SW8090104_Historical File_20090403

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ENGINEERING AND SURVEYING, INC.
Land Development Consulting
March 11, 2009
Kelly Johnson
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
1-910-796-7215
Re: The Legacy at Carolina Forest Apartments
Wet Pond Comments
Jacksonville, NC
CPT Project No. 808-08
Kelly Johnson:
I have enclosed the 3 revised sets to make sure you had the most recent plans. Please do not hesitate to call me with any questions
or comments 336-812-8800 ext 313.
Thanks for all your help.
Sincerely,
CPT Engineering and Surveying, Inc.
Robert D. Thompson, P.E. MAR 12 2009
Project Engineer
$Y.
4400 Tyning Street,
High Point, NC 27265
Phone: [phone] ext. 313 Fax: [phone] Email: [e-mail]

Re: [Fwd: FedEx Shipment Notification]
Subject: Re: [Fwd: FedEx Shipment Notification]
From: Kelly Johnson <[e-mail]>
Date: Wed, 11 Mar 2009 14:20:57 -0400
To: [e-mail]
Danny,
The latest date I have in the package is 2/18/09, so this must be an older set. If
you could just just fed ex the others that would be great.
Thanks,
KJ
Danny Thompson wrote:
Kelly,
I looked at some of the drawings I sent you for Carolina Forest and I
think I either miss dated the drawings 4/6/09 or sent the old set dated
1-12-09. I apologies but both were scanned in and I may have printed the
wrong set by accident, and of course even if I sent you the right set it
has date should be 3/6/09. Just let me know what I need to do, if I need
to send you 3 new sets I can fed ex them tonight. Sorry.
Robert Daniel "Danny" Thompson,
[e-mail]
Inc 4400 Tyning
High Point, NC 27265
voice: 336.812.8800 ext 313
fax: [phone]
P.E.
CPT Engineering & Surveying,
Street
CPT Engineering & Surveying, Inc.
Electronic Data Notice The delivery of this drawing in electronic format
should not be
construed to provide an express warranty or a'guarantee to any owner,
designer, surveyor, contractor or other party, that all dimensions,
coordinates, measurements, notations or other data is exact; nor that it
is based entirely upon field -located or field -verified data; nor that it
is complete or represents the latest drawing revision; nor that the
intended or unintended uses or modifications of this drawing by others
implies any review, oversight or approval by CPT Engineering &
Surveying, Inc. or the personnel thereof. This data is provided for the
convenience of the intended receiver; but in no case shall the transfer,
delivery or receipt of this electronic data be construed to provide any
right to others (including the primary recipient) to rely fully upon the
information. If a hard copy of the data is provided with the electronic
data or under separate cover, the hard copy shall in all cases take
precedence over the electronic data. Any use of this information by
others will be at the sole risk and liability of the user. Please consider the
environment before printing this email.
-----Original message -----
From: Kelly Johnson[mailto:[e-mail]] Sent: Monday, March 09,
2009 12:21 PM
To: [e-mail]
Subject: [Fwd: FedEx Shipment Notification]
Danny,
Is this for SW8 090104 (Legacy at Carolina Forest), or will this be a new
submittal?
Were you able to find the SHWT and/or potential liner information? I have asked
around here, and I apologize that it has taken me a while to get back to you. I
have learned that the DWQ Central Office has written
3/11/2009 2:25 PM

Re: [Fwd: FedEx Shipment Notification]
draft language for this instance, but it is not yet final. Unfortunately this
is an area where we know we need more guidance, and we are trying to provide
it. But, it just isn't quite there yet. The main goal is to avoid draining
nearby wetlands (if the permanent pool is
below SHWT) and to keep the temporary pool at the appropriate level (if the
permanent pool is above SHWT). The issue of not draining the wetlands is the
issue of most interest right now. We have permitted clay liners (to keep water
in the pond), clay keys (to keep wetland water out of the pond), and have made
site -specific allowances based on specific conditions. I have heard conflicting
opinions about each type of design that will hopefully be clarified when
Raleigh's guidance comes
out. In the meantime, hopefully your permanent pool is within 6inches or so of
the SHWT (preferably 6inches below SHWT). If you have identified the SHWT, and
it is not within 6inches or so then we will have to consider other options.
Kelly
Kelly Johnson
Environmental Engineer
NC Department of Environment and Natural Resources
Surface Water Protection Section
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
Office: 910.796.7345
Fax: [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.
2 of 2 3/11/2009 2:25 PM

