33
173487.276
2338911.19
34
173530.446
2338935.226
35
173574.7259
2338959.795

UNCW HURST HAMILTON PARKING LOTS Attachment B R. STUBBS, El
UNW-17060 SW8060530 Permit Boundary 5/30/2018
---Point
36
Northing
173586.8484
Easting
2338965.131
37
17 3596.1651
23 38955.3
9
38
173 634.6391
23 38976.8
54
39
173621.5874
2339002.365
40
17365 6.2801
233 9020.572
41
173679.6085
2338995.677
42
173695.1705
2338964.066
43
173704.601
2338961.913
44
173703.6307
2338982.544
45
173697.8086
2338993.625
46
173697.367
2338997.171
47
174192.1105
2339264.52
48
1742 24.4251
2339265.891
49
174247.9494
2339229.919
50
174259.5502
2339212.606
51
1742 75.2491
2339200.09
52
174283.3214
2339195.042
53
174308.3
271
23 39147.9
36
54
174271.6218
2339129.496
55
174268.2436
2339126.213
56
174265.3885
2339123.439
57
174262.4074
2339112.14
58
174263.4914
2339091.349
59
174251.5669
2339082.942
60
174257.0028
2339063.762
61
174257.2739
2339046.949
62
174267.482
2339029.05
63
174301.3921
2 33 8990.802
64
174311.6483
2338985.671
65
174328.3896
2338986.96
66
174470.1399
2339065.248
67
174475.1628
2339055.842
68
174497.3755
2339067.553
69
174527.6788
2339015.126
70
174598.935
2338886.495

UNCW HURST HAMILTON PARKING LOTS Attachment B R. STUBBS, El
UNW-17060 SW8060530 Permit Boundary 5/30/2018
Point
71
Northing
174669.8453
Easting
2338760.735
72
174655.3846
2338752.581
73
174652.63
2338742.46
74
17467 2.0001
23 38708.643
75
174686.8859
2338705.953
76
174680.3946
2338682.005
77
174627.6809
2338575.698
78
174561.0585
2338482.735
79
174474.0516
2338396.315
80
174381.6797
2338314.097
81
174276.3425
2338235.706
82
174188.2818
2338211.33
83
174131.8014
2338178.128
84
174107.2665
2338185.416
85
174055.9475
2338288.51
86
173995.9768
2338308.39
87
173994.1492
2338282.877
88
174006.1218
2338258.137
89
174034.1257
2338218.619
90
174048.3
241
2338197.953
91
174073.5
891
23 38146.159
92
174122.9122
2338050.034
93
174122.2639
2338049.289
94
174071.3467
2338020.394
95
173962.3523
2337958.489
96
173877.3673
2338131.771
97
173808.2846
2338272.867
98
173917.3186
2338334.452
99
173840.7622
2338490.01
100
173621.1446
2338370.853
101
17 3853.6611
23 37896.7
59
102
173799.9257
2337866.242

SUMMARY OF RESULTS
1
MISCELLANEOUS SITE INFORMATION
2
PREVIOUS STATE STORMWATER PERMITS
3
PRE -DEVELOPMENT HYDROLOGIC
4
CALCULATIONS
POST -DEVELOPMENT HYDROLOGIC
5
CALCULATIONS
STORMWATER MANAGEMENT FACILITY.
6
DESIGN CALCULATIONS

UNCW - HURST HAMILTON PARKING LOTS SUMMARY OF RESULTS R. STUBBS, El
\ UNW-17060 6/13/2018
A
RELEASE RATE MANAGEMENT RESULTS
EXISTING CONDITIONS PROPOSED CONDITIONS
Ditch #1
Ditch #6
Return Period
Max WSE i
[kP
1-Year
35.72
2-Year
36.31
10-Year
37.01
25-Year
37.06
50-Year
37.12
100-Year
37.18
Return Period
Max WSE I
Ik1
36.18
36.57
37.10
3T23
37.25
37.25
1-Year
2-Year
10-Year
25-Year
50-Year
100-Year
Ditch #2
Return Period
Max WSE
Iftl
1-Year
_
36.18
2-Year
36.56
10-Year
37.11
25-Year
37.25
50-Year
37.25
100-Year
37.25
Ditch #3
Return Period
Max WSE
Ikj I
1-Year
36.18
2-Year
36.55
10-Year
37.00
25-Year
37.09
50-Year
37.12
100-Year
37.14

UNCW - HURT HAMILTON PARKING LOTS SUMMARY OF RESULTS R. STUBBS, EI
UNW-17060 6/13/2018
(RELEASE RATE MANAGEMENT RESULTS
EXISTING CONDITIONS
Ditch #7
Return Period
Max WSE Iftj I
1-Year
35.72
2-Year
36.30
10-Year
36.63
25-Year
36.78
50-Year
36.89
100-Year
36.93
Pre-Forebay
Return Period
Max. WSE
[ftl
Freebaardj
ftl I
1-Year
35.70
1.30
2-Year
36.30
0.70
10-Year
36.66
0.34
25-Year
36.87
0.13
50-Year
37.02
-0.02
100-Year
37.06
-0.06
Pre -Main Pool
Return Period
Max. WSE
Iftl
Freeboard)
Iftl
1-Year
35.70
1.30
2-Year
36.30
0.70
10-Year
36.64
0.36
25-Year
36.80
0.20
50-Year
36.92
0.08
100-Year
36.97
0.03
PROPOSED CONDITIONS
Ditch #4
Return Period
Max WSE
IftI
1-Year
36.17
2-Year
36.54
10-Year
36.88
25-Year
37.00
50-Year
37.00
100-Year
37.02
Ditch #5
Return Period
Max WSE
[ftl
1-Year
36.16
2-Year
36.52
10-Year
36.67
25-Year
36.71
50-Year
36.72
100-Year
36.74
Post-Forebay
Return Period
Max. WSE
[ftj
Freeboard
Iftj
1-Year
36.16
0.84
2-Year
36.55
0.45
10-Year
36.95
0.05
25-Year
3T04
-0.04
50-Year
3TOB
-0.08
100-Year
37.11
an
Post -Main Pool
Return Period
Max. WSE
[ftl
Freeboard)
[ftl
1-Year
36.16
0.84
2-Year
36.54
0.46
10-Year
36.91
0.09
25-Year
37.00
0.00
50-Year
37.02
-0.02
300-Year
37,05
-0.05

UNCW - HURST HAMILTON PARKING LOTS SUMMARY OF RESULTS
UNW-17060 SCM - Existing
:STORMWATER CONTROL MEASURE SUMMARY '
Design Drainage Area = 24.77 ac
Design Impervious Area = 9.35 ac
` Impervious= 37.7%
Top of Dam =
37.00
ft
NWSE=
33.30
ft
Surface Area at NWSE =
53,925
sf
WQ Orifice Diameter=
4.00
in
WQ Orifice Elevation =
33.30
fit
Number of Orifices =
2
Area Orifice #1 Area =
1.29
sf
Area Orifice #1 Top Elevation =
34.39
ft
Area Orifice #1 Invert Elevation =
33.96
ft
Number of Orifices =
1
Area Orifice #2 Area =
3.69
sf
Area Orifice #2 Top Elevation =
34.37
ft
Area Orifice #2 Invert Elevation =
33.96
ft
Riser Size =
6' x 10'
Riser Crest =
35.56
ft
Barrel Diameter=
24
in
# of Barrels =
3
Upstream Invert =
33.75
ft
Downstream Invert =
33.25
ft
Length =
42
ft
Slope =
0.0119
ft/ft
R. STUBBS, El
6/13/2018

UNCW - HURST HAMILTON PARKING LOTS SUMMARY OF RESULTS
UNW-17060 SCM - Modified
STORMWATER CONTROL MEASURE SUMMARY
Design Drainage Area = 27.98 ac
Design Impervious Area = 14.65 ac
Y Impervious = 52.4%
Top of Dam =
37.00
ft
NWSE=
33.30
ft
WQ Storm Depth =
1.00
ft
WQVolume =
61,573
cf
WQ Volume Elevation =
34.30
ft
Surface Area at NWSE =
31,275
sf
WQ Orifice Diameter =
4.00
in
WQ Orifice Elevation =
33.30
ft
Number of Orifices =
2
Area Orifice #1 Area =
1.50
sf
Area Orifice #1 Top Elevation =
34.80
ft
Area Orifice #1 Invert Elevation =
34.30
ft
Number of Orifices =
1
Area Orifice #2 Area =
4.50
sf
Area Orifice #2 Top Elevation =
34.80
ft
Area Orifice #2 Invert Elevation =
34.30
ft
Riser Size =
6' x 10'
Riser Crest =
35.56
ft
Barrel Diameter=
24
in
it of Barrels =
3
Upstream Invert =
33.75
ft
Downstream Invert =
33.25
ft
Length =
42
ft
Slope =
0.0119
ft/ft
R. STUBBS, El
6/13/2018

9 MCADAMS
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event volume (min) (ft3/s)
(years) (ac-ft)
Sub to Forebay
Post- lyr 24hr
1
2.509
733.50
26.80
Sub to Forebay
Post- 2yr 24hr
2
3.515
733.50
37.82
Sub to Forebay
Post- 10yr 24hr
10
7.047
733.50
66.69
Sub to Forebay
Post- 25yr 24hr
25
9.747
733.50
83.91
Sub to Forebay
Post- 50yr 24hr
50
12.240
733.50
97.28
Sub to Forebay
Post- 100yr 24hr
100
15.107
733.50
110.59
Sub to Main Pool
Post- lyr 24hr
1
1.642
734.00
17.30
Sub to Main Pool
Post- 2yr 24hr
2
2.173
734.00
22.64
Sub to Main Pool
Post- 10yr 24hr
10
3.942
734.00
35.28
Sub to Main Pool
Post- 25yr 24hr
25
5.246
734.00
42.43
Sub to Main Pool
Post- 50yr 24hr
so
6.432
734.00
47.90
Sub to Main Pool
Post- 100yr 24hr
100
7.782
734.00
53.32
Sub to Ditch#1
Post- Lyn 24hr
1
0.566
731.2S
6.49
Sub to Ditch#1
Post- 2yr 24hr
2
0.837
731.25
9.90
Sub to Ditch#1
Post- 10yr 24hr
10
1.837
729.00
19.50
Sub to Ditch#1
Post- 25yr 24hr
25
2.631
729.00
25.62
Sub to Ditch#1
Post- 50yr 24hr
so
3.376
729.00
30.42
Sub to Ditch#1
Post- 100yr 24hr
100
4.242
729.00
35.28
Sub to Ditch#2
Post- lyr 24hr
1
1.170
746.75
7.15
Sub to Ditch#2
Post- 2yr 24hr
2
1.933
742.50
13.75
Sub to Ditch#2
Post- 10yr 24hr
10
5.043
742.25
37.44
Sub to Ditch#2
Post- 25yr 24hr
25
7.683
738.25
54.23
Sub to Ditch#2
Post- 50yr 24hr
5o
10.240
738.25
68.76
Sub to Ditch#2
Post- 100yr 24hr
100
13.281
738.00
84.13
Sub to Ditch#3
Post- lyr 24hr
1
0.029
721.50
0.56
Sub to Ditch#3
Post- 2yr 24hr
2
0.042
721.50
0.82
Sub to Ditch#3
Post- 10yr 24hr
10
0.088
721.25
1.50
Sub to Ditch#3
Post- 25yr 24hr
25
0.123
721.25
1.91
Sub to Ditch#3
Post- 50yr 24hr
50
0.157
721.25
2.21
Sub to Ditch#3
Post- 100yr 24hr
100
0.195
721.25
2.53
Sub to Ditch#4
Post- lyr 24hr
1
0.019
726.00
0.17
Sub to Ditch#4
Post- 2yr 24hr
2
0.035
722.75
0.44
Sub to Ditch#4
Post- 10yr 24hr
10
0.106
721.50
1.63
Sub to Ditch#4
Post- 25yr 24hr
25
0.170
721.25
2.50
Sub to Ditch#4
Post- 50yr 24hr
50
0.233
721.25
3.21
Sub to Ditch#4
Post- 100yr 24hr
100
0.309
721.25
4.01
Sub to Forebay
Pre- lyr 24hr
1
2.399
733.50
25.42
Sub to Forebay
Pre- 2yr 24hr
2
3.385
733.50
36.25
Sub to Forebay
Pre- 10yr 24hr
10
6.868
733.50
64.99
Sub to Forebay
Pre- 25yr 24hr
25
9.545
733.50
82.27
Sub to Forebay
Pre- 50yr 24hr
50
12.020
733.50
95.73
Sub to Forebay
Pre- 100yr 24hr
100
14.872
733.50
109.15
Sub to Ditch#6
Pre- lyr 24hr
1
1.607
749.00
9.79
Sub to Ditch#6
Pre- 2yr 24hr
2
2.655
744.50
18.90
Sub to Ditch#6
Pre- 10yr 24hr
10
6.925
740.25
51.51
Sub to Ditch#6
Pre- 25yr 24hr
25
10.551
740.25
74.87
Sub to Ditch#6
Pre- 50yr 24hr
So
14.063
740.25
94.69
Sub to Ditch#6
Pre- 100yr 24hr
100
18.239
740.25
115.61
Sub to MainPool
Pre- lyr 24hr
1
0.242
740.75
1.58
Sub to MainPool
Pre- 2yr 24hr
2
0.405
737.50
3.22
Hamilton -Hurst Parking Lot R. STUBBS, El
UNW 17060.ppC
5/31/2018

9 MCADAMS
Subsection: Master Network Summary
Catchments Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Event
Volume
(min)
(ft3/s)
(years)
(ac-ft)
Sub to MainPool
Pre- 10yr 24hr
10
1.078
734.25
9.05
Sub to MainPool
Pre- 25yr 24hr
25
1.654
734.00
13.27
Sub to MainPool
Pre- 50yr 24hr
50
2.214
734.00
16.82
Sub to MainPool
Pre- 100yr 24hr
100
2.882
734.00
20.56
Sub to Ditch#7
Pre- lyr 24hr
1
0.037
759.50
0.11
Sub to Ditch#7
Pre- 2yr 24hr
2
0.082
756.25
0.38
Sub to Ditch#7
Pre- 10yr 24hr
10
0.308
739.00
2.12
Sub to Ditch#7
Pre- 25yr 24hr
25
0.526
735.75
3.80
Sub to Ditch#7
Pre- 50yr 24hr
50
OJ49
735.75
5.34
Sub to Ditch#7
Pre- 100yr 24hr
100
1.026
735.75
7.02
Sub to Ditch#5
Post- lyr 24hr
1
0.085
721.50
1.66
Sub to Ditch#5
Post- 2yr 24hr
2
0.123
721.50
2.43
Sub to Ditch#5
Post- 10yr 24hr
10
0.258
721.25
4.43
Sub to Ditch#5
Post- 25yr 24hr
25
0.364
721.25
5.65
Sub to Ditch#5
Post- 50yr 24hr
50
0.462
721.25
6.52
Sub to Ditch#5
Post- 100yr 24hr
100
0.576
721.25
7.48
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event volume (min) (ft3/s)
(years) (ac-ft)
Overall POA
Post- lyr 24hr
1
0.000
0.00
0.00
Overall POA
Pre- lyr 24hr
1
0.000
0.00
0.00
Overall POA
Post- 2yr 24hr
2
1.429
1,094.00
3.29
Overall POA
Pre- 2yr 24hr
2
0.000
0.00
0.00
Overall POA
Post- 10yr 24hr
10
10.988
795.75
24.93
Overall POA
Pre- 10yr 24hr
10
7.524
839.75
21.66
Overall POA
Post- 25yr 24hr
25
18.532
752.75
28.42
Overall POA
Pre- 25yr 24hr
25
14.500
799.50
32.47
Overall POA
Post- 50yr 24hr
50
23.360
752.50
28.98
Overall POA
Pre- 50yr 24hr
50
21.210
791.00
38.64
Overall PDA
Post- 100yr 24hr
100
27.217
727.75
29.81
Overall POA
Pre- 100yr 24hr
100
28.969
788.50
40.18
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac-ft)
Maximum
Maximum
Water
Pond Storage
Surface
(ac-ft)
Elevation
(ft)
Post-Forebay
Post- lyr 24hr
1
2.509
733.50
26.80
(N/A)
(N/A)
(IN)
Post-Forebay
Post- lyr 24hr
1
0.506
742.00
14.46
36.16
2.588
(OUT)
Post-Forebay
Post- lyr 24hr
1
-0.055
782.25
-0.72
(N/A)
(N/A)
(Reverse)
Post-Forebay
Post- 2yr 24hr
2
3.515
733.50
37.82
(N/A)
(N/A)
(IN)
Hamilton -Hurst Parking Lot - R. STUBBS, El
UNW17060.ppe 5/31/2018

2 MCADAMS
Subsection: Master Network Summary
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event volume (min) (ft3/s)
(years) (ac-ft)
Post-Forebay
(OUT)
Post-Forebay
(Reverse)
Post-Forebay
(IN)
Post-Forebay
(OUT)
Post-Forebay
(Reverse)
Post-Forebay
(IN)
Post-Forebay
(OUT)
Post-Forebay
(Reverse)
Post-Forebay
(IN)
Past-Forebay
(OUT)
>ost-Forebay
(Reverse)
Post-Forebay
(IN)
Post-Forebay
(OUT)
Post-Forebay
(Reverse)
Post -Main
Pool (IN)
Post -Main
Pool (OUT)
Post -Main
Pool
(Reverse)
Post -Main
Pool (IN)
Post -Main
Pool (OUT)
Post -Main
Pool
(Reverse)
Post -Main
Pool (IN)
Post -Main
Pool (OUT)
Post -Main
Pool
(Reverse)
Post -Main
Pool (IN)
Hamilton -Hurst P:
UN W 17060opo
Post- 2yr 24hr
Post- 2yr 24hr
Post- l0yr
24hr
Post- l0yr
24hr
Post- 10yr
24hr
Post- 25yr
24hr
Post- 25yr
24hr
Post- 25yr
24hr
Post- 50yr
24hr
Post- 50yr
24hr
Post- 50yr
24hr
Post- 100yr
24hr
Post- 100yr
24hr
Post- 100yr
24hr
Post- lyr 24hr
Post- lyr 24hr
Post- lyr 24hr
Post- 2yr 24hr
Post- 2yr 24hr
Post- 2yr 24hr
Post- l0yr
24hr
Post- l0yr
24hr
Post- l0yr
24hr
Post- 25yr
24hr
rking Lot
2
2
10
10
10
25i
25
25
50
50
50
100
100
100
1
1
1
2
2
2
1.088
-0.174
7.047
4.405
-0.008
9.747
7.060
-0.008
12.240
9.404
-0.008
15.107
12.185
-0.011
2.092
0.000
-1.160
3.086
0.797
-1.439
10 8.338
10 5.374
10 -0.800
25 12.298
738.75
769.25
733.50
725.25
436.50
733.50
745.75
366.00
733.50
733.75
308.25
733.50
724.25
701.75
739.75
0.00
752.75
737.00
1,104.50
768.75
19.79
-2.31
66.69
19.12
-0.05
83.91
18.53
-0.05
97.28
23.82
-0.05
110.59
20.24
-0.52
29.71
0.00
-9.12
41.41
1.90
-13.82
Maximum
Water
Surface
Elevation
(ft)
36.55
(N/A)
(N/A)
36.95
(N/A)
(N/A)
37.04
(N/A)
(N/A)
37.08
(N/A)
(N/A)
37.11
(N/A)
(N/A)
36.16
(N/A)
(N/A)
36.54
(N/A)
732.50
52.85
(N/A)
786.75
15.89
36.91
734.25
-19.77
(N/A)
733.75
55.19
(N/A)
Maximum
Pond Storage
(ac-ft)
3.151
(N/A)
(N/A)
3.806
(N/A)
(N/A)
5.599
(N/A)
(N/A)
7.149
(N/A)
(N/A)
8.859
(N/A)
(N/A)
5.473
(N/A)
(N/A)
5.958
(N/A)
(N/A)
6.445
(N/A)
(N/A)
R. STUBBS, El
513112018

9 MCADAMS
Subsection: Master Network Summary
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event volume (min) (ft3/s)
(years) (ac-ft)
Post -Main
Pool (OUT)
Post -Main
Pool
(Reverse)
Post -Main
Pool (IN)
Post -Main
Pool (OUT)
Post -Main
Pool
(Reverse)
Post -Main
Pool (IN)
Post -Main
Pool (OUT)
Post -Main
Pool
(Reverse)
Ditchl (IN)
Ditchl (OUT)
Ditchl (IN)
Ditchl (OUT)
Ditchl (IN)
Ditchl (OUT)
Ditchl
(Reverse)
Ditchl (IN)
Ditchl (OUT)
Ditchl
(Reverse)
Ditchl (IN)
Ditchl (OUT)
Ditchl
(Reverse)
Ditchl (IN)
Ditchl (OUT)
Ditchl
(Reverse)
Ditchl (IN)
Ditchl (OUT)
Ditchl (IN)
Ditchl (OUT)
Hamilton -Hurst Pa
UN W 17060.ppc
Post- 25yr
24hr
Post- 25yr
24hr
Post- 50yr
24hr
Post- 50yr
24hr
Post- 50yr
24hr
Post- 100yr
24hr
Post- 100yr
24hr
Post- 100yr
24hr
Post- Lyr 24hr
Post- Lyr 24hr
Post- 2yr 24hr
Post- 2yr 24hr
Post- l0yr
24hr
Post- 10yr
24hr
Post- l0yr
24hr
Post- 25yr
24hr
Post- 25yr
24hr
Post- 25yr
24hr
Post- 50yr
24hr
Post- 50yr
24hr
Post- 50yr
24hr
Post- 100yr
24hr
Post- 100yr
24hr
Post- 100yr
24hr
Post- lyr 24hr
Post- lyr 24hr
Post- 2yr 24hr
Post- 2yr 24hr
king Lot
25 9.358
25 -0.857
50 15.827
50 12.998
50 -1.087
100
100
100
L
1
2
2
10
10
10
25
25
25
50
50
50
100
100
100
1
1
2
2
19.955
17.188
-1.215
0.566
0.509
0.837
0.753
1.837
1.836
-0.087
2.631
2.989
-0.450
3.376
2.991
-0.326
4.242
2.192
-0.171
1.679
1.448
2.686
2.389
754.25
48.29
722.25
-21.59
733.75
71.61
755.00
30.97
721.00
-19.32
724.25
732.00
706.50
731.25
735.50
731.25
733.75
729.00
729.25
777.25
729.00
723.50
782.25
729.00
716.50
755.00
729.00
703.75
743.25
739.50
751.75
735.00
748.50
59.50
25.42
-13.57
6.49
5.73
9.90
8.77
19.50
10.72
-1.31
25.62
9.14
-4.32
30.42
6.54
-5.13
35.28
5.90
-4.85
11.97
9.97
20.18
16.94
Maximum
Water
Surface
Elevation
(ft)
37.00
(N/A)
(N/A)'
37.02
(N/A)
(N/A)
37.05
(N/A)
(N/A)
36.18
(N/A)
36.57
(N/A)
37.10
(N/A)
(N/A)
37.23
(N/A)
(N/A)
37.25
(N/A)
(N/A)
37.25
(N/A)
(N/A)
36.18
(N/A)
36.56
Maximum
Pond Storage
(ac-ft)
(N/A)
7.531
(N/A)
(N/A)
8.593
(N/A)
(N/A)
0.057
(N/A)
0.085
(N/A)
0.979
(N/A)
(N/A)
1.981
(N/A)
(N/A)
2.173
(N/A)
(N/A)
2.173
(N/A)
(N/A)
0.231
(N/A)
0.300
R. STUBBS, El
5/31/2018

9 MCADAM.S
Subsection: Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(min)
(ft3/s)
Water
Pond Storage
(years)
(ac-ft)
Surface
(ac-ft)
Elevation
(ft)
Ditch2 (IN)
Post- 10yr
10
6.792
742.25
37.84
(N/A)
(N/A)
24hr
Ditch2 (OUT)
Post- 10yr
10
6.486
733.50
23.00
37.11
1.342
24hr
Ditch2 (IN)
Post- 25yr
25
10.221
738.00
54.13
(N/A)
(N/A)
24hr
Ditch2 (OUT)
Post- 25yr
25
9.904
726.00
20.41
37.25
2.486
24hr
Ditch2 (IN)
Post- 50yr
50
12.904
738.00
67.33
(N/A)
(N/A)
24hr
Ditch2 (OUT)
Post- 50yr
50
11.151
718.75
17.89
37.25
2.521
24hr
Ditch2 (IN)
Post- 100yr
100
15.302
738.00
80.94
(N/A)
(N/A)
24hr
Ditch2 (OUT)
Post- 100yr
100
10.731
706.00
16.41
37.25
2.521
24hr
Ditch3 (IN)
Post- lyr 24hr
1
1.476
751.25
10.11
(N/A)
(N/A)
Ditch3 (OUT)
Post- lyr 24hr
1
1.455
751.75
10.12
36.18
0.022
Ditch3 (IN)
Post- 2yr 24hr
2
2.431
748.50
17.14
(N/A)
(N/A)
Ditch3 (OUT)
Post- 2yr 24hr
2
2.402
748.00
17.01
36.55
0.029
Ditch3 (IN)
Post- 10yr
10
6.573
733.50
23.41
(N/A)
(N/A)
24hr
Ditch3 (OUT)
Post- 10yr
10
6.543
733.75
22.56
37.00
0.041
24hr
Ditch3 (IN)
Post- 25yr
25
10.027
726.00
21.66
(N/A)
(N/A)
24hr
Ditch3 (OU-0
Post- 25yr
25
9.996
726.25
20.62
37.09
0.418
24hr
Ditch3 (IN)
Post- 50yr
50
11.308
718.75
19.71
(N/A)
(N/A)
24hr
Ditch3 (OUT)
Post- 50yr
50
11.271
719.25
18.43
37.12
0.534
24hr
Ditch3 (IN)
Post- 100yr
100
10.926
706.00
17.04
(N/A)
(N/A)
24hr
Ditch3 (OUT)
Post- 100yr
100
10.886
706.25
16.17
37.14
0.614
24hr
Ditch4 (IN)
Post- Lyr 24hr
1
0.305
730.25
2.72
(N/A)
(N/A)
Ditch4
Post- lyr 24hr
1
-0.002
948.00
-0.21
(N/A)
(N/A)
(Reverse)
Ditch4 (OUT)
Post- lyr 24hr
1
0.176
738.50
2.14
36.17
0,132
Ditch4
Post- lyr 24hr
1
0.000
725.50
-0.03
(N/A)
(N/A)
(Reverse)
Ditch4 (IN)
Post- 2yr 24hr
2
1.795
747.00
4.92
(N/A)
(N/A)
Ditch4
Post- 2yr 24hr
2
0.000
768.75
-0.32
(N/A)
(N/A)
(Reverse)
Ditch4 (OUT)
Post- 2yr 24hr
2
1.629
748.75
3.28
36.54
0.167
Ditch4
Post- 2yr 24hr
2
0.000
768.75
-0.23
(N/A)
(N/A)
(Reverse)
Ditch4 (IN)
Post- 10yr
10
11.224
786.75
25.34
(N/A)
(N/A)
24hr
Hamilton -Hurst Parking Lot R. STUBBS, El
UN W 17060.ppc
6/31/2018

M" MCADAMS
Subsection: Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(min)
(ft3/s)
Water
Pond Storage
(years)
(ac-ft)
Surface
(ac-ft)
Elevation
(ft)
Ditch4 (OUT)
Post- 10yr
10
11,058
793.75
24.76
36.88
0.205
24hr
Ditch4
Post- 10yr
10
-0.003
721.50
-0.68
(N/A)
(N/A)
(Reverse)
24hr
Ditch4 (IN)
Post- 25yr
25
18.669
754.25
55.80
(N/A)
(N/A)
24hr
Ditch4
Post- 25yr
25
-0.002
722.25
-0.57
(N/A)
(N/A)
(Reverse)
24hr
Ditch4 (OUT)
Post- 25yr
25
18.504
804.25
29.19
37.00
0,219
24hr
Ditch4
Post- 25yr
25
-0.010
722.50
-2.16
(N/A)
(N/A)
(Reverse)
24hr
Ditch4 (IN)
Post- 50yr
50
23.416
755.00
38.96
(N/A)
(N/A)
24hr
Ditch4
Post- 50yr
50
-0.001
617.00
-0.08
(N/A)
(N/A)
(Reverse)
24hr
Ditch4 (OUT)
Post- 50yr
50
23.236
912.75
28.76
37.00
0.217
24hr
Ditch4
Post- 50yr
So
-0.004
723.00
-0.91
(N/A)
(N/A)
(Reverse)
24hr
Ditch4 (IN)
Post- 100yr
100
27.170
1,120.00
34.13
(N/A)
(N/A)
24hr
Ditch4
Post- 100yr
100
-0.001
554.00
-0.07
(N/A)
(N/A)
(Reverse)
24hr
Ditch4 (OUT)
Post- 100yr
100
26.983
910.75
29.02
37.02
0.311
24hr
Ditch4
Post- 100yr
100
4003
557.75
-0.10
(N/A)
(N/A)
(Reverse)
24hr
Pre-Forebay
Pre- lyr 24hr
1
2.399
733.50
25.42
(N/A)
(N/A)
(IN)
Pre-Forebay
Pre- lyr 24hr
1
1.026
748.75
15.52
35.70
1.901
(OUT)
Pre-Forebay
Pre- 2yr 24hr
2
3.385
733.50
36.25
(N/A)
(N/A)
(IN)
Pre-Forebay
Pre- 2yr 24hr
2
1.299
745.00
23.98
36.30
2.613
(OUT)
Pre-Forebay
Pre- 10yr 24hr
10
6.868
733.50
64.99
(N/A)
(N/A)
(IN)
Pre-Forebay
Pre- 10yr 24hr
10
4.424
736.25
36.80
36.66
3.163
(OUT)
Pre-Forebay
Pre-25yr 24hr
25
9.545
733.50
82.27
(N/A)
(N/A)
(IN)
Pre-Forebay
Pre- 25yr 24hr
25
7.080
727.00
32.94
36.87
3.507
(OUT)
Pre-Forebay
Pre- 50yr 24hr
50
12.020
733.50
95.73
(N/A)
(N/A)
(IN)
Pre-Forebay
Pre- 50yr 24hr
50
9.535
738.75
39.34
37.02
4.393
(OUT)
Pre-Forebay
Pre- 100yr
100
14.872
733.50
109.15
(N/A)
(N/A)
(IN) 124hr
Hamilton -Hurst Parking Lot R. STUBBS, El
U N W 17060.ppc
5/31/2018

9 MCADA M S
Subsection: Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(min)
(ft3/s)
Water
Pond Storage
(years)
(ac-ft)
Surface
(ac-ft)
Elevation
(ft)
Pre-Forebay
Pre- 100yr
100
12.311
734.50
43.98
37.06
6.406
(OUl)
24hr
Pre-MainPool
Pre- lyr 24hr
1
1.267
748.50
16.95
(N/A)
(N/A)
(IN)
Pre-MainPool
Pre- lyr 24hr
1
0.000
0.00
0.00
35.70
4.292
(OUT)
Pre-MainPool
Pre- lyr 24hr
1
-1.052
759.50
-8.53
(N/A)
(N/A)
(Reverse)
Pre-MainPool
Pre- 2yr 24hr
2
1.704
744.75
26.84
(N/A)
(N/A)
(IN)
Pre-MainPool
Pre- 2yr 24hr
2
0.000
0.00
0.00
36.30
5.281
(OUT)
Pre-MainPool
Pre- 2yr 24hr
2
-1.623
749.75
-12.85
(N/A)
(N/A)
(Reverse)
Pre-MainP00l
Pre- 10yr 24hr
10
5.502
736.25
45.83
(N/A)
(N/A)
(IN)
Pre-MainPool
Pre- 10yr 24hr
10
3.130
872.00
10.13
36.64
6.014
(OUT)
Pre-MainPool
Pre- 10yr 24hr
10
-1.410
742.50
-22.53
(N/A)
(N/A)
(Reverse)
Pre-MainPool
Pre- 25yr 24hr
25
8.734
734.25
45.78
(N/A)
(N/A)
(IN)
Pre-MainPool
Pre- 25yr 24hr
25
5.816
768.00
19.29
36.80
6.367
(OUT)
Pre-MainPool
Pre- 25yr 24hr
25
-0.943
730.75
-19.40
(N/A)
(N/A)
(Reverse)
Pre-MainPool
Pre- 50yr 24hr
50
11.749
738.50
55.42
(N/A)
(N/A)
(IN)
Pre-MainPool
Pre- 50yr 24hr
50
8.888
768.00
28.91
36.92
6.638
(OUT)
Pre-MainPool
Pre- 50yr 24hr
50
-1.021
718.75
-16.20
(N/A)
(N/A)
(Reverse)
Pre-MalnP00l
Pre- 100yr
100
15.193
734.50
64.48
(N/A)
(N/A)
(IN)
24hr
Pre-MainPool
Pre- 100yr
100
12.474
749.75
31.14
36.97
6.742
(OUT)
24hr
Pre-MainPool
Pre- 100yr
100
-1.230
698.50
-12.94
(N/A)
(N/A)
(Reverse)
24hr
Ditch #6
Pre- lyr 24hr
1
1.607
749.00
9.79
(N/A)
(N/A)
(IN)
Ditch #6
Pre- lyr 24hr
1
1.365
758.75
8.94
35.72
0.242
(OUT)
Ditch #6
Pre- 2yr 24hr
2
2.655
744.50
18.90
(N/A)
(N/A)
(IN)
Ditch #6
Pre- 2yr 24hr
2
2.233
757.25
16.44
36.31
0.422
(OUT)
Ditch #6
Pre- 10yr 24hr
10
6.925
740.25
51.51
(N/A)
(N/A)
(IN)
Ditch #6
Pre- 10yr 24hr
10
6.398
747.25
28.39
37.01
1.328
(OUT)
Hamilton -Hurst Parking Lot
UNW 17060.ppc
R. STUBBS, El
5/31/2018

9 MCADAMS
Subsection: Master Network Summary
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event volume (min) (R3/s)
(years) (ac-ft)
Ditch #6
(IN)
Ditch #6
(OUT)
Ditch #6
(IN)
Ditch #6
(OUM
Ditch #6
(IN)
Ditch #6
(OUT)
Ditch#7 (IN)
Ditch#7
(Reverse)
Ditch#7
(OUT)
Ditch#7 (IN)
Ditch#7
(Reverse)
Ditch#7
(OUT)
Ditch#7 (IN)
Ditch#7
(OUT)
Ditch#7 (IN)
Ditch#7
(OUT)
Ditch#7 (IN)
Ditch#7
(OUT)
Ditch#7 (IN)
Ditch#7
(OUT)
Ditch #5
(IN)
Ditch #5
(Reverse)
Ditch #5
(OUT)
Ditch #5
(IN)
Ditch #5
(Reverse)
Ditch #5
(OUT)
Ditch #5
(IN)
Ditch #5
(Reverse)
Hamilton -Hurst N
UN W 17060opc
Pre- 25yr 24hr
Pre- 25yr 24hr
Pre- 50yr 24hr
Pre- 50yr 24hr
Pre- 100yr
24hr
Pre- 100yr
24hr
Pre- lyr 24hr
Pre- 1yr 24hr
Pre- lyr 24hr
Pre- 2yr 24hr
Pre- 2yr 24hr
Pre- 2yr 24hr
Pre- 10yr 24hr
Pre- 10yr 24hr
Pre- 25yr 24hr
Pre- 25yr 24hr
Pre- 50yr 24hr
Pre- 50yr 24hr
Pre- 100yr
24hr
Pre- 100yr
24hr
Post- lyr 24hr
Post- Syr 24hr
Post- lyr 24hr
Post- 2yr 24hr
Post- 2yr 24hr
Post- 2yr 24hr
Post- 10yr
24hr
Post- l0yr
24hr
rking Lot
25
25
50
50
100
100
1
1
1
2
2
2
10
10
25
25
50
50
100
100
1
1
1
2
2
2
10
10
10.551
10.012
14.063
13.514
18.239
17.662
0.337
-0.007
0.000
0.691
0.000
0.000
8.426
7.524
15.411
14.500
22.131
21.210
29.931
28.969
0.261
0.000
0.000
1.751
0.000
1.429
11.312
0.000
740.25
735.50
740.25
729.25
740.25
721.25
735.25
1,270.25
0.00
757.50
1,257.75
0.00
803.25
839.75
768.00
799.50
755.00
791.00
741.50
788.50
738.50
0.50
0.00
748.75
768.75
1,094.00
793.75
0.50
74.87
27.70
94.69
26.19
115.61
24.06
2.80
-0.50
0.00
4.16
-0.14
0.00
25.84
21.66
38.25
32.47
47.22
38.64
50.84
40.18
2.54
0.00
0.00
3.87
-0.03
3.29
24.95
0.00
Maximum
Water
Surface
Elevation
(ft)
(N/A)
37.06
(N/A)
37.12
(N/A)
37.18
(N/A)
(N/A)
35.72
(N/A)
(N/A)
36.30
(N/A)
36.63
(N/A)
36.78
(N/A)
36.89
(N/A)
36.93
(N/A)
(N/A)
36.16
(N/A)
(N/A)
36.52
(N/A)
(N/A)
Maximum
Pond Storage
(ac-h)
(N/A)
3.390
(N/A)
5.623
(N/A)
8.256
(N/A)
(N/A)
0.334
(N/A)
(N/A)
0.692
(N/A)
1.038
(N/A)
1.256
(N/A)
1.419
(N/A)
1.466
(N/A)
(N/A)
0.261
(N/A)
(N/A)
0.323
(N/A)
(N/A)
R. STUBBS, El
5/31/2018

9 MCA DAMS
Subsection: Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(min)
(ft3/s)
Water
Pond Storage
(years)
(ac-ft)
Surface
(ac-ft)
Elevation
(ft)
Ditch #5
Post- 10yr
10
10.988
795.75
24.93
36.67
0.349
(OUT)
24hr
Ditch #5
Post- 25yr
25
18.858
753.50
30.03
(N/A)
(IN)
24hr
Ditch #5
Post- 25yr
25
0.000
0.50
0.00
(N/A)
(N/A)
(Reverse)
24hr
Ditch #5
Post- 25yr
25
18.532
752.75
28.42
36.71
0.357
(OUT)
24hr
Ditch #5
Post- 50yr
50
23.694
752.50
29.87
(N/A)
(N/A)
(IN)
24hr
Ditch #5
Post- 50yr
50
0.000
0.50
0.00
(N/A)
(N/A)
(Reverse)
24hr
Ditch #5
Post- 50yr
50
23.360
752.50
28.98
36.72
0.359
(OUT)
24hr
Ditch #5
Post- 100yr
100
27.556
726.50
30.86
(N/A)
(N/A)
(IN)
24hr
Ditch #5
Post- 100yr
100
0.000
0.50
0.00
(N/A)
(N/A)
(Reverse)
24hr
Ditch #5
Post- 100yr
100
27.217
727.75
29.81
36.74
0.361
(OUT)
24hr
Hamilton -Hurst Parking Lot R. STUBBS, EI
UN W 170fi0.ppc
5131/2018

MISCELLANEOUS SITE INFORMATION
UNCW - HURST HAMILTON PARKING LOTS
U N W-17060

UNCW PROPERTY
N
A
0 100 zoo
I inch - 200 fcct
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PROJECT BOUNDARY
,
UNC WILMINGTON lil
SITE AERIAL MAP
400
mFeet PROJECT #: UNW-17060
F
WILMINGTON, NORTH CAROLINA

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ti
UNC WILMINGTON lill
USGS TOPO MAP Emma
0 1,000 2,000 4,000 PROJECT #: UNW-17060
Feet
I inch 2,000 feet WILMINGTON, NORTH CAROLINA

NC UENK - UIVISUN UFWA I LK KPSUr1KCES
28.0300
.0311 CAPE FEAR RIVER BASIN
Name of Stream
Description
Class
Class Date
Index No.
'c Creek
From source to Northeast Cape Fear
C;Sw
09/01/74
18-74-60
River
.-_.,neast Cape Fear River
From mouth of Ness Creek to Cape
SC;Sw
04/01/59
18-74-(61)
Fear River
Ness Creek
From source to Northeast Cape Fear
C;Sw
09/01/74
18-74-62
River
Smith Creek
From source to Northeast Cape Fear
C;Sw
09/01/74
18-74-63
River
Spring Branch
From source to Smith Creek
C;Sw
09/01/74
18-74-63-1
Burnt Mill Creek
From source to Smith Creek
C;Sw
03/01/77
18-74-63-2
Mineral Springs Branch
From source to Burnt Mill Creek
C;Sw
08/01/85
18-74-63-2-1
Alligator Creek
From source to Cape Fear River
SC;Sw
04/01/59
18-75
Greenfield Creek
From Greenfield Lake to Cape Fear
SC;Sw
04/01/59
18-76
River
Greenfield Lake
Entire Lake
C;Sw
04/01/59
18-76-1
Silver Stream Branch
From source to Greenfield Lake,
C;Sw
04/01/59
18-76-1-1
Greenfield Creek
Clay Bottom Branch
From source to Greenfield Lake,
C;Sw
04/01/59
18-76-1-2
Greenfield Creek
Jumping Run Branch
From source to Greenfield Lake,
C;Sw
04/01/59
18-76-1-3
Greenfield Creek
Squash Branch
From source to Greenfield Lake,
C;Sw
04/01/59
18-76-14
Greenfield Creek
iswick.River
From source to Cape Fear River
Sc
08/09/81
18-77
Jeon Creek
From source to Burnswick River
C;Sw
04/01/59
18-77-1
Mill Creek
From source to Sturgeon Creek
C;Sw
04/01/59
18-77-1-1
Rowell Branch
From source to Mill Creek
C;Sw
04/01/59
18-77-1-1-1
Banton Branch
From source to Mill Creek
C;Sw
04/01/59
18-77-1-1-2
Redmond Creek
From source to Brunswick River
SC;Sw
04/01/59
18-77-2
Jackeys Creek
From source to Brunswick River
C;Sw
04/01/59
18-77-3
Piney Branch
From source to Jackeys Creek
C;Sw
04/01/59
18-77-3-1
Mallory Creek
From source to Cape Fear River
C;Sw
04/01/59
18-78
Little Mallory Creek (Beaverdam
From source to Mallory Creek
C;Sw
04/01/59
18-78-1
Branch)
Barnards Creek
From source to Cape Fear River
C;Sw
04/01/59
18-80
Town Creek (Rattlesnake
From source to Cape Fear River
C;Sw
09/01/74
18-81
Branch)
Turkey Branch
From source to Town Creek
C;Sw
04/01/59
18-81-1
Lewis Swamp
From source to Town Creek
C;Sw
09/01/74
18-81-2
Tompkins Branch (Tomolin
From source to Lewis Swamp
C;Sw
09/01/74
18-81-2-1
Branch)
Lewis Branch
From source to Lewis Swamp
C;Sw
09/01/74
18-81-2-2
F 1 rdam Swamp
From source to Town Creek
C;Sw
09/01/74
18-81-3
Creek
From source to Town Creek
C;Sw
04/01/59
18-81-4
Russells Creek
From source to Town Creek
C;Sw
09/01/74
18-81-5
47