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ENGINEERING AND SURVEYING, INC.
Land Development Consulting
March 6, 2009
Kelly Johnson
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
1-910-796-7215
Re: The Legacy at Carolina Forest Apartments
Wet Pond Comments
Jacksonville, NC
CPT Project No. 808-08
Kelly Johnson:
I have enclosed the revisions and request for additional information for the above mentioned project along with the required
supplemental form. I have addressed your comments as follows:
,L Drainage areas: are shown on the sheet 5 for the plans for every sub basin in the pond 1 area. I have also drawn and labeled the
total 16.0 Ac. of drainage going to pond 1 on the grading plan per your comment.
-2. Drainage easement for the wetlands, pond access and DMUE and normal pool dimensions have been shown on the plans and a
table for all the tag labels has been shown on the drainage plan including all the line and curve dimensions.
A. Footprint area dimensions are now labeled in a chart on the grading plan, the site plans, and a typical apartment building and its
impervious area are labeled on the grading plan.
, 4. Sidewalks both private and public are dimensioned on the plan and are typically 6.5' at parking and 5' wide elsewhere. Parking is
labeled on the site plan, typically 9.5' by 19' with a 24' driveway. Slopes and spacing are shown in the details for sidewalks public
and private, and the parking lots and parking are graded per the grading plan and are not typical.
,-5a. Permanent pool labeled on plan, table provided on the drainage area plan sheet 5.
�5b. Vegetative shelf labeled as 10' wide at 10:1 slope on plans.
.-5c. Volumes for temporary pool is 54,886 ft^3 required and 104,019 ft"3 provided. They were corrected on supplement and pond
plan. Change was made after phone call from NCDEHNR noting the pond needed to be designed to 1-1/2" rain.
. 5d. Stamped Calculations resubmitted and enclosed.
F6. SHWT report submitted from S&ME. The pond will be fined as noted in there report.
�--7. Drawdown rate changed to reflect the required storage volume as noted. Orifice changed from 4" to 3".
✓8.One foot of freeboard for the 100yr event shown on pond plan, dam elevation changed to reflect change.
�9. Wet Pond flow path shown as greater than 3:1.
-10. Wet pond length to width ratio shown at greater than 1.5: L .
11. Check and noted, in narrative that an unnamed tributary of Half Moon Creek is the receiving stream.
"t2. Thank you for your detailed request for additional information. I have enclosed the revised stamped calculations and plans.
Please do not hesitate to call me with any questions or comments 336-812-8800 ext 313.
Cpa��
Thanks for all your help.
Sincerely,
CPT Engineering and Surveying, Inc.
t'D T 5 0i1%. "D'*o�
Robert D. Thompson, P.E.
Project Engineer
L1v��a \S 5(�eC'cA 1V P1a ^
T 15 YW-A)of � W G1 S V10'i
Phone: [phone] ext. 313
!-Zoq-
MAR 11 0 2009
BY:
4400 Tyning Street,
High Point, NC 27265
Fax: [phone] Email: [e-mail]

WATERSHED DEVELOPMENT,
STORMWATER,
AND
EROSION CONTROL CALCULATIONS
FOR
The Legacy at Carolina Forest
JACKSONVILLE, NORTH CAROLINA
DEVELOPER/ OWNER:
Blue Ridge Development Services, LLC
%*I $so I11j,4t,
SE L
024941
.b
CPT Engineering and Surveying, Inc.
4400 TYNING STREET a High Point, NC 27265 e Phone [phone] EXT 313 9 Fax [phone]