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AIN i
UNC WILMINGTON �J
SOIL MAP
0 100 200 400
mmmmmm7z:� Feet PROJECT#: UNW-17060
I itich - 200 feet WILMINGTON, NORTH CAROLINA

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NOAA Atlas 14, Volume 2, Version 3 _
Location name: Wilmington, North Carolina, USA` t�
Latitude: 34.2227", Longitude:-77.8652° ,
Elevation: 35.37 ft**
'source: ESRI Maps f
source'. USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnn, D. Martin, B. Lin, T. Parzybok, MNekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inchesp
Average recurrence interval (years)
Duration
10
25
50 IF
100
200 IF
500
F1000
0.822
0.728
0.811
0.916
0.995
1.08
1.16
1.26
1.35
jF-0.524
5tttln
(0.489.0,565)
(0.580-0.670)
(0.678-0.7B3)
(0.752-0.872)
(0.846-0.982)
(0.914-1.07)
(0.984-1.16)
(1.05-1.24)
(1.13-1.36)
(1.20.1.45)
0.837
0.995
1.17
1.30
1.46
1.58
1.71
11
1.99
2.12
�10-mrn
(0.782.0,902)
(0.928-1.07)
1 (1,09-1.25)
1 (1.20-1.39)
1 (1.35-1.56)
(1.46-1.70)
(1.56-1.84)
(1.67.1.97)
(1,79-2,15)
(1.89.2.29)
1.05
1.25
1.48
1.64
1.85
2.01
2.16
2.31
2.51
2.66
15-min
(
(0,977-1.13)I
(1.17-1.35)
(1,37-1.59)
(1.52-1.76)
(L71-1.98)
(1.84-2.15)I
(1.98-2.32)I
(2.10-2.49)I(2.28.271)
(237.2.87)
.
1.73
2
3.so
4.o0
4.31
(1.34-1.54)
(1.61-1.86)
(1.95-2.25)
(2.21-2.56)
.
(253-2.94) I(2.78-3.24)
I143
.
(303-355)(327-3.87)(3.59-4.31)(3.a4-4.66)
130t
2.17
2.69
3.10
3.85
4.09
4.56
5.05
5. 33
6.29
60 n IF1.79
(1.67.1.93)
(2,02.2,33) 1
(2.50-2.89)
(2.87-3.33)
(3.37-3.91) 1
(3.76 4.39))
(4.17-4,89)
(4.59-5.43)
(5.16-6.18)
(581-6.79)
2.11
2.57
3.28
3.87
6.72
5.45
6.24
7.11
a.39
9.5o
2-hr
1
I
I
I
(1.95 2.31)
(2,37-2 81)
(3 02-3,58)
(3,55-4.22)
(4 31-5.14)
(4.95-5.93)
(5.84 8 79)
(6 38-7.72)I
(7.45.9.13)
(8 38.10.4)I
2.25
2.74
3.51
4.17
5.16 I
8.02
6.98
8.05
9.67
11.1
3ftr
(2.08-2.47)
(2.53.3.00)
(3.23-3.84)
(3,82-4,56)
(4.70.5.62)
(5.45-6.56)I
(6.27-7.59)I
(7.17-8.73)
(8.50-10.5)
(9.83-12.1j1
2.80
3.41
4.37
5.20
6.46
7.55
8.79
10.2
12.3
14.1
6-hr
(2.59.308)
(3.15.3.75)
(4.02-4.79)
(4.77-5.70)
(5.88-7.04)
(6.83-8.24)
(7.89-957)
(9.03-11.1)1(108-13.4)
(12.3-154)
3.28
3.99
5.15
6.17
7.70
9.07
10.6
12.4
15.1
17.5
12-hr IF
1
I
(3,00-3.63)
(3,65.4,41)
(4.70-5.88)
(5.60-6.79)
(6,94-B.46)
(8.12-9.94)
(9,43-11.6)
(10.9-13,5)1
(13.1-16.5)
(14.9-19,1)
3.88
4.70
6.09
7.37
9.18
10.9
12.8
14.9
18.3
21.3
24-hr
1
(3.53-4.32)
(429-5.25)
(1,14-6.78) I
(11.63 8,12)
(8.25-10.2)
(9,66-120)1
(11.2-142)
(12.9.16.8)I
(155-20.5)1
(17.8.23 B)
4.60
5.56
7.13
8.51
10.6
12.4
14.5
16.9
20.5
23.7
2-0ay
(4.21.5.09) 1
(509.8.15)
(8.51.7.90)
(7.73-9,42)
(9.54-11.7)
(11.1-13.8)
(12.8-162)
(14,7-18,0)
(17.4-23.0)
(19,8-268)I
4.90
5.91 1
7.53 IF
8.94 IF
11.0 IF
12.9
15.0
17.3
20.8
23.9
3-0ay
(4.49.5,41)
(5.42.653)
(6.89.8.33)
(8.14.9,88)
(9.97-12.2)
(11.5-14.3)1
(132-16,6)
(15. hi9.3)I(17.8.23.4)
(20.1.27.1)
628
79
937
15-4
7
21
4
�ay
I
IF
I
(4.77-5.73)
(5.75.6.91)
(7.26-8.76)
(8.54-103)
,
(104.12.7)
,
,,
(120.748)
(115.20
3Z(15.5.19.7)(18.2.23.7)(20.5-27
.3)
5.98
7.19
9.05
10.6
12.9
16.8
16.9
19.1
22.5
25.3
F]F7day
I
( 552-6.51)
(6.65-7.84 )
( 8,35-9,86)
(9.74-11.5)
(11.8-14.0)
(134-16A)
(15.2-18.4 )
( 17.0-21.0)
(19.7-24.9)
(21.8-28.2)
6.75
8.07
10 -01F
1.6
F 14.0
F 16.0
18.1 -IF
20.6
F 23.8
26.6
10-day
(6257.31)
(7.49.8.77)
1 (9.25-10.9)
1 (10.7.12.8) 11
(12.8.15.2)
(14.5.17.4)
(16.3-19.7)
(18.2-22.3)
(209-26.2)
(23.1-295)
9.01
10.7
13.1
15.0
17.8 I
20.0 I
22.5
25.0
28.7
31.7
F20-day
20 7day(841-9.69)
(10.0-11.6)
(12.2-14.1)
(14.0.16.1)
(165.19.1) II
(184-21.6)
(20.5-24.3) I
(22.7-27.2)
I
(256-31.4)
(27.9-35,0)
11.1
13.1 IF15.8
IF
17.9
20.9
23.3
25.7
28.3
31.8
34.6
30-0ay
(10.4-11.8)
(124.140)
(14.8-16.8)
(168-19,1)
(19.5-22.3)
1
(21.6-24,9)
(23.7-27.6)
(25.9.304)
(28.8-344)
(31,0-37.7)
13.6
18.3
19.4
21.8
25.2
27.9
30.7 1
33.5
37.4
40.4
45-dey
(13.0-14.7)
(15.4-174)
(18.2-20.6)
(205-232)
(236.288)
(260-297)
(26,4-32.7)
(30.8.35.9)
(34.0-40.3)
(35.5-439)
16.6
19.5
22.8
25.5
29.0
31.6
3d.5
37.3
47.0
43.8
60-day 1
(15,7-17.6)
(18.5-20.7)
1
(21.6.24.2)
1
(24.1-27.0)
(27.330.8)
I
(298.338)
(322-36.8)
1
(34.6.39.9)
(37.7.44.0)
(40.0�47.3)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency
estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates
at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
:- r r-
http://hdsc,ms.noaa.gov/hdsctpfds/pfds_printpage.html?lat=34.2227&lon=-77.8652&data=depth&units=erglish&series=pds 114

'J1MCA DAMS
Storm Data Detailed Report:
UNW17060
Element Details
ID
40
Notes
Label
UN W 17060
1 yr 24hr
Label
lyr 24hr
Increment
5.00 min
Return Event
1 years
End Time
1,440.00 min
Start lime
0.00 min
Storm Event Depth
Type
Cumulative
lyr 24hr
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(In)
(in)
0.00
0.000
0.004
-
0.008
0.013
0.017
25.00
0.021
0.025
0.029
0.033
0.037
50.00
0.042
0.046
0.050
0.054
0.058
75.00
0.063
0.067
0.071
0.075
0.079
100.00
0.083
0.087
0.092
0.096
0.100
125.00
0.104
0.108
0.113
0.117
0.121
150.00
0.125
0.129
0.133
0.138
0.142
175.00
0.146
0.150
0.154
0.158
0.163
200.00
0.167
0.171
0.175
0.179
0.183
225.00
0.188
0.192
0.196
0.200
0.204
250.00
0.208
0.212
0.217
0.221
0.225
275.00
0.229
0.233
0.238
0.242
0.246
1
300.00
0.250
0.254
0.258
0.262
0.267
325.00
0.271
0.275
0.279
0.283
0.288
350.00
0.292
0.296
0.300
0.307
0.313
375.00
0.320
0.327
0.333
0.340
0.347
400.00
0.353
0.360
0.367
0.373
0.380
425.00
0.387
0.393
0.400
0.407
0.413
450.00
0.420
0.427
0.433
0.440
0.447
475.00
0.453
0.460
0.467
0.473
0.480
500.00
0.487
0.493
0.500
0.507
0.513
525.00
0.520
0.527
0.533
0.540
0.555
550.00
0.571
0.586
0.601
0.616
0.632
575.00
0.647
0.662
0.678
0.693
0.708
600.00
0.723
0.739
0.754
0.769
0.784
625.00
0.800
0.815
0.827
0.838
0.850
650.00
0.862
0.873
0.885
0.912
0.938
675.00
0.965
0.992
1.018
1.045
1.127
700.00
1.209
1.292
1.374
1.639
2.159
725.00
2.424
2.506
2.568
2.671
2.753
750.00
2.835
2.862
2.888
2.915
2.942
775.00
2.968
2.995
3.007
3.018
3.030
800.00
3.042
3.053
3.065
3.080
3.096
825.00
3.111
3.126
3.141
3.157
3.172
850.00
3.187
3.203
3.218
3.233
3.248
875.00
3.264
3.279
3.294
3.309
3.325
900.00
3.340
3.347
3.353
3.360
3.367
925.00
3.373
3.380
3.387
3.393
3.400
950.00
3.407
3.413
3.420
3.427
3.433
975.00
3.440
3.447
3.453
3.460
3.467
1,000.00
3.473
3.480
3.487
3.493
3.500
1,025.00
3.507
3.513
3.520
3.527
3.533
Hamilton -Hurst Parking Lot
R. STUBBS, El
UN W 17060.ppc
2/9/2018

JI M.CADAMS
Storm Data Detailed Report:
UNW 17060
lyr 24hr
Time
Depth
Depth
Depth
Depth
Depth
(min)
(In)
(In)
(in)
(In)
(in)
1,050.00
3.540
3.547
3.553
3.560
3.567
1,075.00
3.573
3,580
3.584
3.588
3.593
1,100.00
3.597
3.601
3.605
3.609
3.613
1,125.00
3.618
3.622
3.626
3.630
3.634
1,150.00
3.638
3.643
3.647
3.651
3.655
1,175.00
3.659
3.663
3.668
3.672
3.676
1,200.00
3.680
3.684
3.688
3.693
3.697
1,225.00
3.701
3.705
3.709
3.713
3,718
1,250.00
3.722
3.726
3.730
3.734
3.738
1,275.00
3.743
3.747
3.751
3.755
3.759
1,300.00
3,763
3.768
3.772
3.776
3.780
1,325.00
3.784
3.788
3.793
3.797
3.801
1,350.00
3.805
3.809
3.813
3.818
3.822
1,375.00
3.826
3.830
3.834
3.838
3.843
1,400.00
3.847
3.851
3.855
3.859
3.863
1,425.00
3.868
3.872
3.876
3.880
(N/A)
2yr 24hr
Label
2yr 24hr
Increment
5.00 min
Return Event
2 years
End Tlme
1,440.00 min
StartTime
0.00 min
Storm Event Depth
Type
Cumulative
2yr 24hr
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
0.00
0.000
0.005
0.010
0.015
0.020
25.00
0.025
0.030
0.035
0.039
0.044
50.00
0.049
0.054
0.059
0.064
0.069
75.00
0.074
0.079
0.084
0.089
0.094
100.00
0.099
0.104
0.108
0.113
0.118
125.00
0,123
0.128
0.133
0.138
0.143
150.00
0.148
0.153
0.158
0.163
0.168
175.00
0.173
0.178
0.182
0.187
0.192
200.00
0.197
0.202
0.207
0.212
0.217
225.00
0.222
0.227
0.232
0.237
0.242
250.00
0.247
0.251
0.256
0.261
0.266
275.00
0.271
0.276
0.281
0.286
0.291
300.00
0.296
0.301
0.306
0.311
0.316
325.00
0,320
0.325
0.330
0.335
0.340
350.00
0.345
0.350
0.355
0.363
0.371
375.00
0.379
0.387
0.395
0.403
0.411
400.00
0.419
0.428
0.436
0.444
0.452
425.00
0.460
0.468
0.476
0.484
0.492
450.00
0.500
0.508
0.516
0.524
0.532
475,00
0.540
0.548
0.556
0.564
0.573
500.00
0.581
0.589
0.597
0.605
0.613
525.00
0.621
0.629
0.637
0.645
0.664
1 550.00
0.682
0.701
0.719
0.738
0.757
575.00
0.775
0.794
0.813
0.831
0.850
600.00
0.868
0.887
0,906
0.924
0.943
Hamilton -Hurst Parking Lot
R,
STUBBS, El
2/9/2018
UNW17060,ppc

9 MCADAMS
Storm Data Detailed Report:
UNW17060
2yr 24hr
Tlme
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(In)
(in)
625.00
0.961
0.980
0.994
1.008
1.023
650.00
1.037
1.051
1.065
1.098
1.132
675.00
1.165
1.198
1.232
1.265
1.367
700.00
1.469
1.572
1.674
1.989
2.609
725.00
2.924
3.026
3.128
3.231
3.333
750.00
3.435
3.468
3.502
3.535
3.568
775.00
3.602
3.635
3.649
3.663
3.678
800.00
3.692
3.706
3.720
3.739
3.757
825.00
3.776
3.794
3.813
3.832
3.850
850.00
3.869
3.888
3.906
3.925
3.943
875.00
3.962
y
3.981
3.999
4.018
4.036
900.00
4.055
4.063
4.071
4.079
4.087
925.00
4.095
4.103
4.111
4.119
4.128
950.00
4.136
4.144
4.152
4.160
4.168
975.00
4.176
4.184
4.192
4.200
4.208
1,000.00
4.216
4.224
4.232
4.240
4.248
1,025.00
4.256
4.264
4.273
4.281
4.289
1,050.00
4.297
4.305
4.313
4.321
4.329
1,075.00
4.337
4.345
4.350
4.355
4.360
1,100.00
4.365
4.370
4.375
4.380
4.384
1,125.00
4.389
4.394
4.399
4.404
4.409
1,150.00
4.414
4.419
4.424
4.429
4.434
1 1,175.00
4.439
4.444
4.449
4.453
4.458
1,200.00
4.463
4.468
4.473
4.478
4.483
1,225.00
4.488
4.493
4.498
4.503
4.508
1,250.00
4.513
4.518
4.523
4.527
4.532
1,275.00
4.537
4.542
4.547
4.552
4.557
1,300.00
4.562
4.567
4.572
4.577
4.582
1,325.00
4.587
4.592
4.596
4.601
4.606
1,350.00
4.611
4.616
4.621
4.626
4.631
1,375.00
4.636
4.641
4.646
4.651
4.656
1,400.00
4.661
4.665
4.670
4.675
4.680
1,425.00
4.685
4.690
4.695
4.700
(N/A)
10yr 24hr
Label
10yr 24hr
Increment
5.00 min
Return Event
10 years
End
nme
1,440.00 min
Start Time
0.00 min
Storm Event Depth
Type
Cumulative
10yr 24hr
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
0.00
0.000
0.008
0.016
0.024
0.032
25.00
0.040
0.048
0.055
0.063
0.071
50.00
0.079
0.087
0.095
0.103
0.111
75.00
0.119
0.127
0.135
0.143
0.150
100.00
0.158
0.166
0.174
0.182
0.190
125.00
0.198
0.206
0.214
0.222
0.230
f.
150.00
0.238
0.245
0.253
0.261
0.269
175.00
0.277
0.285
0.293
0.301
0.309
Hamilton -Hurst Parking Lot
R. STUBBS, El
UNW17080.ppc
2/9/2018

McAnAMs
Storm Data Detailed Report:
UNW17060
10yr24hr
Time
Depth
Depth
Depth
Depth
Depth
(min)
(In)
(in)
(in)
(in)
(in)
200.00
0.317
0.325
0.333
0.340
0.348
225.00
0.356
0.364
_0.372
0.380
0.388
250.00
0.396
0.404
0.412
0.420
0.428
275.00
0.435
0.443
0.451
0.459
0.467
300.00
0.475
0.483
0.491
0.499
0.507
325.00
0.515
0.523
0.530
0.538
0.546
350.00
0.554
0.562
0.570
0.583
0.597
375.00
0.610
0.624
0,637
0.651
0.664
400.00
0.678
0.691
0.705
0.718
0.732
425.00
0.745
0.759
0.772
0.786
0.799
450.00
0.813
0.826
0.839
0.853
0.866
475.00
0.880
0.893
0,907
0.920
0.934
500.00
0.947
0.961
0.974
0.988
1.001
525.00
1.015
1.028
1.042
1.055
1.084
550.00
1.112
1.141
1.169
1.198
1.227
575.00
1.255
1.284
1.313
1.341
1.370
600.00
1.398
1.427
1.456
1.484
1.513
625.00
1.541
1.570
1.595
1.620
1.645
650.00
1.670
1.695
1.720
1.784
1.848
675.00
1.913
1.977
2.041
2.105
2.267
700.00
2.429
2.592
2.754
3.169
3.979
725.00
4.394
4.556
4.718
4.881
5.043
750.00
_
5.205
5.269
5.333
5.398
5.462
775.00
5.526
S.590
5.615
5.640
5.665
800.00
5.690
5.715
5.740
5.769
5.797
825.00
5.826
5.854
5.883
5.912
5.940
850.00
5.969
5.998
6.026
6.055
6.083
875.00
6.112
6.141
6.169
6.198
6.226
900.00
6.255
6.268
6.282
6.295
6.309
925.00
6.322
6.336
6.349
6.363
6.376
950.00
6.390
6.403
6.417
6.430
6.444
975.00
6.457
6.471
6.484
6.498
6.511
1,000.00
6.524
6.538
6.551
6.565
6.578
1,025.00
6.592
6.605
6.619
6.632
6.646
1,050.00
6,659
6.673
6.686
6.700
6.713
1,075.00
6.727
6.740
6.748
6.756
6.764
1,100.00
6.772
6.780
6.788
6.795
6.803
1,125.00
6.811
6.819
6.827
6.835
6.843
1,150.00
6.851
6.859
6.867
6.875
6.883
1,175.00
6.890
6.898
6.906
6.914
6.922
1,200.00
6.930
6.938
6.946
6.954
6.962
1,225.00
6.970
6.978
6.985
6.993
7.001
1,250.00
7.009
7.017
7.025
7.033
7.041
1,275.00
7.049
7,057
7.065
7.073
7.080
1,300.00
7.088
7.096
7.104
7.112
7.120
1,325.00
7.128
7.136
7.144
7.152
7.160
1,350.00
7.168
7.175
7.183
7.191
7.199
1,375.00
7.207
7.215
7.223
7.231
7.239
1,400.00
7.247
7.255
7.263
7.270
7.278
1,425.00
7.286
7.294
7.302
7.310
(N/A)
Hamilton -Hunt Parking Lot R, STUBBS, El
UNW17060.ppc 2/9/2018

9 MCADAMS
Storm Data Detailed Report:
UNW17060
25yr 24hr
Label
25yr 24hr
Increment
5.00 min
Return Event
25 years
End Time
1,440.00 min
Start Time
0.00 min
Storm Event Depth Type
Cumulative
25yr 24hr
Time
Depth
Depth Depth
Depth
Depth
(min)
(in)
(in) (In)
(in)
(in)
0.00
0.000
0.010
0.021
0.031
0.041
25.00
0.051
0.062
0.072
0.082
0.092
50.00
0.103
0.113
0.123
0.134
0.144
75.00
0.154
0.164
0.175
0.185
0.195
100.00
0.206
0.216
0.226
0.236
0.247
125.00
0.257
0.267
0.278
0.288
0.298
150.00
0.308
0.319
0.329
0.339
0.349
175.00
0.360
0.370
0.380
0.391
0.401
200.00
0.411
0.421
0.432
0.442
0.452
225.00
0.462
0.473
0.483
0.493
0,504
250.00
0.514
0.524
0.534
0.545
0.555
275.00
0.565
0.576
0.586
0.596
0.606
300.00
0.617
0.627
0.637
0.647
0.658
325.00
0.668
0.678
0.689
0.699
0.709
350.00
0.719
0.730
0.740
0.757
0.774
375.00
0.792
0.809
0.826
0.843
0.861
400.00
0.878
0.895
0.912
0.929
0.947
425.00
0.964
0.981
0.998
1.016
1.033
450.00
1.050
1.067
1.084
1.102
1.119
475.00
1.136
1.153
1.171
1.188
1.205
500.00
1.222
1.239
1.257
1.274
1.291
525.00
1.308
1.326
1.343
1.360
1.396
550.00
1.432
1.468
1.504
1.541
1.577
575.00
1.613
1.649
1.685
1.721
1.757
600.00
1.793
1.829
1.866
1.902
1.938
625.00
1.974
2.010
2.047
2.083
2.120
650.00
2.157
2.193
2.230
2.319
2.408
675.00
2.498
2.587
2.676
2.765
2.965
700.00
3.165
3.365
3.565
4.030
4.950
725.00
5.415
5.615
5.815
6.015
6.215
750.00
6.415
6.504
6.593
6.683
6.772
775.00
6.861
6.950
6.987
7.023
7.060
800.00
7.097
7.133
7.170
7.206
7.242
825.00
7.278
7.314
7.351 -
7.387
7.423
850.00
7.459
7.495
7.531
7.567
7.603
875.00
7.639
7.676
7.712
7.748
7.784
900.00
7.820
7.837
7.854
7.872
7.889
925.00
7.906
7.923
7.941
7.958
7.975
950.00
7.992
8.009
8.027
8.044
8.061
975.00
8.078
8.096
8.113
8.130
8.147
1,000.00
8.164
8.182
8.199
8.216
8.233
1,025.00
8.251
8.268
8.285
8.302
8.319
1,050.00
8.337
8.354
8.371
8.388
8.406
1,075.00
8.423
8.440
8.450
8.461
8.471
1,100.00
8.481
8.491
8.502
8.512
8.522
1,125.00
8.533
8.543
8.553
8.563
8.574
Hamilton -Hurst Parking Lot
R.
STUBBS, El
UN W 17060,ppc
2/9/2018

9 MCADAMS
Storm Data Detailed Report:
UNW17060
25yr24hr
Time
(min)
1,150.00
1,175.00
1,200.00
1,225.00
1,250.00
1,275.00
1,300.00
1,325.00
1,350.00
1,375.00
1,400.00
1,425.00
50yr 24hr
Depth
(In)
8.584
8.635
8.687
8.738
8.789
8.841
8.892
8.944
8.995
9.046
9.098
9.149
Depth
(in)
8.594
8.646
8.697
8.748
8.800
8.851
8.903
8.954
9.005
9.057
9.108
9.159
Depth
(in)
8.604
8.656
8.707
8.759
8.810
8.861
8.913
8.964
9.016
9.067
9.118
9.170
Depth
(In)
8.615
8.666
8.718
8.769
8.820
8.872
8.923
8.974
9.026
9.077
9.129
9.180
Depth
(in)
8.625
8.676
8.728
8.779
8.831
8.882
8.933
8.985
9.036
9.088
9.139
(N/A)
Label
50yr 24hr
Increment
5.00 min
Return Event
50 years
End Time
1,440.00 min
Start Tlme
0.00 min
Storm Event Depth
Type
Cumulative
50yr 24hr
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
0.00
0.000
0.012
0,025
0.037
0.050
25.00
0.062
0.075
0.087
0.099
0.112
50.00
0.124
0.137
0.149
0.162
0.174
75.00
0.186
0.199
0.211
0.224
0.236
100.00
0.249
0.261
0.273
0.286
0.298
125.00
0.311
0.323
0.336
0.348
0.360
150.00
0.373
0.385
0.398
0.410
0.423
175.00
0.435
0.448
0.460
0.472
0.485
200.00
0.497
0.510
0.522
0.535
0.547
225.00
0.559
0.572
0.584
0.597
0.609
250.00
0.622
0.634
0.646
0.659
0.671
275.00
0.684
0.696
0.709
0.721
0.733
300.00
0.746
0.758
0.771
0.783
0.796
325.00
0.808
0.820
0.833
0.845
0.858
350.00
0.870
0.883
0.895
0.916
0.937
375.00
0.958
0.979
1.001
1.022
1.043
400.00
1.064
1.085
1.106
1.127
1.148
425.00
1.169
1.191
1.212
1.233
1.254
450.00
1.275
1.296
1.317
1.338
1.359
475.00
1.381
1.402
1.423
1.444
1.465
500.00
1.486
1.507
1.528
1.549
1.571
525.00
1.592
1.613
1.634
1.655
1.698
550.00
1.740
1.783
1.825
1.868
1.910
575.00
1.953
1.995
2.038
2.080
2.123
600.00
2.165
2.208
2.250
2.293
2.335
625.00
2.378
2.420
2.468
2.515
2.563
650.00
2,610
2.658
2.705
2.818
2.932
1
675.00
3.045
3.158
3,272
3.385
3.616
700.00
3.847
4.078
4.309
4.819
5.809
Hamilton -Hurst Parking Lot
R,
STUBBS, El
UNW17080.ppc
2/9/2018

'McADAMS
Storm Data Detailed Report:
UNW17060
50yr 24hr
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(in)
(in)
(in)
725.00
6.319
6.551
6.782
7.013
7.244
750.00
7.475
7.588
7.702
7.815
7.928
775.00
8.042
8.155
8.203
8.250
8.298
800.00
8.345
8.393
8.440
8.483
8.525
825.00
8.568
8,610
8.653
8.695
8.738
850.00
8.780
8.823
8.865
8.908
8.950
875.00
8.993
9.035
9.078
9.120
9.163
900.00
9.205
9.226
9.247
9.268
9.289
925.00
9.311
9.332
9.353
9.374
9.395
950.00
9.416
9,437
9.458
9.479
9.501
975.00
9.522
9.543
9.564
9.585
9.606
1,000.00
9.627
9.648
9.669
9.691
9.712
1,025.00
9.733
9.754
9.775
9.796
9.817
1,050.00
9.838
9.859
9.881
9.902
9.923
1,075.00
9.944
9.965
9.977
9.990
10.002
1,100.00
10.015
10.027
10.040
10.052
10.064
1,125.00
10.077
10.089
10.102
10.114
10.127
1,150.00
10.139
10.151
10.164
10.176
10.189
1,175.00
10.201
10.214
10.226
10.238
10.251
1,200.00
10.263
10.276
10.288
10.301
10.313
1,225.00
10.325
10.338
10.350
10.363
10.375
1,250.00
10.388
10.400
10.413
10.425
10.437
1,275.00
10.450
10.462
10.475
10.487
10.500
1,300.00
10.512
10.524
10.537
10,549
10.562
1,325.00
10.574
10.587
10.599
10.611
10.624
1,350.00
10.636
10.649
10.661
10.674
10.686
1,375.00
10.698
10.711
10.723
10.736
10.748
1,400.00
10.761
10.773
10.785
10.798
10.810
1,425.00
10.823
10.835
10.848
10.860
(NIA)
100yr24hr
Label
100yr 24hr
Increment
5.00 min
Return Event
100 years
End Time
1,440.00 min
Start Time
0.00 min
Storm Event Depth
Type
Cumulative
100yr24hr
Time
Depth
Depth
Depth
Depth
Depth
(min)
(In)
(in)
(in)
(in)
(in)
0.00
0.000
0.015
0.030
0.045
0.060
25.00
0.075
0.090
0.105
0.119
0.134
50.00
0.149
0.164
0.179
0.194
0.209
75.00
0.224
0.239
0.254
0.269
0.284
100.00
0.299
0.314
0.328
0.343
0.358
125.00
0.373
0.388
0.403
0.418
0.433
150.00
0.448
0.463
0.478
0.493
0.508
175.00
0.523
0.538
0.552
0.567
0.582
200.00
0.597
0.612
0.627
0.642
0.657
225.00
0.672
0.687
0.702
0.717
0.732
250.00
0.747
0.761
0.776
0.791
0.806
275.00
0.821
0.836
0.851
0.866
0.881
Hamilton -Hurst Parking Lot
R.
STUBBS, El
2/9/2018
UNW17060.ppc

9 .MCADAMS
Storm Data Detailed Report:
UNW17060
100yr24hr
Time
Depth
Depth
Depth
Depth
Depth
(min)
(in)
(in)
(In)
(In)
(in)
300.00
0.896
0.911
0.926
0.941
0.956
325.00
0.970
0.985
1.000
1.015
1.030
350.00
1.045
1.060
1.075
1.100
1.126
375.00
1.151
1.176
1.201
1.227
1.252
400.00
1:277
1.303
1.328
1.353
1.378
425.00
1.404
1.429
1.454
1.479
1.505
450.00
1.530
1,555
1.581
1.606
1.631
475.00
1.656
1.682
1.707
1.732
1.758
500.00
1.783
1.808
1.833
1.859
1.884
525.00
1.909
1.934
1.960
1.985
2.035
550.00
2.086
2.136
2.186
2.236
2.287
575.00
2.337
2.387
2.438
2.488
2.538
600.00
2.588
2.639
2.689
2.739
2.789
625.00
2.840
2.890
2.952
3.013
3.075
650.00
3.137
3.198
3.260
3.400
3.540
675.00
3.680
3.820
3.960
4.100
4.367
700.00
4.633
4.900
5.167
5.707
6.787
725.00
7.327
7.593
7.860
8.127
8.393
750.00
8.660
8.800
8.940
9.080
9.220
775.00
9.360
9.500
9,562
9.623
9.685
800.00
9.747
9.808
9.870
9.920
9.971
825.00
10.021
10.071
10.121
10.172
10.222
850.00
10.272
10.323
10.373
10.423
10.473
875.00
10.524
10.574
10.624
10.674
10,725
900.00
10.775
10.800
10.826
10.851
10.876
925.00
10.901
10.927
10.952
10.977
11.003
950.00
11.028
11.053
11.078
11.104
11.129
975.00
11.154
11.179
11.205
11.230
11.255
1,000.00
11.281
11.306
11.331
11.356
11.382
1,025.00
11.407
11.432
11.458
11.483
11.508
1,050.00
11.533
11.559
11.584
11.609
11.634
1,075.00
11.660
11.685
11.700
11.715
11.730
1,100.00
11.745
11.760
11.775
11.790
11.804
1,125.00
11.819
11.834
11.849
11.864
11.879
1,150.00
11.894
11.909
11.924
11.939
11.954
1,175.00
11.969
11.984
11.999
12.013
12.028
1,200.00
12.043
12.058
12.073
12.088
12.103
1,225.00
12.118
12.133
12.148
12.163
12.178
1,250.00
12.193
12.208
12.223
12.237
12.252
1,275.00
12.267
12.282
12.297
12.312
12.327
1,300.00
12.342
12.357
12.372
12.387
12.402
1,325.00
12.417
12,432
12.446
12.461
12.476
1,350.00
12.491
12.506
12.521
12.536
12.551
1,375.00
12,566
12.581
12.596
12.611
12.626
1,400.00
12.641
12.655
12.670
12.685
12.700
1,425.00
12.715
12.730
12.745
12.760
(N/A)
Hamilton -Hurst Parking Lot R. STUBBS, El
UN W 170BO.ppc VM018

®i
-MCADAMS
Storm Data Detailed Report:
UNW17O60
15.000
13.750
12.500
11.250
10.000
8.750
c
L 7.500
n
g
6.250
5.000
3.750
2.500
1.250
0.000
0.00 144.00 288.00 432.00 576.00 720.00 864.00 1,008.00 1,152.00 1,296.00 1,440.0(
Time (min)
1OOyr 24hr — 5Oyr 24hr — 25yr 24hr — 10yr 24hr — 2yr 24hr — tyr 24hr
Hamilton -Hurst Parking Lot R. STUBBS, El
UNW17060.ppc N912016

PRE -DEVELOPMENT
HYDROLOGIC CALCULATIONS
UNCW - HURST HAMILTON PARKING LOTS
U N W-17060

UNCW HURST HAMILTON PARKING LOT PRE -DEVELOPMENT HYDROLOGY R. STUBBS, El
UNW-17060 Summary of Results 2/9/2018
HYDROLOGY INPUT SUMMARY
Onsite Area [acres]
Offsite Area [acres]
Total Area
SCS CN
(min]
Tc min
Sub -basin ID
Impervious
Open
Wooded
Pond
Total
Impervious
Open
Wooded
Pond
Total
[aces)
Main Pool
0.50 ]
0.70
I 2.75
0.94
4.88
0.00
0.29
0.00 1
0.00
0.29
5.17
57
25.37
Forebay
8.73
9.54
0.00
0.45 1
18.72
0.02 I
0.48
0.00 1
0.00
0.50
19.22
74
23.41
Ditch6
5.05
11.39
] 14.71
0.00
31.15
0.00
0.11
0.78
0.00
0.89
32.04
58
32.66
Ditch7
0.09
0.47
1.50
0.00
2.06
0.11
0.37
6.00
0.00
0.48
2.54
46
25.43
Totals =
14.38
22.09
18.96
1.38
56.82
0.13
1.26
0.78
0.00
2.17
58.97

UNCW HURST HAMILTON PARKING LOT PRE -DEVELOPMENT HYDROLOGY R. STUBBS, El
UN W-17060 Sub to Main Pool 2/9/2018
r. SCS CURVE NUMBERS
Assume:
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
0
98
8o
77
HSG'A'= 62.9%
HSG'B'= 37.1%
HSG'C'= 0.0%
HSG'D'= 0.0%
Cover Condition
SCS CN
Comments
Im ep rvlous
98
Open
47
Assume goad condition
Wooded
39
Assume good condition
11. PRE -DEVELOPMENT
Watershed Breakdown
Contributing Area
Onsite impervious
Onsite open
Onsite wooded
SCS ON
98
47
39
I Area 1!9
21,701
30,406
119,710
Area [acres]
0.50
0.70
2.75
Comments
-
Assume good condition
Assume good condition
Onsite pond
100
40,773
0.94
Offsite impervious
98
0
0.00
Offsite open
47
12,795
0.29
Assume good condition
Offsite wooded
39
0
0.00
Assume good condition
Offsite pond
100
0
0.00
Total area =
Composite SCS CN -
% Impervious =
5.17 acres
225,385 sq. R.
57
9.6%

UNCW HURST HAMILTON PARKING LOT PRE -DEVELOPMENT HYDROLOGY
UNW-17060 Sub to Main Pool
Ill. TIME OF CONCENTRATION INFORMATION
Time ci concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length =
100
It
Length =
300
Tap Elev=
38.5
It
Top Elev=
36.50
Bot Elev=
36.5
It
Bot Elev=
36
Height=
2
it
Height
1
Slope=
0.0200
ft/fit
Slope=
0.0017
Manning's n -
0.40
wooded, dense underbrush
Paved 7 =
No
P (2-year/24-hour) =
4.70
inches(Wlimington, NC)
Velocity=
0.66
Segment Time=
17.72
minutes
Segment Time
Z59
Segment 3: Pipe Flow
Length=
18
ft
Top Elev=
36
Bot Elev=
35.75
Height =
0.25
It
Slope=
0.0139
ft/ft
Manning's n=
0.013
concrete
Flow Area =
0.79
sf (assume 12' RCP)
Wetted Perimeter=
3.14
If (assume 12" RCP)
Channel Velocity=
5.36
fit/sec
Segment Time=
0.06
minutes
Time of Concentration- 25.37 minutes
SCS Lag Time - 15.22 minutes (SCS Lag = 0.6- Tc)
Time Increment= 4.41 minutes 1= 0.29-SCS Lag)
R. STUBBS, El
2/9/2018
ft
ft
ft
ft
ft/ft
ft/sec
minutn

UNCW HURST HAMILTON PARKING LOT PRE -DEVELOPMENT HYDROLOGY R. STUBBS, El
UNW-17060 Sub to Foreboy 2/9/2018
1. SCS CURVE NUMBERS
Assume.
HSG Impervious
Open
Wooded
A I 98
39
30
e 98
61
55
C 98
74
70
D 98
80
77
HSG'A'=
43.1%
HSG'B'=
56.9%
HSG'C'=
0.0%
HSG'D'=
0.0%
Co"rCoodRbn
SCS CN
Comments
Impervious
98
Open
52
Assume good condition
Wooded
44
Assume good condition
II. PRE-DEVELAPMENT
Watershed Breakdown
Contributing Area
SCS ON
AreaIs
I Area acres
Comments
Onsite impervious
98
390,433
8.73
Onsite open
52
415.487
9,54
Assume good condition
Onsite wooded
44
0
0.00
Assume good condition
Onsite pond
S00
19,500
0.45
Offslte Impervious
98
816
0.02
Offsite open
52
21.105
0.48
Assume good condition
Offsite wooded
44
0
0.00
Assume goodcondition
Offsite pond
100
0
0.00
Total area e
Composite SCS ON -
% Impervious =
19.22 acres
837,341 sq. ft.
74
45.5%

UNCW HURST HAMILTON PARKING LOT PRE -DEVELOPMENT HYDROLOGY
UN W-17060 Sub to Forebay
fit. TIME OF CONCENTRATION [INFORMATION
Time of concentration is calculated using the SCS Segmental Approoch (TR-55).
Segment 1: Overland Flow
Segment 2: Concentrated Now
Length
100
it
Length=
235
Top Elev=
41.0
it
Top Elev=
40.5
Bat Elev=
40.5
it
Bat Elev=
37.9
Height=
0.5
R
Height=
3
Slope=
0.0050
ft/ft
Slope=
0.0111
Manning's n=
0.24
dense grass
Paved 7=
No
P(2-year/24-hour(=
4.70
Inches (Wilmington, NC)
Velocity=
1.70
Segment Time=
20.50
minutes
Segment Time=
2.31
Segment 3: Pipe Flow
Length=
358
it
Top Elev=
37.9
Bat Elev=
34.0
Height =
3.9
it
Slope=
0.0109
ft/ft
Manning's n=
0.013
concrete
Flow Area =
1.77
sf (assume 18" RCP(
Wetted Perimeter=
2.36
If(assume 18"RCP)
Channel Velocity=
9.88
ft/sec
Segment Time=
0.60
minutes
Time of Commntration - 23.41 minutes
SCS Lag Time- 14.05 minutes(SCS Lag =0.6•Tc)
Time Increment= 4.07 minutesI=0.29'SC5 La
R. STUBBS, El
2/9/2018
ft
ft
ft
R
Wit
fit/sec
minutes

UNCW HURST HAMILTON PARKING LOT PRE -DEVELOPMENT HYDROLOGY R. STUBBS, El
UN W-17060 Sub t0 OItch6 2/9/2018
I. SCS CURVE NUMBERS
Assume:
HSG
Impervious
I Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
g0
77
HSG'A'= 29.8%
HSG'B'= 70.2%
HSG'C'= 0.0%
HSG'D'= 0.0%
Cover Condition
SCS CN
Comments
Impervious
98
-
Open
54
Assume good condition
Wooded
48
1 Assume good condition
IL PRE -DEVELOPMENT
Watershed Breakdown
Contributing Area
SCS ON I
Area[sj
Area[acres
Comments
Onsite impervious
98
220,015
5.05
Onslte open
54
_
495,933
11.39
Assume goodcandition
Onsite wooded
48
_
640,858
14.71
Assume good condition
Onsite pond
1 100
0
0.00
-
OHsile impervious
98
39
0.00
-
Offsl[e open
54
4,867
0.11
Assume good condition
Offsite wooded
1 48
33,968
0.78
Assume good condition
Offsite pond
1 100
0
0.00
-
Total area =
Composite SCS ON =
% Impervious -
32.04 acres
1,395,680 sq. ft.
58
15.8%

UNCW HURST HAMILTON PARKING LOT PRE -DEVELOPMENT HYDROLOGY
UN W-17060 Sub to Ditch6
Bf. TIME OF CONCENTRATION INFORMATION
Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length =
100
it
Length =
762
Top Elev =
42.00
It
Top Elev =
40.00
Sot Elev =
40.00
It
Bot Elev =
36.28
Height=
2
it
Height=
4
Slope
0.0200
ft/ft
Slope=
0.0049
Manning's In =
0.40
wooded, dense underbrush
Paved 7 =
No
P (2-year/24-hour) =
4.70
Inches (Wilmington, NC)
Velocity =
1.13
Segment Time=
17.72
minutes
Segment Time
11.27
Segment 3: Pipe Flow
Length=
677
ft
Top Elev =
33.91
Bot Elev =
33.00
Height=
0.91
it
Slope=
0.0013
ft/ft
Manning's n=
0.013
concrete
Flow Area =
1.23
sf (assume 15" RCP)
Wetted Perimeter=
1.96
If (assume 15" RCP)
Channel Velocity=
3.07
ft/sec
Segment Time=
3.67
minutes
Time of Concentration = 32.66 minutes
SCS lag Time = 19.59 minutes (SCS Lag = 0.6• Tc)
Time Increment = 5.68 minutes (=0.29•SCS Lag)
R. STUBBS, El
2/9/2018
k
ft
ft
it
ft/ft
ft/sec
minutes