Stormwater Narrative
For
The Legacy at Carolina Forest Apartments
The proposed construction of 528 apartment units with 264 in phase one in
Jacksonville, NC on 38.98 acres (21.39 acres in phase one) (DB. 1460 PG.396) will
require stormwater retention to meet current DENR requirements. The enclosed
narrative explains the proposed improvements and supports the projects
compliance with current regulations.
The additional impervious area (10.3 acres total) includes 18 buildings
2 garages, 1 maintenance building and all required asphalt, sidewalk, and drives
to meet City of Jacksonville's requirements. The drainage area of 16 acres for
the pond results in a total 64% impervious area design value. The Existing
drainage of the site drains to the south east toward an unnamed tributary of Half
Moon Creek SIN 19-6 Class C. The 1 yr design storm Post development rate was
reduced to below Pre development levels.
The proposed location of the stormwater pond is to the south of the property
bordering the site's wetlands at the lowest elevation on the parcel. This site has
very little grade (0.5% to 1.0%) until it approaches the Branch then it has a
moderate slope to the branch. The drainage area to the pond is 16 acres. This is
approximately the total site for this phase, except for the fill slopes that are
adjacent to the branch. Phase 2 will have, it's on BMP storm water pond.
The pond is designed based on the latest Coastal Area requirements for 90%
removal of suspended solids. The normal pool for the ponds is 39.0'. Fore bay
area is where all site stormwater enters the ponds. The forebay is equal to 21 % of
the total pond volume The 3 to 1 length to width ratio has been accomplished
per the requirements. Due to the required surface area to achieve the pond
average depth we provided a wall above the vegetative shelf to maximize on
the pond area to help with our required volume.
The outlet structure is an 36" metal riser with a 3" at the normal pool elevation
(39.00') sized for a 2-5 day release flow and a 24" outlet pipe. The 100 year
event will reach elevations that provide a least a min. 1 ' freeboard for the dam.

Erosion Control Narrative
For
The Legacy at Carolina Forest
The pond will be the major device -used for sediment control. During
construction the drain valve at the bottom of the riser will be fitted with a
6" skimmer with a 6" orifice. Baffles will also be installed inside the pond.
Two temporary diversion ditches will direct the site drainage to the
Sediment pond.
The pond dam will be constructed and the outlet installed, silt fencing will
be installed below the pond dam. Then the diversion ditches will be
installed from. the pond around the site. After these pond and ditches are
in the site can be cleared and grading can begin. As the site is brought
up, diversions will also be installed on top of the fill slopes to direct the
drainage into the pond until the permanent on site storm drainage is
installed with its own inlet sediment control. Slope drains may need to be
installed until the permanent storm drainage is Installed so water can be
diverted around the fill slopes to the diversion below. No devices shall be
removed until the site is stabilized. For the general sequence see the
notes below.
Construction sequence:
1. FLAG CLEARING LIMITS AND SCHEDULE PRE -CONSTRUCTION MEETING
WITH EROSION CONTROL INSPECTOR, GRADING CONTRACTOR, AND
OWNER TO OBTAIN GRADING PERMIT.
2. CLEAR SITE TO ALLOW INSTALLATION OF PERIMETER EROSION CONTROL
MEASURES.
3. INSTALL EROSION CONTROL DEVICES, (STONE ENTRANCE, SILT FENCE,
TEMP. AND PERM. DIVERSION BERMS WITH EROSION CONTROL MATTING,
AND TEMPORARY SEDIMENT BASIN. le pond). NOTE: CONTRACTOR IS TO
ENSURE POSITIVE DRAINAGE OF ALL DIVERSION BERMS THROUGHOUT
DURATION OF PROJECT.
4. INSTALL TEMPORARY DIVERSION DITCHES AS SHOWN ON PLANS. BEGIN
CONSTRUCTION DITCHES FROM THE SEDIMENT BASIN SO THAT ANY
EROSION THAT OCCURS DURING THE CONSTRUCTION OF THE DITCH WILL BE
CAPTURED BY THE BASIN.
5. CLEAR SITE SUFFICIENTLY TO INSTALL REMAINING EROSION CONTROL
DEVICES.
6. CLEAR AND GRUB SITE.
7. GRADE ROADWAY.
8. INSTALL ANY REMAINING INLET AND OUTLET PROTECTION STRUCTURES.