UNCW HURST HAMILTON PARKING LOT PRE -DEVELOPMENT HYDROLOGY R. STUBBS. 6l
UNW-17060 Sub to Ditch 2/9/1018
L SCS CURVE NUMBERS
Assume:
HSG
ImpemlWs
Open
Wooded
A
96
39
30
B
96
61
55
C
98
74
70
0
1 96
80
77
HSG'A'= 67.2%
HSG'B'= 32.8%
HSG'C'- 0.0%
HSG'0'= 0.0%
Cover Condition
SCS CN
I Comments
Impervious
98
Om,!
4fi
Assume good condition
Wooded
38
Assume good condition
II. PRE -DEVELOPMENT
Watershed Breakdown
Contdlwting Area
I SCS ON
J!
I Area acres
Comments
98
.044
0.09
46
.610
0.47
Assume good condition
Onsite wooded
38
,131
1.50
Assume good condition
Onsite pond
100
FAma
0
0.00
Othite impervious98
.661
0.11
,067
0.37
Assume good condition
Offsite wooded
38
0
0.00
Assume good condition
Offsite pond
100
0
0.00
Total area=
2.54 acres
110,513 sq. R.
Composite SCS ON =
46
% Impervious =
7.9%

UNCW HURST HAMILTON PARKING LOT PRE -DEVELOPMENT HYDROLOGY R. STUBBS, El
UN W-17060 Sub to Ditch? 2/9/2018
Ill. TIME OF CONCENTRATON INFORMATION
Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow
Segment2: Concentrated Flow
Length =
1D0
ft
Length -
96
Top Elev=
37.25
it
Tap Elev=
36.00
Bot Elev-
36.00
ft
Bot Hey=
35.00
Height=
1.75
ft
Height=
1
Slope=
0.0125
ft/ft
Slope=
0.0104
Manning's n=
0.40
wooded, dense underbrush
Paved 7=
No
P(2-year/24-hour)=
4.70
inches (Wilmington, NC)
Velocity=
1.65
Segment flare-
21.38
minutes
Segment Time
0.97
Segment 3: Channel Flow
Segment4: Channel flow
Length =
104
ft
Length =
399
Top Elev=
35.00
Top Ele,=
34.00
Bot Ele,=
34.00
Bot Elev-
33.00
Height=
1
ft
Height=
1
Slope=
0.0096
ft/ft
Slope=
0.0026
Manning's n =
0.045
nautral channel
Manning's n -
0.045
Flow Area=
6.00
sf(assume 2'w x Th channel)
Flow Area
50.D0
Wetted Perimeter=
8.00
If (assume 2'w x Th channel)
Wetted Perimeter=
25.00
Channel Velocity=
2.68
ft/sec
Channel Velocity=
2.66
Segment stare =
0.65
minutes
Segment Time=
2.43
Time of Concentration= 25.43 minutes
SCS Lag Time= 15.26 minutes (SCS Lag -0.6•Tc)
Time increment= 443 minutes (=0.29-SCS Lag)
ft
R
ft
ft
ft/ft
ft/sec
minutes
it
Rift
nautral channel
sf (assume 5'w x 10'h chance
If (assume 5'w x 10'h channel
ft/sec
minutes

'="J' MCADAMS
Scenario: Pre- Development
Hamilton -Hurst Parking Lot R. STUBBS, El
UNW17060, DPc 2/92018

"I'MCADAMS
FlexTable: Catchment Table
(UNW17O6O.ppc)
Current Time: 0.00 min
Notes Label Area SCS CN Time of Concentration
(ft2) (min)
Pre
Sub to Ditch#6
1,395,680
58
32.66
Pre
Sub to Ditch#7
110,513
46
25.43
Pre
Sub to Forebay
837,341
74
23.41
Pre
Sub to MalnPooi
225,385
57
25.37
Post
Sub to Ditch#1
263,581
68
18.10
Post
Sub to Ditch#2
1,016,238
58
32.56
Post
Sub to Ditch#3
11,492
71
5.00
Post
Sub to Ditch#4
27,400
52
5.00
Post
Sub to Ditch#5
33,897
71
5.00
Post
Sub to Forebay
837,646
74
23.41
Post
Sub to Main Pool
381,257
82
25.37
Hamilton -Hurst Parking tot R. STUBBS, El
UNW77080.ppc
2/9/2018

1111 McADAMs
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event volume (min) (ft3/s)
(years) (ac-ft)
Sub to Forebay
Pre- iyr 24hr
1
2.399
733.50
25.42
Sub to Forebay
Pre- 2yr 24hr
2
3.385
733.50
36.25
Sub to Forebay
Pre- 10yr 24hr
10
6.868
733.50
64.99
Sub to Forebay
Pre- 25yr 24hr
25
9.545
733.50
82.27
Sub to Forebay
Pre- 50yr 24hr
50
12.020
733.50
95,73
Sub to Forebay
Pre- 100yr 24hr
100
14.872
733.50
109.15
Sub to Ditch#6
Pre- Syr 24hr
1
1.607
749.00
9.79
Sub to Ditch#6
Pre- 2yr 24hr
2
2.655
744.50
18.90
Sub to Ditch#6
Pre- 10yr 24hr
10
6.925
740.25
51.51
Sub to Ditch#6
Pre- 25yr 24hr
25
10.551
740.25
74.87
Sub to Ditch#6
Pre- 50yr 24hr
50
14.063
740.25
94.69
Sub to Ditch#6
Pre- 100yr 24hr
100
18.239
740.25
115.61
Sub to MainPool
Pre- lyr 24hr
1
0.242
740.75
1.58
Sub to MainPool
Pre- 2yr 24hr
2
0.405
737.50
3.22
Sub to MainPool
Pre- 10yr 24hr
10
1.078
734.25
9.05
Sub to MainPool
Pre- 25yr 24hr
25
1.654
734.00
13.27
Sub to MainPool
Pre-50yr 24hr
So
2.214
734.00
16.82
Sub to MainPool
Pre- 100yr 24hr
100
2.882
734.00
20.56
Sub to Ditch#7
Pre- Syr 24hr
1
0.037
759.50
0.11
Sub to Ditch#7
Pre- 2yr 24hr
2
0.082
756.25
0.38
Sub to Ditch#7
Pre- 10yr 24hr
10
0.308
739.00
2.12
)Sub to Ditch#7
Pre- 25yr 24hr
25
0.526
735.75
3.80
Sub to Ditch#7
Pre- 50yr 24hr
50
0.749
735.75
5.34
Sub to Ditch#7
Pre- 100yr 24hr
100
1.026
735.75
7.02
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event volume (min) (ft3/s)
(years) (ac-ft)
Overall POA
Pre- lyr 24hr
1
0.000
0.00
0.00
Overall POA
Pre- 2yr 24hr
2
0.000
0.00
0.00
Overall POA
Pre- 10yr 24hr
10
7.524
839.75
21.66
Overall POA
Pre- 25yr 24hr
25
14.500
799.50
32.47
Overall POA
Pre- 50yr 24hr
50
21.210
791.00
38,64
Overall POA
Pre- 100yr 24hr
100
28.969
788.50
40.18
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac-ft)
Maximum
Maximum
Water
Pond Storage
Surface
(ac-ft)
Elevation
(ft)
Pre-Forebay
Pre- lyr 24hr
1
2.399
733.50
25.42
(N/A)
(N/A)
(IN)
Pre-Forebay
Pre- lyr 24hr
1
1.026
748.75
15.52
35.70
1.901
(OUT)
I Pre-Forebay
Pre- 2yr 24hr
2
3.385
733.50
36.25
(N/A)
(N/A)
;IN)
Hamilton -Hurst Parking Lot R. STUBBS, El
UNW17060,ppc 2/9/2018

2 MCADAMS
Subsection:
Master Network
Summary
lond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(min)
(ft3/S)
Water
Pond Storage
(years)
(ac-ft)
Surface
(ac-ft)
Elevation
(ft)
Pre-Forebay
Pre- 2yr 24hr
2
1.299
745.00
23.98
36.30
2.613
(OUT)
Pre-Forebay
Pre- IOyr 24hr
10
6.868
733.50
64.99
(N/A)
(N/A)
(IN)
Pre-Forebay
Pre- IOyr 24hr
10
4.424
736.25
36.80
36.66
3.163
(OUT)
Pre-Forebay
Pre- 25yr 24hr
25
9.545
733.50
82.27
(N/A)
(N/A)
(IN)
Pre-Forebay
Pre- 25yr 24hr
25
7.080
727.00
32.94
36.87
3.507
(OUT)
Pre-Forebay
Pre- 50yr 24hr
50
12.020
733.50
95.73
(N/A)
(N/A)
(IN)
Pre-Forebay
Pre- 50yr 24hr
50
9.535
738.75
39.34
37.02
4.393
(OUT)
Pre-Forebay
Pre- 100yr
100
14.872
733.50
109.15
(N/A)
(N/A)
(IN)
24hr
Pre-Forebay
Pre- 100yr
100
12.311
734.50
43.98
37.06
6.406
(OUT)
24hr
Pre-MainPool
Pre- lyr 24hr
1
1.267
748.50
16.95
(N/A)
(N/A)
(IN)
Pre-MainPool
Pre- lyr 24hr
1
0.000
0.00
0.00
35.70
4.292
)(OUT)
Pre-MainPool
Pre- lyr 24hr
1
-1.OS2
759.50
-8.53
(N/A)
(N/A)
(Reverse)
Pre-MainPool
Pre- 2yr 24hr
2
1.704
744.75
26.84
(N/A)
(N/A)
(IN)
Pre-MainPool
Pre- 2yr 24hr
2
0.000
0.00
0.00
36.30
5.281
(OUT)
Pre-MainPool
Pre- 2yr 24hr
2
-1.623
749.75
-12.85
(N/A)
(N/A)
(Reverse)
Pre-MainPool
Pre- 10yr 24hr
10
5.502
736.25
45.83
(N/A)
(N/A)
(IN)
Pre-MainPool
Pre- IOyr 24hr
10
3.130
872.00
10.13
36.64
6.014
(OUT)
Pre-MainP00l
Pre- 10yr 24hr
10
-1.410
742.50
-22.53
(N/A)
(N/A)
(Reverse)
Pre-MainPool
Pre- 25yr 24hr
25
8.734
734.25
45.78
(N/A)
(N/A)
(IN)
Pre-MainPool
Pre- 25yr 24hr
25
5.816
768.00
19.29
36.80
6.367
(OUT)
Pre-MalnPool
Pre- 25yr 24hr
25
-0.943
730.75
-19.40
(N/A)
(N/A)
(Reverse)
Pre-MainPool
Pre- 50yr 24hr
50
11.749
738.50
55.42
(N/A)
(N/A)
(IN)
Pre-MainPool
Pre- 50yr 24hr
50
8.888
768.00
28.91
36.92
6.638
(OUT)
Pre-MainPool
Pre- 50yr 24hr
50
-1.021
718.75
-16.20
(N/A)
(N/A)
'(Reverse)
Pre-MainPool
Pre- 100yr
. 100
15.193
734.50
64.48
(N/A)
(N/A)
!IN)
24hr
Hamilton -Hurst Parking Lot R. STUBBS, El
UNW17080.ppc 2/9/2010

9MCADAMs
Subsection: Master Network Summary
1
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event volume (min) (ft3/S)
(years) (ac-ft)
Pre -Main Pool
(OUT)
Pre-MainPool
(Reverse)
Ditch #6
(IN)
Ditch #6
(OUT)
Ditch #6
(IN)
Ditch #6
(OUT)
Ditch #6
(IN)
Ditch #6
(OUT)
Ditch #6
(IN)
Ditch #6
(OUT)
Pitch #6
'(IN)
Ditch #6
(OUT)
Ditch #6
(IN)
Ditch #6
(OUT)
Ditch#7 (IN)
Ditch#7
(Reverse)
Ditch#7
(OUT)
Ditch#7 (IN)
Ditch#7
(Reverse)
Ditch#7
(OUT)
Ditch#7 (IN)
Ditch#7
(OUT)
Ditch#7 (IN)
Ditch#7
(OUT)
Ditch#7 (IN)
Ditch#7
(OUT)
Ditch#7 (IN)
I
Ditch#7
(our)
Hamilton -Hurst Pai
UNW17060,ppc
Pre- 100yr
24hr
Pre- 100yr
24hr
Pre- lyr 24hr
Pre- lyr 24hr
Pre- 2yr 24hr
Pre- 2yr 24hr
Pre- 10yr 24hr
Pre- 10yr 24hr
Pre- 25yr 24hr
Pre- 25yr 24hr
Pre- 50yr 24hr
Pre- 50yr 24hr
Pre- 100yr
24hr
Pre- 100yr
24hr
Pre- lyr 24hr
Pre- Syr 24hr
Pre- lyr 24hr
Pre- 2yr 24hr
Pre- 2yr 24hr
Pre- 2yr 24hr
Pre- 10yr 24hr
Pre- 10yr 24hr
Pre- 25yr 24hr
Pre- 25yr 24hr
Pre- 50yr 24hr
Pre- 50yr 24hr
Pre- 100yr
24hr
Pre- 100yr
24hr
king Lot
100
100
1
1
2
2
10
10
25
25
50
50
100
100
1
1
1
2
2
2
10
10
25
25
50
50
100
100
12.474
749.75
31.14
-1.230
698.50
-12.94
1.607
749.00
9.79
1.365
758.75
8.94
2.655
744.50
18.90
2.233
757.25
16.44
6.925
740.25
51.51
6.398
747.25
28.39
10.551
740.25
74.87
10.012
735.50
27.70
14.063
740.25
94.69
13.514
729.25
26.19
18.239
740.25
115.61
17.662
721.25
24.06
0.337
735.25
2.80
-0,007
1,270.25
-0.50
0.000
0.00
0.00
0.691
757.50
4.16
0.000
1,257.75
-0.14
0.000
0.00
0.00
8.426
803.25
25.84
7.524
839.75
21.66
15.411
768.00
38.25
14.500
799.50
32.47
22.131
755.00
47.22
21.210
791.00
38.64
29.931
741.50
50.84
28.969
788.50
40.18
Maximum
Water
Surface
Elevation
(ft)
36.97
(N/A)
(N/A)
35.72
(N/A)
36.31
(N/A)
37.01
(N/A)
37.06
(N/A)
37.12
(N/A)
37.18
(N/A)
(N/A)
35.72
(N/A)
(N/A)
36.30
(N/A)
36.63
(N/A)
36.78
(N/A)I
36.89
(N/A)
36.93
Maximum
Pond Storage
(ac-ft)
6.742
(N/A)
(N/A)
0.242
(N/A)
0.422
(N/A)
1.328
(N/A)
3.390
(N/A)
5.623
(N/A)
8.256
(N/A)
(N/A)
0.334
(N/A)
(N/A)
0.692
(N/A)
1.038
(N/A)
1.256
(N/A)
1.419
(N/A)
1.466
R, STUBBS, El
2/9/2018

POST -DEVELOPMENT
HYDROLOGIC CALCULATIONS
UNCW - HURST HAMILTON PARKING LOTS
U N W-17060

UNCW HURST HAMILTON PARKING LOT POST -DEVELOPMENT HYDROLOGY R. STUBBS, El
UNW-17060 Summary of Results 5/30/2018
'HYDROLOGY INPUT SUMMARY
Onsite Area [acres]
Offsite Area [acres]
Total Area
SCS CN
Tc
Sub -basin ID
Impervious
Open
Wooded
Pond
Total
Impervious
Open
Wooded
Pond
Total
[acres]
min
[min]
i
Main Pool
4.93
1.77
0.39
0.95
8.04
0.22
0.28
0.00
0.00
0.50
8.55
84
25.37
Forebay
8.83
8.99
0.00
0.45
18.27
0.00
0.50
0.00
0.00
0.50
18.77
75
23.41
Ditchl
2.30
3.75
0.00
0.00
6.05
0.00
0.00
0.00
0.00
0.00
6.05
68
18.10
Ditchl
2.92
7.58
11.97
0.00
22.46
0.00
0.09
0.78
0.00
0.86
23.33
58
32.56
Ditch3
0.09
0.14
0.00
0.00
0.24
0.00
0.03
0.00
0.00
0.03
0.26
71
5.00
Ditch4
0.09
0.44
0.00
0.00
0.54
0.01
0.08
0.00
0.00
0.09
0.63
52
5.00
DitchS
0.33
0.27
0.00
0.00
0.60
0.01
0.17
0.00
0.00
0.18
0.78
71
5.00
Totals =
19.50 22.95 12.36 1.39 56.20
0.24 1.14 0.78 0.00 2.17
58.37

UNCW HURST HAMILTON PARKING LOT POST -DEVELOPMENT HYDROLOGY R. STUBBS, El
UNW-17060 Sub CO Main Pool 5/30/2018
1. SCS CURVE NUMBERS
Assume:
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
S5
C
98
74
70
D
98
80
77
HSG'A' = 64.2%
HSG'B'= 35.8%
HSG'C'= 0.0%
HSG'D'= 0.0%
Cover Condition
SCS CN
Comments
Impervious
98
Open
47
Assume good condition
Wooded
39
Assume good condition
II. POST -DEVELOPMENT
Watershed Breakdown
Contributing Area
SCS ON
Area lsfl
Area acres)
Comments
Onsite impervious
98
214,917
4.93
Onsite Future Impervious
98
8,990
0.21
Onsite open
47
77,098
1.77
Assume good condition
Onsite wooded
39
17,112
0.39
Assume good condition
Onsite pond
100
41,263
0.95
Offsite impervious
98
9,554
0.22
Offsiteopen
47
12,323
0.28
Assume ood condition
Offsite wooded
39
0
0.00
Assume good condition
Offsite pond
100
0
0.00
Total area=
8.75 acres
381,257 sq. h.
Composite SCS CN=
84
%Impervious=
58.9%

UNCW HURST HAMILTON PARKING LOT POST -DEVELOPMENT HYDROLOGY R. STUBBS, El
UNW-17060 Sub to Main Pool 5/30/2018
III. TIME OFCONCENTRATION INFORMATION
Time of concentration is calculated using the SC5 Segmental Approach (TR.55).
Segment l: Overland Flow
Segment 2: Concentrated Flaw
Length =
100
ft
Length =
300
ft
Top Elev=
38.5
ft
Top Elev=
36.50
h
Bat Elev=
36.5
ft
Bat Hey=
36
ft
Height=
2
it
Height=
1
ft
Slope=
0.0200
ft/ft
Slope=
0.0017
ft/ft
Manning's n=
0,40
wooded, dense underbrush
Paved?=
No
P (2-year/24-hour) =
4.70
inches (Wilmington, NC)
Velocity=
0.66
ft/sec
Segment time=
17.72
minutes
Segment Time=
7.59
minutes
Segment 3: Pipe Flaw
Length=
18
ft
Top Elev=
36
Bat Elev=
35.75
Height=
0.25
k
Slope =
0.0139
ft/ft
Manning's n=
0.013
concrete
Flow Area=
0.79
sf(assume 12"RCP)
Wetted Perimeter=
3.14
If (assume 12"RCP)
Channel Velocity=
5.36
ft/sec
Segment Time=
0.06
minutes
Time of Concentration= 25.37 minutes
SCS Lag Time= 15.22 minutes (5CS Lag =0.6'Tc)
Time Increment= 4.41 minutes (= 0.29-SCS Lag)

UNCW HURST HAMILTON HARKING LOT POST -DEVELOPMENT HYDROLOGY R. STUBBS, El
UNW-17060 Sub to Forebay 5/30/2018
I. SCS CURVE NUMBERS
Assume:
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
1
61
55
C
98
74
70
D
96
1 80
77
HSG'A'= 43.1%
H5G'B'= 56.9%
HSG'C' = 0.0%
HSG'D'= 0.0%
Cover Condition
SCS CN
Comments
Impervious
98
Open
52
Assume good condition
Wooded
44
Assume good condition
II. POST -DEVELOPMENT
Watershed Breakdown
Contributing Area
SCS CN
Area Isq
Area acres
Comments
Onsite impervious
98
384,657
8.83
Onsite Future Impervious
98
20,010
0.46
Onsite open
52
391625
8.99
Assume good condition
Onsite wooded
44
0
0.00
Assume good condition
Onsite pond
100
19,433
OAS
Offsite impervious
98
0
0.00
Offsiteopen
52
21,921
0.50
Assume good condition
Offsite wooded
44
0
0.00
Assume good condition
Offsite pond
100
0
0.00
Total area =
Composite SCS CN =
% Impervious =
19.23 acres
837,646 sq. h.
75
45.9%

UNCW HURST HAMILTON PARKING LOT POST -DEVELOPMENT HYDROLOGY R. STUBBS, El
UNW-17060 Sub to Forebay 5/30/2018
------------------------------
III: TIMEOFCONCENTRATION INFORMATION
Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Oaerlond Flow
Segment 2: Concentrated Flow
Length=
100
ft
Length=
235
it
Top Elev=
41
IT
Top Elev=
40.5
ft
Bot Elev=
40.5
ft
Sot Elev=
37.9
ft
Height=
0.5
ft
Height=
3
it
Slope=
0.0050
ft/ft
Slope=
0.0111
ft/ft
Manning's n=
0.24
dense grass
Paved?=
No
P (2-year/24-hour) =
4.70
inches (Wilmington, NC)
Velocity=
1.70
ft/sec
Segment Tme=
20.50
minutes
Segment Time=
2.31
minutes
Segment 3: Pipe Flow
Length=
358
ft
Top Elev=
37.9
Bat Elev=
34
Height=
3.9
ft
Slope=
0,0109
ft/ft
Manning's n=
0,013
concrete
Flow Area=
1.77
sf(assume 18"RCP)
Wetted Perimeter=
2.36
If (assume 18" RCP)
Channel Velocity=
9.88
ft/sec
Segment Time
0.60
minutes
Time of Concentration= 23.41 minutes
SCS Lag rime= 14,05 minutes (SCS Lag =0.6"Tc)
Time Increment= 4.07 minutes L=0.29"SCS Lag)

UNCW HURST HAMILTON PARKING LOT POST -DEVELOPMENT HYDROLOGY R. STUBBS, EI
UNW-17060 Sub t0 DltChl 5/30/2018
I. SCS CURVE NUMBERS
Assume:
HSG
Impervious
Open
Wooded i
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
H5G'A'= 48.2%
HSG'B'= 51.8%
H5G'C'= 0.0%
HSG'D'= 0.0%
Cover Condition
SCS CN
Comments
-- Impervious
98
-
Open
50
Assume good condition
Wooded
43
Assume good condition
II. POST -DEVELOPMENT
Watershed Breakdown
Contributing Area
SCS ON
Area
Area acres
Comments i
Onsite impervious
98
100,155
2.30
Onsite open
50
163,426
3.75
Assume good condition
Onsite wooded
43
0
0.00
Assume good condition
Onsite pond
100
0
0.00
Offsite impervious
98
0
0.00
Offsiteopen
50
0
0.00
Assume good condition
Offsite wooded
43
0
0.00
Assume good condition
Offsite pond
100
0
0.00
-
Total area =
6.05 acres
263,581 sq. k.
Composite SCS CN =
68
% Impervious =
38.0%

UNCW HURST HAMILTON PARKING LOT POST -DEVELOPMENT HYDROLOGY R. STUBBS, El
UNW-17060 Sub to Ditchl 5/30/2018
III. TIME OFCONCENTRATION INFORMATION
Time of concentration is calculated using the SCS Segmen tot Approach (TR-55).
Segment 1: Overland Flow
Length =
Top Elev =
Bot Elev =
Height =
Slope =
Manning's n =
P 12-year/24-hour) =
Segment rime=
Segment 3: pipe Flaw
Length =
Top Elev =
Bat Elev =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter=
Channel Velocity =
Segment Time=
Segment2: Concentrated Flaw
100
ft
Length =
513
ft
42.00
ft
Top Elev=
39.00
ft
39.00
ft
Bot Elev=
36.40
ft
3
ft
Height=
3
ft
0,0300
ft/ft
Slope=
0.0051
WILL
0.24
dense grass
Paved?=
No
4.70
inches (Wilmington, NC)
Velocity=
1.15
ft/sec
10.01
minutes
Segment Time=
]AO
minutes
164
R
34.37
34.04
0.33
ft
0.0020
ft/ft
0,013
concrete
1.77
sf (assume 18" RCP)
2.36
If (assume 18" RCP(
4.24
ft/sec
0.64
minutes
Time of Concentration= 18.10 minutes
SCS Lag Time= 10.86 minutes SCS Lag =0.6'Tc)
Time Increment= 3.15 minutes 1=0.29-SCS Lag)

UNCW HURST HAMILTON PARKING LOT POST -DEVELOPMENT HYDROLOGY R. STUBBS, EI
UNW-17060 Sub to Ditch2 5/30/2018
I. SCS CURVE NUMBERS
Assume:
HSG
Impervious
open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
HSG'A' = 21.7%
H5G'B'= 73.3%
HSG'C'= 0.0%
HSG'0'= 0.0%
Cover Condition
SCS CN
Comments
Impervious
98
Open
56
Assume good condition
Wooded
50
Assume good condition
II. POST -DEVELOPMENT
Watershed Breakdown
Contributin Area
SCS CN
Area lsfl
Area acres
Comments I
Onsite impervious
98
127,154
2.92
Onsite open
56
330,098
7.58
Assume good condition
Onsite wooded
50
521,308
11.97
Assume good condition
Onsite pond
100
0
0.00
Offsite impervious
98
0
0.00
Offsite open
56
3710
0.09
Assume good condition
Offsite wooded
50
33,968
0.78
Assume ood condition
Offsite panel
100
0
0.00
Total area =
23.33 acres
1,016,238 sq. R.
Composite SCS CN =
58
%Impervious=
12.5%

UNCW HURST HAM ILTON PARKING LOT POST -DEVELOPMENT HYDROLOGY R. STUBBS, El
UNW-17060 Sub to Ditch2 5/30/2018
111. TIMEOFCONCENTRATIONINFOM RATION
Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow
Segment 2: Concentrated Flow
Length=
100
k
length=
762
ft
Top Elev=
42.00
ft
Top Elev=
40.00
ft
Bot Elev=
40.00
ft
Bot Eley=
36.28
ft
Height=
2
ft
Height=
4
ft
Slope=
0.0200
ft/ft
Slope=
0.0049
ft/ft
Manning's n=
0A0
dense grass
Paved?=
No
P (2-year/24-hour)=
4.70
inches (Wilmington, NC)
Velocity=
1.13
ft/sec
Segment Time=
17.72
minutes
Segment Time=
11.27
minutes
Segment 3: Pipe Flow
Length=
665
ft
Top Elev=
33.91
Bot Elev =
33.00
Height =
0.91
ft
Slope=
0.0014
ft/ft
Manning's n=
0.013
concrete
Flow Area =
1.23
sf (assume 1S' RCP)
Wetted Perimeter=
1.96
If (assume 15"RCP)
Channel Velocity=
3.10
ft/sec
Segment Time=
3.58
minutes
Time of Concentration = 32.56 minutes
SCS Lag Time= 19.54 minutes (SCS Lag =0.6'Tc)
Time Increment= 5.67 minutes (=0.29-SCS Lag)

UNCW HURST HAMILTON PARSING LOT POST -DEVELOPMENT HYDROLOGY R. STUBBS, El
UNW-17060 Sub t0 Ditc)73 5/30/2018
Assume:
HSG
Impervious
Open
Wooded
A
98
39
30
B
1 98
1 61
1 55
C
98
74
70
D
98
80
77
HSG'A'= 21.11%
HSG'B'= 79.0%
HSG'C'= 0.0%
HSG'D'= 0.0%
Cover Condition
SCS CN
Comments
Impervious
98
Open
56
Assume good condition
Wooded
50
Assume good condition
IL POST -DEVELOPMENT
Watershed Breakdown
Contdbutin Area
SCS CN
Area Isfl
Area [acresl
Comments
Onsite impervious
98
4,064
0.09
Onsiteopen
56
6,233
0.14
Assume good condition
Onsite wooded
50
0
0.00
Assume ood condition
Onsite pond
100
0
0.00
Offsite impervious
98
39
0.00
Offsite open
56
1,156
0.03
Assume good condition
Offsite wooded
50
0
0.00
Assume good condition
Offsite pond
100
0
0.00
Total area= 0.26 acres
11,492 sq. I'L
Composite SCS CN= 71
% Impervious = 35.7%
III. TIME OF CONCENTRATION INFORMATION
Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Time of Concentration= 5.00 minutes
SCS Lag Time= 3.00 minutes(SCS Lag =0.6'Tc)
Time Increment= 0.87 minutes (=0.29'5CS Lag)

UNCW HURST HAM I LTON PARKING LOT POST -DEVELOPMENT HYDROLOGY R. STUBBS, El
UNW-17060 Sub to Dltch4 5/30/2018
1. SCS CURVE NUMBERS
Assume:
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
1 74
70
D
98
1 80
77
HSG A' = 79.9%
HSG'B'= 20.1%
H5G'C'= 0.0%
HSG'D'= 0.0%
Cover Condition
SCS CN
Comments
Impervious
98
Open
43
Assume good condition
Wooded
35
Assume good condition
II. POST -DEVELOPMENT
Watershed Breakdown
Contributing Area
SCS ON
Areas
Area facresl
Comments
Onsite impervious
98
4,010
0.09
Onsite open
43
19,383
0.44
Assume good condition
Omite wooded
35
0
0.00
Assume good condition
Onsite pond
100
0
0.00
Offsite impervious
98
543
0.01
Offsite open
43
3,464
0.08
Assume good condition
Offsite wooded
35
0
0.00
Assume good condition
Offsite pond
100
0
0.00
Total area=
0.63 acres
27,400 sq. h.
Composite SCS CN =
52
%Impervious=
16.6%
Ill. TIME OF CONCENTRATION INFORMATION
Time ojconcentration is calculated using the SC5 Segmental Approach (TR-55).
Time of Concentration= 5.00 minutes
SCS Lag Time= 3.00 minutes (SCS Lag =0.6'Tc)
Time Increment= 0.87 minutes (=0.29'SCS Lag)

UNCW HURST HAMILTON PARKING LOT POST -DEVELOPMENT HYDROLOGY R. STUBBS, El
UNW-17060 Sub to Ditch$ 5/30/2018
I. SCS CURVE NUMBERS
Assume:
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
HSG'A'= 47.0%
HSG'B'= 53.0%
H5G'C'= 0.0%
HSG'D'= 0.0%
Cover Condition
12 CIN
Comments
Impervious
98
Open
51
Assume good condition
Wooded
43
Assume good condition
II. POST -DEVELOPMENT
Watershed Breakdown
Contributing Area
SCS ON
Area isf]
Area acres
Comments I
Onsite impervious
98
14435
0.33
Onsite open
51
11,823
0.27
Assume good condition
Onsite wooded
43
0
0.00
Assume good condition
Onsite pond
100
0
0.00
Offsite impervious
98
440
0.01
Offsite open
51
7,199
0.17
Assume good condition
Offsite wooded
43
0
0.00
Assume good condition
Offsite pond
100
0
0.00
-
Total area
Composite SCS ON
%Impervious
Time of concentrotian is calculated using the SCS Segmental Approach (TR-SS).
0.78 acres
33,897 sq. ft.
71
43.9%
Time of Concentration= 5.00 minutes
SCS Lag lime= 3.00 minutes (SCS Lag =0.6'Tc) —
TimeIncrement= 0.87 minutes (= 0.29-SCS Lag)

'='1j' MCADAMS
Scenario: Post- Development
Hamilton -Hurst Parking Lot R. STUBBS, El
UNW17090.ppc 2J912018

2 MCADAMS
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac-ft)
Sub to Forebay
Post- lyr 24hr
1
2.509
733.50
26.80
Sub to Forebay
Post- 2yr 24hr
2
3.515
733.50
37.82
Sub to Forebay
Post- 10yr 24hr
10
7.047
733.50
66.69
Sub to Forebay
Post- 25yr 24hr
25
9.747
733.50
83.91
Sub to Forebay
Post- 50yr 24hr
50
12.240
733.50
97.28
Sub to Forebay
Post- 100yr 24hr
100
15.107
733.50
110.59
Sub to Main Pool
Post- lyr 24hr
1
1.642
734.00
17.30
Sub to Main Pool
Post- 2yr 24hr
2
2.173
734.00
22.64
Sub to Main Pool
Post- 10yr 24hr
10
3.942
734.00
35.28
Sub to Main Pool
Post- 25yr 24hr
25
5.246
734.00
42.43
Sub to Main Pool
Post- 50yr 24hr
50
6.432
734.00
47.90
Sub to Main Pool
Post- 100yr 24hr
100
7.782
734.00
53.32
Sub to Ditch#1
Post- lyr 24hr
1
0.566
731.25
6.49
Sub to Ditch#1
Post- 2yr 24hr
2
0.837
731.25
9.90
Sub to Ditch#1
Post- 10yr 24hr
10
1.837
729.00
19.50
Sub to Ditch#1
Post- 25yr 24hr
25
2.631
729.00
25.62
Sub to Ditch#1
Post- 50yr 24hr
50
3.376
729.00
30.42
Sub to Ditch#1
Post- 100yr 24hr
100
4.242
729.00
35.28
Sub to Ditch#2
Post- lyr 24hr
1
1.170
746.75
7.15
Sub to Ditch#2
Post- 2yr 24hr
2
1.933
742.50
13.75
Sub to Ditch#2
Post- 10yr 24hr
10
5.043
742.25
37.44
Sub to Ditch#2
Post- 25yr 24hr
25
7.683
738.25
54.23
Sub to Ditch#2
Post- 50yr 24hr
50
10.240
738.25
68.76
Sub to Ditch#2
Post- 100yr 24hr
100
13.281
738.00
84.13
Sub to Ditch#3
Post- lyr 24hr
1
0.029
721.50
0.56
Sub to Ditch#3
Post- 2yr 24hr
2
0.042
721.50
0.82
Sub to Ditch#3
Post- 10yr 24hr
30
0,088
721.25
1.50
Sub to Ditch#3
Post- 25yr 24hr
25
0.123
721.25
1.91
Sub to Ditch#3
Post- 50yr 24hr
s0
0.157
721.25
2.21
Sub to Ditch#3
Post- 100yr 24hr
100
0.195
721.25
2.53
Sub to Ditch#4
Post- lyr 24hr
1
0.019
726.00
0.17
Sub to Ditch#4
Post- 2yr 24hr
2
0.035
722.75
0.44
Sub to Ditch#4
Post- 10yr 24hr
10
0.106
721.50
1.63
Sub to Ditch#4
Post- 25yr 24hr
25
0.170
721.25
2.50
Sub to Ditch#4
Post- 50yr 24hr
50
0.233
721.25
3.21
Sub to Ditch#4
Post- 100yr 24hr
100
0.309
721.25
4.01
Sub to Ditch#5
Post- lyr 24hr
1
0.085
721.50
1.66
Sub to Ditch#5
Post- 2yr 24hr
2
0.123
721.50
2.43
Sub to Ditch#5
Post- 10yr 24hr
10
0.258
721.25
4.43
Sub to Ditch#5
Post- 25yr 24hr
25
0.364
721.25
5.65
Sub to Ditch#5
Post- 50yr 24hr
50
0.462
721.25
6.52
Sub to Ditch#5
Post- 100yr 24hr
100
0.576
721.25
7.48
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
Overall PDA Post- lyr 24hr
Overall POA I Post- 2yr 24hr
Hamilton -Hurst Parking Lot
UNW17060.ppc
2 I 11.4029 I 1,094.00 I 3.29 0.00
R. STUBBS, El
5/30/2018

2 MCADAMS
Subsection: Master Network Summary
Node Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Event
Volume
(min)
(ft3/s)
(years)
(ac-ft)
Overall POA
Post- 10yr 24hr
10
10.988
795.75
24.93
Overall POA
Post- 25yr 24hr
25
18.532
752.75
28.42
Overall POA
Post- 50yr 24hr
50
23.360
752.50
28.98
Overall POA
Post- 100yr 24hr
100
27.217
727.75
29.81
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (min) (ft3/s) Water Pond Storage
(years) (ac-ft) Surface (ac-ft)
Elevation
(ft)
Post-Forebay
Post- lyr 24hr
1
2.509
733.50
26.80
(N/A)
(N/A)
(IN)
Post-Forebay
Post- Syr 24hr
1
0.506
742.00
14.46
36.16
2.588
(OUT)
Post-Forebay
Post- lyr 24hr
1
-0.055
782.25
-0.72
(N/A)
(N/A)
(Reverse)
Past-Forebay
Post- 2yr 24hr
2
3.515
733.50
37.82
(N/A)
(N/A)
(IN)
Post-Forebay
Post- 2yr 24hr
2
1.088
738.75
19.79
36.55
3.151
(OUT)
Post-Forebay
Post- 2yr 24hr
2
-0.174
769.25
-2.31
(N/A)
(N/A)
(Reverse)
Post-Forebay
Post- 10yr
10
7.047
733.50
66.69
(N/A)
(N/A)
(IN)
24hr
Post-Forebay
Post- 10yr
10
4.405
725.25
19.12
36.95
3.806
(OUT)
24hr
Post-Forebay
Post- 10yr
10
-0.008
436.50
-0.05
(N/A)
(N/A)
(Reverse)
24hr
Post-Forebay
Post- 25yr
25
9.747
733.50
83.91
(N/A)
(N/A)
(IN)
24hr
Post-Forebay
Post- 25yr
25
7.060
745.75
18.53
37.04
5.599
(OUT)
24hr
Past-Forebay
Post- 25yr
25
-0.008
366.00
-0.05
(N/A)
(N/A)
(Reverse)
24hr
Post-Forebay
Post- 50yr
50
12.240
733.50
9Z28
(N/A)
(N/A)
(IN)
24hr
Post-Forebay
Post- 50yr
50
9.404
733.75
23.82
37.08
7.149
(OUT)
24hr
Post-Forebay
Post-50yr
50
-0.008
308.25
-0.05
(N/A)
(N/A)
(Reverse)
24hr
Post-Forebay
Post- 100yr
100
15.107
733.50
110.59
(N/A)
(N/A)
(IN)
24hr
Post-Forebay
Post- 100yr
100
12.185
724.25
20.24
37.11
8.859
(OUT)
24hr
Post-Forebay
Post- 100yr
100
-0.011
701.75
-0.52
(N/A)
(N/A)
(Reverse)
24hr
Post -Main
Post- lyr 24hr
1
2.092
739.75
29.71
(N/A)
(N/A)
Pool (IN)
?ost-Main
Post- lyr 24hr
1
0.000
0.00
0.00
36.16
5.473
Pool (OUT)
Hamilton -Hurst Parking Lot R. STUBBS, El
UNW17060. ppc 5/3012018

9 MCADAMS
Subsection:
Master Network Summary
Pond Summary
Label
Scenario
Return Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(min)
W/s)
Water
Pond Storage
(years)
(ac-ft)
Surface
(ac-ft)
Elevation
(ft)
Post -Main
Post- lyr 24hr
1
-1.160
752.75
-9.12
(N/A)
(N/A)
Pool
(Reverse)
Post -Main
Post- 2yr 24hr
2
3.086
737.00
41.41
(N/A)
(N/A)
Pool (IN)
Post -Main
Post- 2yr 24hr
2
0.797
1,104.50
1.90
36.54
5,958
Pool (OUT)
Post -Main
Post- 2yr 24hr
2
-1.439
768.75
-13.82
(N/A)
(N/A)
Pool
(Reverse)
Post -Main
Post- loyr
10
8.338
732.50
52.85
(N/A)
(N/A)
Pool (IN)
24hr
Post -Main
Post- 10yr
10
5.374
786.75
15.89
36.91
6.445
Pool (OUP
24hr
Post -Main
Post- 10yr
10
-0.800
734.25
-19.77
(N/A)
(N/A)
Pool
24hr
(Reverse)
Post -Main
Post- 25yr
25
12.298
733.75
55.19
(N/A)
(N/A)
Pool (IN)
24hr
Post -Main
Post- 25yr
25
9.358
754.25
48.29
37.00
6.656
Pool (OUT)
24hr
Post -Main
Post- 25yr
25
-0.857
722.25
-21.59
(N/A)
(N/A)
Pool
24hr
(Reverse)
Post -Main
Post- 50yr
50
15,827
733.75
71.61
(N/A)
(N/A)
Pool(IN)
24hr
Post -Main
Post- 50yr
50
12.998
755.00
30.97
37.02
7.531
Pool (OUT)
24hr
Post -Main
Post- 50yr
50
-1.087
721.00
-19.32
(N/A)
(N/A)
Pool
24hr
(Reverse)
Post -Main
Post- 100yr
100
19.955
724.25
59.50
(N/A)
(N/A)
Pool (IN)
24hr
Post -Main
Post- 100yr
100
17.188
732.00
25.42
37.05
8.593
Pool (OUT)
24hr
Post -Main
Post- 100yr
100
-1.215
706.50
-13.57
(N/A)
(N/A)
Pool
24hr
(Reverse)
Ditchl (IN)
Post- lyr 24hr
1
0.566
731.25
6.49
(N/A)
(N/A;
Ditchl (OUT)
Post- lyr 24hr
1
0.509
735.50
5.73
36.18
0.057
Ditchl (IN)
Post- 2yr 24hr
2
0.837
731.25
9.90
(N/A)
(N/A;
Ditchl (OLFT]
Post- 2yr 24hr
2
0.753
733.75
8.77
36.57
0.08E
Ditchl (IN)
Post- 10yr
10
1.837
729.00
19.50
(N/A)
(N/A;
24hr
Ditchl (OUP
Post- 10yr
10
1.836
729.25
10.72
37.10
0.97S
24hr
Ditchl
Post- 10yr
10
-0.087
777.25
-1.31
(N/A)
(N/A;
(Reverse)
24hr
Ditchl (IN)
Post- 25yr
25
2.631
729.00
25.62
(N/A)
(N/A;
24hr
Hamilton -Hurst Parking Lot R. STUBBS, El
UNW17060.ppc 5/30/2018