9. INSTALL UTILITIES INCLUDING WATER AND SANITARY SEWER.
10. SEED GRADED AREAS ONCE FINAL GRADE IS ESTABLISHED. INSTALL
UNDERGROUND UTILITIES.
11. INSTALL STONE, CURB AND ASPHALT.
12. DRESS AND SEED ROADWAY SHOULDERS AND SLOPES.
13. SEED ALL RESULTING DISTURBED AREAS.
14. INSPECT AND MAINTAIN EROSION CONTROL DEVICES FOR DURATION
OF CONSTRUCTION.
15. AFTER SITE IS STABILIZED, REMOVE TEMPORARY EROSION CONTROL
DEVICES, FILL ANY ADDITIONAL BASINS ADDED DURING CONSTRUCITION
WITH STOCKPILES, MUCK OUT POND. INSTALL PERMANENT EROSION
CONTROL/VELOCITY MEASURES AND SPOT SEED AND MULCH ALL
RESULTING AREAS. INSTALL SEDIMENT FENCING WITH ROCK OUTLETS EVERY
50' AT THE TOE OF SLOPES TO CONTROL THE SMALL AREAS OF DRAINAGE
FROM ERODING SLOPES.
16. PROVIDE PERMANENT GROUND COVER ON EXPOSED AREAS WITHIN
FIFTEEN (15) WORKING DAYS OF COMPLETION OF ANY PHASE OF
CONSTRUCTION.
17. CONTRACTOR IS RESPONSIBLE FOR ENSURING POSITIVE DRAINAGE OF
AREAS.
18. NO MEASURE SHALL BE REMOVED UNTIL SITE IS STABILIZED. CONSULT
WITH EROSION CONTROL INSPECTOR AND ENGINEER WHEN REMOVAL OF
ANY DEVICE CAN OCCUR.

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Sail Map-Onslow County, North Carolina
808-07 The Legacy C Carolina Forest
Map Unit Legend
Onslow County, North Carolina (NO133)
Map Unit Symbol
Map Unit Name
Acres In AOI
Percent of AD[
GoA
Goldsboro fine sandy loam, 0 to
2 percent slopes
352.7
58.1 %
GpB
Goldsboro -Urban land
complex, 0 to 5 percent
slopes
0.0
0.0%
Le
Lenoir loam
19.6
3.2%
Mk
Muckalee loam
25.3
4.2%
NoB
Norfolk loamy fine sand, 2 to B
percent slopes
85.1
14.0%
Pn
Pantego mucky loam
4.9
0.8%
Re
Rains fine sandy loam
119.9
19.7%
Totals for Area of Interest (AOJ) I __.._ 100.0%
USDA Natural Resources Web Sail Survey 2.0 811 %2008
Conservation Service National Cooperative Soil Survey Page 3 of 3

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Table 5.5 5C5 Runoff Curve Numbers (CN)
Land Use/Cover
A
B
C
D
---------- CN--------
Cultivated land
- without conservation
72
81
88
91
- with conservation
62
71
78
81
Pasture land
- poor condition
68
79
86
89
- good condition
39
61
74
80
Meadow
- good condition
30
58
71
78
Wood or forest land
- Thin stand — poor cover, no mulch
45
66
77
83
- Good stand — good .gover
25
55
70
77
Open spaces, lawns, parks, golf courses, cemeteries, etc.
- Good condition: grass cover on 75% or more of the area
39
74
80
- Fair condition: grass cover on 50 to 75% of the area
49
79
84
Commercial and business areas (85% impervious)
89
92
94
95
Industrial districts (72% impervious)
91
88
91
93
Residential': Development completed and vegetation established
Average lot size Average % Impervious
1/8 acre or less 65
77
85
90
92
1 /4 acre 38
61
75
83
87
1/3 acre 30
57
72
81
86
1/2 acre 25
54
70
80
85
1 acre 20
51
68
79
84
2 acres 15
47
66
77
81
Paved parking lots, roofs, driveways, etc.
988
98
98
Streets and roads. paved with curbs and storm sewers
98
98
98
98
- gravel
76
85
89
91
- dirt
72
82
87
89
Newly graded area
81
89
93
95
Residential: Development underway and no vegetation
- Lot sizes of 1/4 acre
88
93
95
97
- Lot sizes of 1/2 acre
85
91
94
96
- Lot sizes of 1 acre
82
90
93
95
- Lot sizes of 2 acres
81
89
92
94
' Curve numbers are computed assuming the runoff from the house and driveway is directed toward the
street.
Source: USDASCS
5-16