9 MCA DAMS
Subsection: Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(min)
(ft3/s)
Water
Pond Storage
(years)
(ac-ft)
Surface
(ac-ft)
Elevation
(rt)
Ditchl (OUT)
Post- 25yr
25
2.989
723.50
9.14
37.23
1.981
24hr
Ditchl
Post- 25yr
25
-0.450
782.25
-4.32
(N/A)
(N/A)
(Reverse)
24hr
Ditchl (IN)
Post- 50yr
50
3,376
729.00
30.42
(N/A)
(N/A)
24hr
Ditchl (OUT)
Post- 50yr
50
2.991
716.50
6.54
37.25
2.173
24hr
Ditchl
Post-50yr
50
-0.326
755.00
-5.13
(N/A)
(N/A)
(Reverse)
24hr
Ditchl (IN)
Post- 100yr
100
4.242
729.00
35.28
(N/A)
(N/A)
24hr
Ditchl (OUT)
Post- 100yr
100
2.192
703.75
5.90
37.25
2.173
24hr
Ditchl
Post- 100yr
100
-0.171
743.25
-4.85
(N/A)
(N/A)
(Reverse)
24hr
Ditchl (IN)
Post- lyr 24hr
1
1.679
739.50
11.97
(N/A)
(N/A)
Ditchl (OUn
Post- lyr 24hr
1
1.448
751.75
9.97
36.18
0.231
Ditchl (IN)
Post- 2yr 24hr
2
2.686
735.00
20.18
(N/A)
(N/A)
Ditchl (OUM
Post- 2yr 24hr
2
2.389
748.50
16.94
36.56
0.300
Ditch2 (IN)
Post- 10yr
10
6.792
742.25
37.84
(N/A)
(N/A)
24hr
Ditch2 (OUT)
Post- 10yr
10
6.486
733.50
23.00
37.11
1.342
24hr
Ditch2 (IN)
Post- 25yr
25
10.221
738.00
54.13
(N/A)
(N/A)
24hr
Ditch2 (OUT)
Post- 25yr
25
9.904
726.00
20.41
37.25
2.486
24hr
Ditch2 (IN)
Post- 50yr
50
12.904
738.00
67.33
(N/A)
(N/A)
24hr
Ditch2 (OUT)
Post- 50yr
50
11.151
718.75
17.89
37.25
2.521
24hr
Ditch2 (IN)
Post- 100yr
100
15.302
738.00
80.94
(N/A)
(N/A)
24hr
Ditch2 (OUM
Post- 100yr
100
10.731
706.00
16.41
37.25
2.521
24hr
Ditch3 (IN)
Post- lyr 24hr
1
1.476
751.25
10.11
(N/A)
(N/A)
Ditch3 (OUT)
Post- lyr 24hr
1
1.455
751.75
10.12
36.18
0.022
Ditch3 (IN)
Post- 2yr 24hr
2
2,431
748.50
17.14
(N/A)
(N/A)
Ditch3 (OUT)
Post- 2yr 24hr
2
2.402
748.00
17.01
36.55
0.029
Ditch3 (IN)
Post- 10yr
10
6.573
733.50
23.41
(N/A)
(N/A)
24hr
Ditch3 (OLM
Post- 10yr
10
6.543
733.75
22.56
37.00
0.041
24hr
Ditch3 (IN)
Post- 25yr
25
10.027
726.00
21.66
(N/A)
(N/A)
24hr
Ditch3 (OUT)
Post- 25yr
25
9.996
726.25
20.62
37.09
0.418
24hr
Ditch3 (IN)
Post- 50yr
50
11.308
718.75
19.71
(N/A)
(N/A)
24hr
Hamilton -Hurst Parking Lot R. STUBBS, El
UNW17060.ppc 5/30/2018

111
1=jMcADAMS
Subsection: Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(min)
(ft3/s)
Water
Pond Storage
(years)
(ac-ft)
Surface
(ac-ft)
Elevation
(ft)
Ditch3 (OUT)
Post- 50yr
50
11.271
719.25
18.43
37.12
0.534
24hr
Ditch3 (IN)
Post- 100yr
100
10.926
706.00
17.04
(N/A)
(N/A)
24hr
Ditch3 (OUT)
Past- 100yr
100
10.886
706.25
16.17
37.14
0.614
24hr
Ditch4 (IN)
Post- lyr 24hr
1
0.305
730.25
2.72
(N/A)
(N/A)
Ditch4
Post- lyr 24hr
1
-0.002
948.00
-0.21
(N/A)
(N/A)
(Reverse)
Ditch4 (OUT)
Post- lyr 24hr
1
0.176
738.50
2.14
36.17
0.132
Ditch4
Past- lyr 24hr
1
0.000
725.50
-0.03
(N/A)
(N/A)
(Reverse)
Ditch4 (IN)
Post- 2yr 24hr
2
1.795
747.00
4.92
(N/A)
(N/A)
Ditch4
Post- 2yr 24hr
2
0.000
768.75
-0.32
(N/A)
(N/A)
(Reverse)
Ditch4 (OUT)
Post- 2yr 24hr
2
1.629
748.75
3.28
36.54
0.167
Ditch4
Post- 2yr 24hr
2
0.000
768.75
-0.23
(N/A)
(N/A)
(Reverse)
Ditch4 (IN)
Post- 10yr
10
11.224
786.75
25.34
(N/A)
(N/A)
24hr
Ditch4 (OUT)
Post- 10yr
10
11.058
793.75
24.76
36.88
0.205
24hr
Ditch4
Post- 10yr
10
-0.003
721.50
-0.68
(N/A)
(N/A)
(Reverse)
24hr
Ditch4 (IN)
Past- 25yr
25
18.669
754.25
55.80
(N/A)
(N/A)
24hr
Ditch4
Post- 25yr
25
-0.002
722.25
-0.57
(N/A)
(N/A)
(Reverse)
24hr
Ditch4 (OUT)
Post- 25yr
25
18.504
804.25
29.19
37.00
0.219
24hr
Ditch4
Post- 25yr
25
-0.010
722.50
-2.16
(N/A)
(N/A)
(Reverse)
24hr
Ditch4 (IN)
Post- 50yr
50
23.416
755.00
38.96
(N/A)
(N/A)
24hr
Ditch4
Post- 50yr
50
-0.001
617.00
-0.08
(N/A)
(N/A)
(Reverse)
24hr
Ditch4 (OUT)
Post- 50yr
50
23.236
912.75
28.76
37.00
0.217
24hr
Ditch4
Post- 50yr
50
-0.004
723.00
-0.91
(N/A)
(N/A)
(Reverse)
24hr
Ditch4 (IN)
Post- 100yr
100
27.170
1,120.00
34.13
(N/A)
(N/A)
24hr
Ditch4
Post- 100yr
100
-0.001
554.00
-0.07
(N/A)
(N/A)
(Reverse)
24hr
Ditch4 (OUT)
Post- 100yr
100
26.983
910.75
29.02
37.02
0.311
24hr
Ditch4
Post- 100yr
100
-0.003
557.75
-0.10
(N/A)
(N/A)
(Reverse)
24hr
Ditch #5
Post- lyr 24hr
1
0.261
738.50
2.54
(N/A)
(N/A)
Hamilton -Hurst Parking Lot R. STUBBS, El
UNW17060.ppc 5/30/2018

W1 MCADAM.S
Subsection: Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(min)
(ft3/s)
Water
Pond Storage
(years)
(ac-ft)
Surface
(ac-ft)
Elevation
(ft)
Ditch #5
Post- lyr 24hr
1
0.000
0.50
0.00
(N/A)
(N/A)
(Reverse)
Ditch #5
Post- lyr 24hr
1
0.000
0.00
0.00
36.16
0.261
(OUT)
Ditch #5
Post- 2yr 24hr
2
1.751
748.75
3.87
(N/A)
(N/A)
(IN)
Ditch #5
Post- 2yr 24hr
2
0.000
768.75
-0.03
(N/A)
(N/A)
(Reverse)
Ditch #5
Post- 2yr 24hr
2
1.429
1,094.00
3.29
36.52
0.323
(OUT)
Ditch #5
Post- 10yr
10
11.312
793.75
24.95
(N/A)
(N/A)
(IN)
24hr
Ditch #5
Post- 10yr
10
0.000
0.50
0.00
(N/A)
(N/A)
(Reverse)
24hr
Ditch #5
Post- 10yr
10
10.988
795.75
24.93
36.67
0.349
(OUT7
24hr
Ditch #5
Post- 25yr
25
18.858
753.50
30.03
(N/A)
(N/A)
(IN)
24hr
Ditch #5
Post- 25yr
25
0.000
0.50
0.00
(N/A)
(N/A)
(Reverse)
24hr
Ditch #5
Post- 25yr
25
18.532
752.75
28.42
36.71
0.357
(OUT)
24hr
Ditch #5
Post- 50yr
50
23.694
752.50
29.87
(N/A)
(N/A)
(IN)
24hr
Ditch #5
Post- 50yr
50
0.000
0.50
0.00
(N/A)
(N/A)
(Reverse)
24hr
Ditch #5
Post- 50yr
50
23.360
752.50
28.98
36.72
0.359
(OUT)
24hr
Ditch #5
Post- 100yr
100
27.556
726.50
30.86
(N/A)
(N/A)
(IN)
24hr
Ditch #5
Post- 100yr
100
0.000
0.50
0.00
(N/A)
(N/A)
(Reverse)
24hr
Ditch #5
Post- 100yr
100
27.217
727.75
29.81
36.74
0.361
(OUT)
24hr
Hamilton -Hurst Parking Lot R. STUBBS, El
UN W17060.ppc 5/30/2018

STORMWATER CONTROL MEASURE
DESIGN CALCULATIONS
UNCW - HURST HAMILTON PARKING LOTS
UNW-17060

UNCw HURST HAMILTON PARKING 10T STORMWATER CONTROL MEASURE
UNW-17060 SSFxn Above NP
R. STUBBS, El
5/30/2018
STAGE -STORAGE FUNCTION'- COMBINED -, ABOVE NORMAL POOL-1
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
i
Contour
Stage
Area
Area
Volume
Volume
w/5-S FXn
(feet)
(feet)
(SF)
(SF)
(CF).
(CF)
(feet)
33.30
0.00
60763
34.30
1.00
73139
66951
66951
66951
1.03
35.00
1.70
76696
74918
52442
119393
1.64
36.00
2.70
111075
93886
93886
213279
2.63
36.50
3.20
127233
119154
59577
272856
3.21
37.00
3.70
129342
128288
64144
337000
3.81
Storage vs. Stage
400000
350000
300000 Y = 64810X1 23 to
R2 = 0.9969
U 250000
rn 200000
N
° 150000 ..
N
100000 --
50000 - -
0
0.00 1.00 2.00 3.00 4.00
Stage (feet)
Ks =
64810
b =
1.2316
'STAGE -STORAGE FUNCTION - MAIN POOL & PROP,OSED FOREBAYS „ABOVE NORMAL POOL
Average
Incremental
Accumulated
Estimated
Contour Contour
.Contour
Contour
Stage
Contour Stage Area Area
Volume
Volume
w/S-S FXn
(feet) (feetl. (SFI fSFI
fCFI
(CF)
(feet)
0.74
35.00 1.70 51158 49876 34913 79841 1.18
36.00
2.70
54854
53006
53006
132847
1.79
36.50
3.20
56813
55834
27917
160764
2.09
37.00
3.70
58922
57868
28934
189697
2.39
STAGE -STORAGE
FUNCTION -EXISTING FOREBAY (Current Condition) r ABOVE
NORMAL POOL
'
Contour
Stage
-
Contour
Area
Average
Contour
Area
Incremental
Contour
Volume
Accumulated
Contour
Volume
Estimated
Stage
w/S-S Fxn
RL)<cIripIf,
25042 17529
36.50 3.20
37.00 3.70
80432 1.19

UNCW HURST HAMILTON PARKING LOT STORMWATER CONTROL MEASURE
UNW-17060 SSFxn Main Pool
R. STUBBS, El
5/30/2018
STAGE -STORAGE FUNCTION MAIN'POOL
Average Incremental Accumulated Estimated I
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S FKn
Sediment Storage
28.00
1.50
23,633
22614
33921
33921
1.52
29.00
2.50
25,014
24324
24324
58245
2.48
30.00
3.50
26,414
25714
25714
83959
3.46
31.00
4.50
27.838
27126
27126
111085
4.46
200000
180000
160000
140000
U 120000
rn 100000
0 80000
N
60000
40000
20000
0
area and volume used for avg. depth calculation
Storage vs. Stage
y = 21394x1.1019
W = 0.9997
j 0.00 2.00 4.00 6,00 8.00
Stage (feet)
Ks= 2.1394
b = 1.1019

UNCW HURST HAMILTON PARKING LOT STORMWATER CONTROL MEASURE
UN W-17060 SSFxn Existing Foreboy - Current Condition
R. STUBBS, El
5/30/2018
STAGE-STORAGE'FUNCTION-FOREBAY
Average
Incremental
Accumulated
Estimated i
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
w/S-S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
29.00
-1.25
9,132
Sediment
Storage
30.25
0.00
11,872
30.50
1.50
12,442
12157
3039
3039
1.38
32.00 3.00 16,021 14812 14812 24363 3.17
33.00 4.00 18,557 17289 17289 41652 3.92
33.30 4.30 19,500 19029 5709 47360 4.13
60000
50000
Storage vs. Stage
y = 1343.5x2,5132
R2 = 0.9771 •
u 40000
U
a 30000 -
n
o
H 2O000
10000
0-
1.00 2oO 3.00 4.00 5.00
0.00
Stage (feet)
Ks = 1343.5
b = 2.5132

UNCW HURST HAMIJON PARKING LOT
STORMWATER CONTROL MEASURE
UNW-17060
SSFxn
Proposed Foreboy #1
STAGE -STORAGEFUNCTION-FOREBAV
Average
Incremental Accumulated
Estimated
Contour
Contour
Contour Contour
Stage
Contour
Stage
Area
Area
Volume Volume
w/S-S Fxn 1
(feet)
(feet)
(SF)
(SF)
(CF) (CF)
(feet)
27.50
-0.50
1,758
Sediment Storage
28.00
0.00
2,210
29.00
1.50
3,160
2685
2685 2685
1.50
30.00
2.50
4,181
3671
3671 6356
2.51
31.00
3.50
5,264
4723
4723 11078
3.49
32.UU 4.5U b,401 5833 5833 16911 4.48
33.00 5.50 7,701 7051 7051 23962 5.51
33.30 5.80 8,081 7891 2367 26329 5.83
30000
25000
Storage vs. Stage
y = 1353.5x'6aa2
R2 = 0.9999
20000 -
u:
U
rn 15000 -
N
O
10000
5000
0
2.00 4.00 8.00 8.00
0.00
Stage (feet)
Ks= 1353.5
h = 1.6842
R. STUBBS, El
5/30/2018

UNCW HURST HAMILTON PARKING LOT
STORMWATER CONTROL MEASURE
R. STUBBS, El
UNW-17060
SSFxn Proposed Foreboy #2
5/30/2018
STAGE-STOR- GE'FUNCTION-FOREBAY
Average Incremental Accumulated
Estimated
Contour
Contour Contour Contour
Stage
Contour Stage
Area
Area Volume Volume
w/S-S Fxn
(feet) (feet)
(SF)
(SF) (CF) (CF)
(feet)
29.00 -0.50
192
Sediment Storage
29.50 0.00
271
30.00 1.00
383
327 164 164
0.99
33.00 4.00 1,100 976 976 2387 3.97
33.30 4.30 1,180 1140 342 2729 4.26
3000
2500
Storage vs. Stage
y = 168.22x'9239
R2 = 0,9992
u 2000
-
U
m 1500
n
`o
1000
500 -
0
1.00 2.00 3.00 4.00 5.00
0.00
Stage (feet)
Ks = 168.2
b = 1.9239

UNCW BURST HAMILTON PARKING LOT STORMWATER CONTROL MEASURE R. STUBBS, El
UNW-17060 Volume Calculation 5/30/2018
TOTAL VOLUME OF FACILITY
Volume of Main Pool below Normal Pool=
178,984
of
Volume of Exiting Forebay below Normal Pool =
47,360
c'
Volume of Proposed Forebay #1 below Normal Pool =
26,329
cf
Volume of Proposed Forebay a2 below Normal Pool=
2,729
Total Volume of Forebays below Normal Pool=
76,418
Cf
Total Volume Below Normal Pool =
255,402
cf
Total Volume Above Normal Pool=
337,000
Cf
Total Volume of Facility =
592,401
cf
'FOREBAY PERCENTAGE OF PERMANENT POOL VOLUME
Per NCDEQ Minimum Design Criteria, the farebay volume should equal
approximately 15-20%of the main pool volume.
Total Main Pool Volume =
179,994
cf
Total Provided Forebay Volume =
76,418
of
Provided Existing Forebay Volume%=
26.5%
Provided Proposed Forebays Volume S6=
16.2%
Total Provided Forebay Volume%=
42.7%
ADDITIONAL FOREBAY VOLUME CALCULATIONS
20% of Main Pool Volume=
35,797
Cf (Forebay volume required per the NCDEQ Minimum DesignCriteria)
Total Drainage Area to the SCM =
1,218,903
sf
Existing Forebay DA=
837,646
sf
Existing Forebay DA/Total DA =
0.69
Forebay Volume Required for Proportion of DA=
®
24,600
cf
Existing Forebay Provided Volume
47,360
Cf
Proposed Forebay N1 DA =
272,877
sf
Proposed Forebay #1 DA/Total DA =
0.22
Forebay Volume Required for Proportion of DA=
8,014
c'
Proposed Forebay #1 Provided Volume =
25,329
cf
Proposed Forebay M2 DA=
51,947
sf
Proposed Forebay 92 DA/Total DA=
0.04
Forebay Volume Required for Proportion of DA=
1,526
cf
Proposed Forebay#2 Provided Volume=
2,729
cf
"AVERAGE DEPTX OF MAIN POOL
Volume of Main Pool at Permanent Pool =
178,984
cf
Surface Area of Main Pool at Permanent Pool =
31,275
sf
Average Depth =
5.72
R

UNcw HURST HAMILTON PARKING LOT STORMWATER CONTROL MEASURE
UN W-17060 Surface Area Calculation
R. STUBBS, El
5/30/2018
WET DETENTION BASIN SUMMARY
Enter the drainage area characteristics =_>
Total drainage area to pond = 27.98 acres
Total impervious area to pond = 14.65 acres
Note The basin must be sized to treat all impervious surface runoff draining into the pond, not/ust the impervious
surface from on -site development.
Drainage area = 27.98 acres @ 52.4% impervious
Estimate the surface area required at pond normal pool elevation ==>
Wet Detention Basins are based on an minimum average depth of = 5.72 feet (Calculated)
5.0
5.72
6.0
Lower Boundary=>
50.0
2.35
1.83
Site % impervious =>
52.4
2.45
2.08
1.93
Upper Boundary=>
60.0
2.78
2.26
Therefore, SA/DA required =
2.09
Surface area required for main pool at normal pool = 25,295 fR'
= 0.58 acres
Surface area provided for main pool at normal pool = 31,275 ft2
Temporary Pool Elevation = 34.30 it
Temporary Pool Surface Area = 73,139 it
NCDEQStormwater BMP Manual Table 2: Coastal SA/DA Table (Adapted from Driscoll, 1986)
3
4
5
6
7
8
10
0.78
0.61
0.44 -
0
0
0
20
1.48
1.04
0.87
0.7
0.52
0.35
30
2.18
1.65
1.39
1.13
0.87
0.7
40
2.96
2.26
1.83
1.39
0.96
0,78
50
3.65
2.87
2.35
1.83
1.31
- 1.96
60
4.35
3.31
2.78
2.26
1.74
1.13
70
5.22
3.92
3.22
2.52
1.83
1.31
80
5.92
4.52
3.65
2.78
1.91
1.57
90
6.53
5.05
4.18
. 2.96
2.44
1.74
100
7.13
5.92
4.87
3.83
2.78
1.83

UNCW HURST HAM I LTON PARKING LOT STORMWATER CONTROL MEASURE
UN W-17060 WQV Calculation
R. STUBBS, El
5/30/2018
DETERMINATION OF WATER QUALITY VOLUME
Proposed Development
WQ v = (P)(R v)(A)/12
where,
WQv= water quality volume (in acre-ft)
Rv= 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total Drain Area, A =
812458
sf
Total Drain Area, A =
18.65
acres
Impervious area =
202683
sf
Impervious area =
4.65
acres
Percent impervious cover, I =
24.9
%
Rainfall, P=
1.50
inches
Calculated values:
Rv=
0.27
WQv=
0.64
acre-ft
=
27880
cf.
Previously Permitted 1988-2008
__
WQv = (P)(R v)(A)/12
where,
WQv= water quality volume (in acre-ft)
Rv= 0.05+0.009(1) where 1 is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total Drain Area, A =
352597
sf
Total Drain Area, A =
8.09
acres
Impervious area =
352597
sf
Impervious area =
8.09
acres
Percent impervious cover, I =
100.0
%
Rainfall, P=
1.00
inches
Calculated values:
Rv= 0.95
WQv= 0.64 acre-ft
27914 cf.
(SW8 060S30/