I . Precipitation Frequency- Data Server
Page I of 3
i
POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
North Carolina 34.70451 N '77.40339 "' 26 feet
_, of the 1'ni'cJ 1r::cd' N IAA At:--, ;4. Volume'_. V.... ?
("d. Gunnin. I). l7. Yn. R. I.111. T. P!avhok. XLY:u:a, wJ l). Riley
\(IAA. Kai .„ ..,other 5� r. �,:. tii!iyr tiprinE. H:��i.an.l. Lunt
I:\h dl•lC j: Fri Jan 9 _'ullJ
Confidence Limits Seasonality Location Maps Other Info. GIS data Maps Docs Return to State Map
Precipitation Intensity Estimates (in/hr)
( eRars►
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• I nese precipitaticn frequency estimates are based on a radial duration seas. ARI is the?::erege Recurrence Interval.
Please refer to - • � 14 for more inf.rmation. NOTE: Formatting forces estimates near zero Ic appear as zero.
(years)
1
2
5
10
25
50
I011
200
soo
10011
Upper bound of
Precipitation
❑
the 90% confidence interval
Intensity Estimates (in/hr)
[Lr
lU
min
LS
min
3U
min
GU
min
120
min
i
hr
6
hrF-1
12
hr
24
hr
48
hr
4
(lay
7
day
10
(lay
20
day
30
duty
4�
day
60
day
G.3R
S.U9
4.24
? 91
1.8I
I . I I
U.80
0.49
0?9
0.17
0. l0
O.US
U.O<1
U.03
0.02
O.0 I
U.OI
0.01
7.5U
5.99
5.03
3.47
2. I R
1.34
U �)7
11.59
0.35
0.2U
0.12
Q.U6
O.U4
O.U3
D.U2
Il.U2
f1.01
(l.0 l
8.G4
G.92
5.84
4.14
2,GG
I.GR
l.2'_
U.75
0.45
0.2h
0.15
O.UB
O.OS
0.04
0.03
0.02
0.02
UA2
9'2
7.77
6.55
4.75
3.U9
1.99
1.46
1).9U
0.54
0.31
0.18
Q.IQ
U.06
O.US
0.03
0A2
0.02
U.U2
10.94
R.72
7.37
5.46
3.h3
2:11
1.78
L I O
Qhb
0.38
0.22
(l. l2
O.DR
U.06
U.(kl
U.03
U.02
0.02
I1.95
9.52
8.U4
GA5
4.IQ
2.77
2.07
1.29
f1.78
U.45
U?h
U.14
0.09
U.O"
U.U4
U.03
U.03
Q.02
IL95
10.2R
8.6G
(t.b4
4.5'.
3.Ih
2.39
1.49
U.9f)
0.52
0.3U
U.I(i
O.IQ
0.07
O.Ui
0.03
1L03
0.02
13.93
I I .U5
9.29
7.23
5.07
3S8
2.?4
1.71
1.05
0.61
0.3?
U. I S
0.1 I
0.08
0.05
OA4
U.03
0.03
15.22
12.04
I Q. I u
R.o3
5.7G
4.19
3.2G
2.04
1.2G
o.74
n.43
0.22
0. I �
o. I Q
o.oG
c).o4
0.04
0.03
IG.3G
12,RR
10.7R
R.73
h.37
4.73
3.73
2.34
Loh
O.RS
U.49
U.25
0.15
0.11
0.0G
O.OS
0.D4
0.03
The upper bound of the confidence inlerral al 9016 confidence revel is the value wh;.h 5%of the sims;ated quanlile slues for a given frequen. ,; are greater than.
These precipitation frequency estimates are based on a padialduralion series. ARI is the Average Recurrence Inter.•al.
Please reler to NO;,A Alias 14 Document for more informatics. NOTE: Formatting prevents es'.,males near zero to appear as zero.
Lower bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
ARI° 5 111 15 30 W69121i 6 Er
4 7 10 20 30 45 fill(yar) min min min min min hr hr ay day day day day duy day
Mh[flFd
❑
5.42
4.3 F
-(,1
2.4R
1.54
0.93
0.6"
0.40
U34
U.14
U.UB
0.U4
0.03
O.U2
O.U2
U.01
OA I
0.01
❑�
6.38
S.1 I
4.2R
? 9G
I.RS
1.13
0.81
U,49
0.28
U.17
U.10
0.05
O.U4
U.U3
O.U2
O.U2
0.01
0.(I
L_ .
17.3h
5.89
4.96
3.53
2.26
1 41
LOl
U.62
0.3(i
0.22
0.12
OA?
U.OS
OA3
0.02
0.02
Q.U2
UAI
10
8.2G
G.GI
S.S.'
4,Q4
2.63
I.G7
1.21
0.74
U.43
0.26
O.IS
O.UR
U.US
0.04
U.U3
0.02
OA2
U.O2
25
9?6
7.38
G.24
4b2
3. OR
2.01
1.47
0.90
0.53
0.32
0.1R
U.Ip
O.OG
O.OS
p.03
0.02
QA2
(1.02
50
i0.08
8.02
G.77
S.ID
3.4G
2.3I
1.?I
I.U4
U.62
0.37
0.21
U.II
U.07
0.05
O.U3
0. 33
0.02
0.02
100
IU.BS
R.h2
7.26
S.SG
3.83
2.61
1.95
I.2U
U.'I
0.42
U.;4
0.13
Q.08
Q.OG
-
U04
0.f13
0.02
0.02
2110
SUO
I I.59
I'2.49
9. I)
9.8R
7.72
8.29
G.0 I
6.G0
4."
2 94
2.22
1.3G
U.83
0.48
0.27
(l. l4
U.01)
U.U?
U.04
0.03
U.U3
U.U2
4.73
3.39
2.GU
LGO
U.97
0.57
F 0 13jEf
0.10
Q.UB
0.Q5
0.04
U.03
0.02
1000
13.28
IOAG
R.7S
7.09
5.1"
3.79
2.94
1.8?
I.I(1
0.G>
f.1.37
0.19
0.12
0.U9
D.0>
Q04
0.03
0.03
'The lower
tct:a 1 c'the
c3nlidence'n!er.31
at 90"; cc"'JE9ce
level is the
_a:ne wh
t 506
of the z^ ::glad auanli;e
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are 1-
than
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I Precipitation Frequency Data Server
.._:'atianlrw;.= .; esumz'c: - ::ase.1=".a;erti^ m,u,r.e .. ARI :.ver2ge --..:rence . .
F"r'r• 14 . •:e infr.... ' :n NC-cacting r �- �-s „sl.. s :3• c; .... �I.15
I
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Text version of tables
Partial duration based Point IDF Curves - Version: 3
34.76451 N 77.40339 W 26 ft
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Fri Jan 09 14:49:10 2009
Maps -
Average Recurrence Interval
(years)
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Page 2 of 3
http://hdsc.nws.noaa.gov/cgi-bin/hdscIbuildout.perl?type=idf&units=us&series=pd&statena... 1 /9/2009