UNcw HURST HAMILTON PARKING LOT STORMWATER CONTROL MEASURE
UNW-17060 WQV Calculation
R. STUBBS, El
5/30/2018
Previously Permitted 2008-2017
WQ v = (p)(R v)(A)/12
where,
W Qv = water quality volume
(in acre-ft)
Rv= 0.05+0.009(I) where
I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total Drain Area, A = 5952
sf
Total Drain Area, A = 0.14
acres
Impervious area = 5952
sf
Impervious area= 0.14
acres
Percent impervious cover, I = 100.0
%
Rainfall, P= 1.50
inches
Calculated values:
Rv= 0.95
WQV= 0.02
acre-ft
= 707
cf.
Existing Impervious Not Previously Permitted Pre 1988
WQ v = (P)(R v)(A)/12
where,
WQV= water quality volume
(in acre-ft)
Rv= 0.05+0.009(I) where
I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total Drain Area, A = 14760
sf
Total Drain Area, A = 0.34
acres
Impervious area= 14760
sf
Impervious area= 0.34
acres
Percent impervious cover, I = 100.0
%
Rainfall, P= 1.50
inches
Calculated values:
Rv= 0.95
WQv= 0.04
acre-ft
= 1753
cf,
(SW8 0605301
(SW8 0505301

UNCW HURST HAMILTON PARKwe LOT STORMWATER CONTROL MEASURE
U N W-17060 WQV Calculation
R. STUBBS, El
5/30/2018
Other Permits 1988-2008 (1"Treated)
WQ v = (P)(R v)(A)112
where,
WQV = water quality volume
(in acre-ft)
RV= 0.05+0.009(1)
where
I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total Drain Area, A=
13154
sf
Total Drain Area, A =
0.30
acres
Impervious area =
13154
sf
Impervious area =
0.30
acres
Percent impervious cover, I =
100.0
%
Rainfall, P =
1.00
inches
Calculated values:
Rv=
0.95
WQV=
0.02
acre-ft
=
1041
cf.
Other Permits 1008-2017 (1.5" Treated)
WQ v = (P)(R v)(A)112
where,
WQV = water quality
volume
(in acre-ft)
Rv= 0.05+0.009(I)
where
I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total Drain Area, A =
10428
sf
Total Drain Area, A =
0.24
acres
Impervious area =
10428
sf
Impervious area=
0.24
acres
Percent impervious cover, I =
100.0
%
Rainfall, P =
1.50
inches
Calculated values:
Rv=
0.95
WQV=
0.03
acre-ft
=
1238
cf.
(S W8 0310391
[SW8100405]

UNCW HURST HAMILTON PARKING LOT STORMWATER CONTROL MEASURE
UNW-17060 WQV Calculation
R. STUBBS, El
5/30/2018
Offsite (1.5" Treated) - includes ROW and Off-UNCW Property areas
WO v = (P)(R v)(A)/12
where,
WQv= water quality
volume
(in acre-ft)
Rv= 0.05+0.009(1)
where
I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total Drain Area, A=
9554
sf
Total Drain Area, A =
0.22
acres
Impervious area =
9554
sf
Impervious area =
0.22
acres
Percent impervious cover, I =
100.0
%
Rainfall, P=
1.50
inches
Calculated values:
Rv=
0.95
WQv=
0.03
acre-ft
=
1135
cf.
Future Impervious Allowance
WQ v = (P)(R v)(A)112
where,
WQv = water quality
volume
(in acre-ft)
Rv= 0.05+0.009(I)
where
I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total Drain Area, A =
29000
sf
Total Drain Area, A =
0.67
acres
Impervious area =
29000
sf
Impervious area =
0.67
acres
Percent impervious cover, I =
100.0
%
Rainfall, P =
1.50
inches
Calculated values:
Rv=
0.95
WQv=
0.08
acre-ft
=
3444
Cf.
ASSOCIATED DEPTH IN POND
WQv=
65111
cf.
Stage / Storage Data
Ks = 64810
b = 1.232
Zo = 33.30
Total WQv= 65111 cf.
Calculated values:
Depth of WQv in Basin = 1.00 ft
12.05 inches
Elevation = 34.30 It

UNCW HURST HAMILTON PARKING LOT STORMWATER CONTROL MEASURE
UNW-17060 WQV Drawdown Calculation
R. STUBBS, El
5/30/2018
'DRAWDOWN.WQ ORIFICE DESIGN
0 orifice =
4 inch
4 orifices =
1
Cd siphon=
0.60
Normal Pool Elevation =
33.30 feet
Volume @ Normal Pool =
0 cf
Orifice Invert =
33.30 feet
WSEL at Water Quality Volume = 34.30 feet
Water Quality Volume (Required Volume) = 65111 cf
WSEL at Temp Pool (Provided) = 34.30 feet
Orifice Equation:
'from NC DEQ Stormwoter Design Manual Calculations Document'
Q= CoA(2'r9"IHo/31)0.5
Average driving head on orifice (Ho/3) =
0.278 feet
Orifice composite loss coefficient (Co) =
0,600
Cross -sectional area of siphon (A) =
0.087 sf
Q=
0.2215 cfs
Drawdown Time = Required Volume / Flowrate / 86400 (sec/day)
Drawdown Time 3.40 days

Ke
From: Johnson, Kelly
Sent: Monday, July 2, 2018 9:17 AM
To: 'Stubbs, Rebecca'
Cc: '[e-mail]'; '[e-mail]'; '[e-mail]'
Subject: FW: [External] RE: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
Attachments: 2018 07 permit 060530_draft.docx; 2018 07 Excel_BUA 060530.xlsx; 2018 07 excel_WP
060530_To Engineer.xlsx
Rebecca,
I started working through this one on Friday because I had to ask Christine how all of the data in the table
worked. (There was pre-1988 existing that had been taken out of the low density drainage area and a few other things
that weren't immediately obvious when I was trying to figure out the big picture of what you all were proposing.) But, I
rendered it down and I have drafted it up. There is one value that I can't find in the package. I have re -formatted the
table that was called "Attachment A" in the previous version of the permit. (FYI, It is now called "Attachment B"
because there was another table that was referenced in the permit text as "Attachment A".) This table is in the attached
file with "Excel BUA" in its title. I understand that the intention of this modification is to increase the impervious area
to the pond from 608,289sf to 638,128sf, and so it is just a matter of showing that the required volume is less than the
provided volume. The provided volume is 66,951cf (per the supplement). I see from Christine's previous calculations
that the required volume was 61,082cf for the 2/23/18 permit. I re -ran her calculation with your new impervious values
and found the new required volume to be 64,439cf, which works because that is below 66,951cf. (See the file with
"Excel_WP" in its title.) I put this value in the "Excel_BUA" file in Cell C34. Attachment B now documents what was
permitted on 2/23/18, the increase in impervious for this modification, and the required & provided volumes for the
pond for both permit versions. I have also drafted the permit to include all of this information (also attached).
I need to have the required volume on file in stamped calculations showing that the provided volume is less than the
required volume. Can you please send that to me? I had not intended to send this as a formal "Additional Information
Request" letter. If that is necessary, please let me know. I also need to set a response date for the file. Please respond
by 7/18/18.
Thanks,
Kelly
From: Johnson, Kelly
Sent: Friday, June 29, 2018 9:10 AM
To: 'Stubbs, Rebecca' <[e-mail]>
Subject: RE: [External] RE: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
Thanks!
From: Stubbs, Rebecca [mailto:[e-mail]]
Sent: Friday, June 29, 2018 8:27 AM
To: Johnson, Kelly <[e-mail]>
Cc: Perry, Daniel <[e-mail]>; Riggins, Daryl <[e-mail]>
Subject: [External] RE: SW8 060S30, UNCW - Hurst Hamilton Parking Lots - State Stormwater

Good Morning Kelly,
I am working with Daryl Riggins on the stormwater component of the UNCW Hurst Hamilton Project. He forwarded me
your questions regarding the Stormwater Management Plan. I have provided responses below to those questions in
blue.
1.) Will you please email me Attachment A? — please see attached PDF
2.) It does not look like you are redesigning the pond.
a. Is this modification essentially to establish that you can fit more impervious area in the pond without
changing its' design? There was a lot of documentation submitted, and so I want to make sure that it isn't something
more complicated than that. — Correct. The layout of the bus stop and bike parking area was adjusted, increasing
impervious surface area, therefore the pond calculations were included to demonstrate that no design changes were
warranted for the pond.
b. If it is just a math exercise and an increase in impervious in the permit text, then which sheets do I need
from the package to effectively show the revised layout that you are changing? I can pull those out and approve them
to go with the previously -approved set. Or, is it your intention to fully replace the previously -approved set? — To ensure
that all updates are captured on the corresponding sheets in the plan set, our intent is to fully replace the previously -
approved set.
If there is any additional information or clarification I can provide you on this project, please don't hesitate to reach out
to me.
Thankyou!
Rebecca Stubbs, El I Designer II, Water Resources
McAdams
2905 Meridian Parkway, Durham, NC 27713
office 919. 361. 5000 x224 I direct 919. 287. 0740 1 [e-mail]
www.mcadamsco.com I linkedin ) twitter I insta¢ram I join our team
MCADAMS
creating experiences through experience
From: Perry, Daniel
Sent: Thursday, June 28, 2018 8:41 AM
To: Stubbs, Rebecca <rstubbs(almcadamsco.com>
Subject: FW: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
Daniel Perry, PE I Project Manager, Water Resources
McAdams
2905 Meridian Parkway, Durham, INC 27713
office 919. 361. 5000 x134 I direct 919. 287. 0795 1 mobile [phone] [e-mail]
www.mcadamsco.com I linkedin ) twitter I instagram ) join our team

°= MCADAM.S
creating experiences through experience
From: Riggins, Daryl
Sent: Thursday, June 28, 2018 6:58 AM
To: Perry, Daniel <dgerry(@mcadamsco.com>
Subject: Fwd: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
Daniel, would you please help Kelly with her questions? Thanks!
Daryl Riggins, PE
Project Manager, Institutional
McAdams
Mobile [phone]
From: Johnson, Kelly
Sent: Wednesday, June 27, 4:40 PM
Subject: FW: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
To: Riggins, Daryl
Mr. Riggins,
I have two quick questions about this before I get this logged in:
1.) Will you please email me Attachment A?
2.) It does not look like you are redesigning the pond.
a. Is this modification essentially to establish that you can fit more impervious area in the pond without
changing its' design? There was a lot of documentation submitted, and so I want to make sure that it isn't
something more complicated than that.
b. If it is just a math exercise and an increase in impervious in the permit text, then which sheets do I need
from the package to effectively show the revised layout that you are changing? I can pull those out and
approve them to go with the previously -approved set. Or, is it your intention to fully replace the previously -
approved set?
Thanks,
Kelly
From: Johnson, Kelly
Sent: Wednesday, June 27, 2018 4:35 PM
To: '[e-mail]' <morganm apuncw.edu>
Cc: '[e-mail]' <riggins(ct�mcadamsco.com>
Subject: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
The Wilmington Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section) accepted
the Stormwater Permit Application and $505 fee (check number 104844) on 6/26/18. The project has been
assigned to me 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.
Thanks,
Kelly
Kelly Johnson
Kelly Johnson

Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
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.

Johnsc
From:
Sent:
To:
Subject:
Thanks!
Johnson, Kelly
Friday, June 29, 2018 9:10 AM
'Stubbs, Rebecca'
RE: [External] RE: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
From: Stubbs, Rebecca [mailto:[e-mail]] —
Sent: Friday, June 29, 2018 8:27 AM
To: Johnson, Kelly <[e-mail]>
Cc: Perry, Daniel <[e-mail]>; Riggins, Daryl <[e-mail]>
Subject: [External] RE: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
Good Morning Kelly,
I am working with Daryl Riggins on the stormwater component of the UNCW Hurst Hamilton Project. He forwarded me
your questions regarding the Stormwater Management Plan. I have provided responses below to those questions in
blue.
1.) Will you please email me Attachment A? — please see attached PDF
2.) It does not look like you are redesigning the pond.
a. Is this modification essentially to establish that you can fit more impervious area in the pond without
changing its' design? There was a lot of documentation submitted, and so I want to make sure that it isn't something
more complicated than that. — Correct. The layout of the bus stop and bike parking area was adjusted, increasing
impervious surface area, therefore the pond calculations were included to demonstrate that no design changes were
warranted for the pond.
b. If it is just a math exercise and an increase in impervious in the permit text, then which sheets do I need
from the package to effectively show the revised layout that you are changing? I can pull those out and approve them
to go with the previously -approved set. Or, is it your intention to fully replace the previously -approved set? — To ensure
that all updates are captured on the corresponding sheets in the plan set, our intent is to fully replace the previously -
approved set.
If there is any additional information or clarification I can provide you on this project, please don't hesitate to reach out
to me.
Thank you!
Rebecca Stubbs, El [ Designer It, Water Resources
McAdams
2905 Meridian Parkway, Durham, NC 27713
office 919. 361. 5000 x224 [ direct 919. 287. 0740 [ [e-mail]
www.mcadamsco.com [ linkedin [ twitter [ instaeram I loin our team

MWADAMS
creating experiences through experience
From: Perry, Daniel
Sent: Thursday, June 28, 2018 8:41 AM
To: Stubbs, Rebecca <[e-mail]>
Subject: FW: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
Daniel Perry, PE I Project Manager, Water Resources
McAdams
2905 Meridian Parkway, Durham, NC 27713
office 919. 361. 5000 x134 I direct 919. 287. 0795 1 mobile [phone] [e-mail]
www.mcadamsco.com I linkedin I twitter I instagram I loin our team
TI MCADAMS
creating experiences through experience
From: Riggins, Daryl
Sent: Thursday, June 28, 2018 6:58 AM
To: Perry, Daniel <[e-mail]>
Subject: Fwd: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
Daniel, would you please help Kelly with her questions? Thanks!
Daryl Riggins, PE
Project Manager, Institutional
McAdams
Mobile [phone]
From: Johnson, Kelly
Sent: Wednesday, June 27, 4:40 PM
Subject: FW: SW8 060530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
To: Riggins, Daryl
Mr. Riggins, .
I have two quick questions about this before I get this logged in:
1.) Will you please email me Attachment A?
2.) It does not look like you are redesigning the pond.
a. Is this modification essentially to establish that you can fit more impervious area in the pond without
changing its' design? There was a lot of documentation submitted, and so I want to make sure that it isn't
something more complicated than that.
b. If it is just a math exercise and an increase in impervious in the permit text, then which sheets do I need
from the package to effectively show the revised layout that you are changing? I can pull those out and
approve them to go with the previously -approved set. Or, is it your intention to fully replace the previously -
approved set?
Thanks,
Kelly

from:.Johnson, Kelly
Sent: Wednesday, June 27, 2018 4:35 PM
To: '[e-mail]' <morganm(o)uncw.edu>
Cc: '[e-mail]' <riggins(aDmcadamsco.com>
Subject: SW8 660530, UNCW - Hurst Hamilton Parking Lots - State Stormwater
The Wilmington Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section) accepted
the Stormwater Permit Application and $505 fee (check number 104844) on 6/26/18. The project has been
assigned to me 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.
Thanks,
Kelly
Kelly Johnson
Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
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.

Project Name:
Project
I �Application Com//
Coastal n2008 Coastal 1
Review Checklist /
Date Delivered to WIRO: ' C' / a0/
BIMS Received/Accepted Date: Jc, .
*BIMS Acknowledged Date:
Coastal
it Action: NepG/ Major_Mnd-/)Minor Mod / Renewal / Transfer
LD / LD Overall / HD &LD Combo
General Permit / Offsite / Exempt / Rescission
SCM Type(s):
Development Type: Commercial / Residential / Other
Subdivided?: Subdivision or Sin
For New or Transferred Per mlttee is:
7PropertyOwner(s) Developer ❑Lessee ®Purchaser❑HOA
Paperwork Emailed Engineer on:
se II uUniversal u1988 Coastal
"New New Permit #:
cisting Permit #:
FiPE Cert on File?
Offsite to SW8:
1:15jjpplement(s) (1 original per BMP) F�
��&M with correct/original signatures (1 original per BMP except LS/VFS and swoles)
MApplication with correct/original signatures
®Corp or LLC: Sig. Auth, per SoS or Signature Authorization letter or report
®3505 (within 6mo) Check#(s): /O z/ 014t­( ONo Fee
oils Report: w/SHWT or e�neral--& rt
Difalculations(signed/seoled)�6jcs.%�R--�-'J
®Deed Restrictions, if subdivided:
"Signed & Notarized Template
Recorded Covenants
Recorded Plats M50% or more Lots Sold List
2ct Narrative
JUSGS Map
Plans
❑Master PE Cart on File?
Stream Class:
EISA Map ❑ORW Map
DEmail Address: Design Engineer
ail Address: Property Owner
Deed
Email Address: Lessee
Lease Agreement
❑Email Address: Purchaser
Purchase Agreement
Email Address: Developer
❑Email Address: HOA Representative
01�Sets Wetlands: Delineated or No Wetlands
ffJVicinity Map Project Boundaries
Legend L�! t (proposed BUA dimensions)
F7JDA Maps „1 4�,,JJL� ETetails (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
Egrxisting Conditions Landscape Plan
GradingSeal
REVIEWER NAME: NOTES TO REVIEWER: *Enter BIMS Acknowledged Date on this Sheet
**FOR NEW Projects -Enter New Permit # on
Supplements & Deed Restiction Templates.
G:WQ\\\Reference Library\Procedures\Checklists\Completeness Review Checklist_201803 13

MCADAMS
Date: June 14, 2018
To: Ms. Christine Hall
Department of Environmental Quality
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
I am sending you the following items:
❑ Drawings ❑ Letter
❑ Specifications ® Submittal
❑ Plans ❑ Prints
LETTER OF TRANSMITTAL
FEDERAL EXPRESS
Re: University of North Carolina - Wilmington
Hamilton Hurst Parking Lot
Stormwater Management Plan
Job#: UNW-17060
❑ Statement of Qualifications
❑ Other
QUANTITY
UNIT
DESCRIPTION
1
Copy
Stormwater Impact Analysis
2
Copy + Original
SCM 0&M
2
Copy + Original
SCM Supplement Form
2
Copy+ Original
Sotmrwater Permit Application
2
Copies
Construction Drawings NA
1
CD
Digital Copy 'I
1
Check
$505.00 Review Fee r.•_Ati�' d1�r
Transmitted as checked below:
® For approval
❑ For your use
❑ As requested
Remarks:
Copy to:
❑ For review+comment
❑ Other
n nthar
)e(i\� h L,)(YCz)
:CEO
JUN 15 2U18
Signature:
Daniel2ecr��E�rd _
Project Manager, Water Resources
creating experiences through experience 2905 Meridian Parkway, Durham, NC 27713 / 919. 361. 5000

Nothing Comparrs
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Perry, Daniel [mailto:[e-mail]]
Sent: Wednesday, May 09, 2018 4:09 PM
To: Hall, Christine <[e-mail]>
Cc: Riggins, Daryl <[e-mail]>; Stubbs, Rebecca <[e-mail]>
Subject: [External] Hurst Hamilton Parking Lot (SW8 060530)
Christine,
Good Afternoon. A change to the layout was made per the request of UNCW, following SW permit issuance, which adds
1,400 sf of impervious to the permit. All of the additional impervious drains to the approved SCM but does not change
the CN for the subbasin or the WQv elevation of the SCM. Since this is an additional amount of impervious with no SCM
changes, what is the most efficient process to make this change to the permit? It looks like this would only change the
stormwater permit application (Attachment A), the supplement form, post -development hydrology calculation, the WQv
calculations, and the BUA map.
I appreciate your help with this.
Thank you,
Daniel Perry, PE I Project Manager, Water Resources
McAdams
2905 Meridian Parkway, Durham, NC 27713
office 919. 361. 5000 x134 I direct 919. 287. 0795 ] mobile [phone] [e-mail]
www.mcadamsco.com I linkedin I twitter I instagram I join our team
'J MCADAMs
creating experiences through experience

Hall, Christine
From: Perry, Daniel <[e-mail]>
Sent: Wednesday, May 09, 2018 4:36 PM
To: Hall, Christine
Cc: Riggins, Daryl; Stubbs, Rebecca
Subject: RE: [External] Hurst Hamilton Parking Lot (SW8 060530)
The drainage area to the SCM would not be altered. Thank you for the information about permitting fees and the
recommendation about future impervious allocation.
Daniel Perry, PE I Project Manager, Water Resources
McAdams
2905 Meridian Parkway, Durham, NC 27713
office 919. 361. 5000 x134 I direct 919. 287. 0795 1 mobile [phone] dperrvPmcadamsco.com
www.mcadamsco.com I linkedin I twitter I instaeram I join our team
�JI MCADAMS
creating experiences through experience
From: Hall, Christine <[e-mail]>
Sent: Wednesday, May 9, 2018 4:29 PM
To: Perry, Daniel <[e-mail]>
Cc: Riggins, Daryl <[e-mail]>; Stubbs, Rebecca <[e-mail]>
Subject: RE: [External] Hurst Hamilton Parking Lot (SW8 060530)
Your e-mail doesn't indicate if the drainage area to the pond is changing. Either way, in looking at the permit,
unfortunately there was no allocation of future BUA made within the drainage area of the pond. The addition of BUA
beyond the approved amount is considered a major modification (15A NCAC 02H.1002(25) and (23)) and will require a
modification package to be submitted with any updated sheets/documents. Major modifications can be submitted to
the regular program for $505 or to the express program for $4,000. I'd recommend trying to "max out the system" by
including a future BUA allocation such that future improvements within the pond drainage area could be considered a
minor modification.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine. hall(o)ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405