Precipitation Frequency Data Server
Page 3 of 3
I
.r r
77.9"W
77.4'W
/. LEGEND
' State — Connector
---- County Stream
Indian Resv Military Area
J Lake/Pond/Ocean National Park
-� -- Street Other Park
--- Expressway City
titer —Highway 0 2 ­ County 6 18 mi
Scale 1:228563 2 1
*average --true scale depends on monitor8 esolution
ney'Green
Jt--•i
77 -:i"W
Other Rlaps/Photographs -
View CSGS digital orthophc to quadrangle (I)OQ) co,.ering [his location from TerraServer; USGS Aerial Photograph ina, also he asailable
From this site. A DOQ is a computer -generated image of an aerial photograph in which image displacement caused by terrain relierand camera tilts has been
removed. It combines the image characteristics of a photograph wi[h the geometric qualities of a map. Visit the USG for more information.
Watershed/Stream Flow Information -
Find [he H alershed for this location using the U.S. hnvironnlental Protection Agency's site.
Climate Data Sources -
Preripiuuinrr %reyuerrr;y results are based on detra runt it rur-iety a%sam•r•es, but largely NC'DC. The lid/mving linksprovide general infin-matiun
aboia observing sites in the area. regardless ul i%their data was used in this study. Fur detailed infimnutiun etburu the stutinns used in fliis slush'.
Please re%er to :V0,411 AIMS 14 Document.
Using the National Climatic Data Center's (N('U(') station search engine. locate other elinnae stations within:
+/-30 minutes ...OR... +/-1 degree of this location (34.764.11/-77.40339). Digital ASCII data can be obmined directly from N('D('-
Ilydrometcorldogical Design Studies ('enter
DOONOAA/%alionnl wcoaner Service
1325 Uist-Rest Ilig6way
Silver Spring, VID 20910
13111) 71.4-1669
(1uc.tiliona'.': I II �ti('.(2ur,li,msw noaa.gac
I)i,claimri
http://hdsc.nws.noaa.�ov/cai-bin/hdse/buildout.perl'?type=idf&unitS=us&series=pd&statetia... 1 /9/2009

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Table 5.1 SCS Type III Rainfall Distribution Curve Data
Time
hour
Ratio
Accumulated/
Total
Precipitation
Time
hour
Ratio
Accumulated)
Total
Precipitation
Time
hour
Ratio
Accumulated/
Total
Precipitation
Time
hour
Ratio
Accumulated/
Total
Precipitation
0.0
0.00000
6.0
0.07200
12.0
0.50000
18.0
0.92800
0.2
0.00200
6.2
0.07530
12.2
0.62670
18.2
0.93117
0.4
0.00400
6.4
0.07880
12.4
1 0.68570
18.4
0.93428
0.6
0.00600
6.6
0.08250
12.6
0.71344
18.6
0.93733
0.8
0.00800
6.8
0.08640
12.8
0.73356
18.8
0.94032
1.0
0.01000
7.0
0.09050
13.0
0.75000
19.0
0.94330
1.2
0.01200
7.2
0.09480
13.2
0.76412
19.2
0.94612
1.4
0.01400
7.4
0.09930
13.4
0.77728
19.4
0.94893
1.6
0.01600
7.6
0.10400
13.6
0.78948
19.6
0.95168
1.8
0.01800
7.8
0.10890
13.8
0.80072
19.8
0.95437
2.0
0.02000
8.0
0.11400
14.0
0.81100
20.0
0.95700
2.2
0.02203
8.2
0.11943
14.2
0.82057
20.2
0.95958
2.4
0.02412'
8.4
0.12532
14.4
0.82968
20.4.
0.96211
2.6
0.02627
8.6
0.13167
14.6
0.83833
20.6
0.96460
2.8
0.02848
8.8
0.13848
14.8
0.84652
20.8
0.96704
3.0
0.0308b
9.0
0.14560
15.0
0.86430
21.0
0.96940
3.2
0.03308
9.2 1
0.15348
15.2
1 0.86152
21.2
0.97179
3.4
0.03547
9.4
0.16167
15.4
0.86833
21.4
0.97410
3.6
0.03792
9.6
0.17032
15.6
0.87468
21.6
0.97636
3.8 1
0.04043
9.8
0.17943
15.8
0.88057
21.8.
0.97858
4.0
0.04300
10.0
0.18900
16.0
0.88600
22.0
0.98080
4.2
0.04563
10.2
0.19928
16.2
0.89110
22.2
0.98288
4.4
0.04832
10.4
0.21052
16.4
0.89600
22.4
0.98496
4.6
0.05107
10.6
0.22272
16.6
0.90070
22.6
0.98700
4.8
0.05388
10.8
0.23588
16.8
0.90520
22.8
0.98899
5.0
0.05670
11.0
0.25000
17.0
0.90950
23.0
0.99090
5.2
0.05968
11.2
0.26644
17.2
0.91360
23.2
0.99284
5.4
0.06267.
11.4
0.28656
17.4
0.91750
23.4
0.99470
5.6
0.06572
11.6
0.31430
17.6
0.92120
23.6
0.99651
5.6
0.06883
11.8
0.37330
17.8
0.92470
23.8
0.99828
24.0
1.00000
5.4 Calculating the Peals Discharge
The City requires, for the purpose of computing the peak discharge from the above
described design storms, that one of the following methods be used for all development
purposes:
5-3

WPM
NEOPLAST
RCP
RCP
RCP
RCP "O"
NEOPLAST
NEOPLAST
NEOPLAST
NEOPLAST
RCP "O"
NEOPLAST
NEOPLAST
NEOPLAST
NEOPLAST
FUTURE
FUTURE
FUTURE
FUTURE
NEOPLAST
RCP
RCP
RCP
NEOPLA5T
NEOPLAST
NEOPLA5T
NEOPLAST
RCP
RCP
RCP
RCP
NEOPLAST
NEOPLAST
NEOPLAST
RCP "O"
RCP "O"
RCP "0"
RCP
RCP
ROP
RCP
RCP
NEOPLAST
NEOPLAST
RCP "O"
RGP
RGP
RCP lion
RCP
RCP
PPICP
RCP
RCP
RCP
RCP roll
RCP
RCP
RCP

NOTE:
D.I. & NEOPLAST- (TYP) TOP
C.I.- (TYP) TOP ELEVATION IS
Y.I.- (TYP) TOP ELEVATION IS
ELEVATION IS TO TOP OF GRATE
TO TOP OF CURB
TO TOP OF CONCRETE LID
(STRUCTURE TOP INV. INV.
NO. TYPE ELEV. IN OUT
O
NEOPLAST
47.50
46.00
©
C.I.
47.50
45.00 (1)
44.60 (55)
44.50
©
C.I.
48.00
43.40
43.35
DO
C.I.
47.40
42.85 (3)
43.50 (4)
42.80
E
C.I.
47.40
44.00
FO
D.I.
46.60
40.40 (5)
43.50 7&9
38.00
G
NEOPLAST
48.40
46.90
O NEOPLAST 48.40 46.10 46.10
O NEOPLAST 47.70 46.20
O
NEOPLAST
47.70
45.40
45.40
KO
C.I.
48.10
37.20
37.15
©
C.I.
48.10
37.00
45.00 (14)
40.45 (34)
0
NEOPLAST
50.10
48.60
ON
NEOPLAST
50.10
47.90
47.90
NEOPLAST
50.10
47.30
47.30
©
NEOPLAST
50.10
46.65
46.65
®
FUTURE
50.70
49.20
®
FUTURE
50.70
48.50
48.50
SO
FUTURE
50.70
48.25
48.25
TO
FUTURE
50.70
49.20
UO
NEOPLAST
50.70
47.75
47.75
VO
C.I.
49.80
47.00
46.90
O
C.I.
49.80
46.80 43.45 (277)
43.20
XO
C.I.
48.60
45.80
O
C.I.
49.30
45.10
45.05
U
C.I.
49.30
46.30 (26)
44.9©
A�
NEOPLAST
50.00
48.50
© NEOPLAST 50.00 47.80 47.80
CC NEOPLAST 50.00 47.40 47.40
I STRUCTURE TOP INV. INV.
NO. - TYPE ELEV. IN OUT
®D
NEOPLAST
50.00
46.90
46.90
EE
C.I.
49.80
42.65
42.60
FF
C.I.
49.80
42.50
42.45
GG
C.I.
49.80
41.65 (30)
41.60
45.00 (33)
®
NEOPLAST
49.20
47.20
O
NEOPLAST
49.20
46.60
46.60
JJ
NEOPLAST
49.20
46.30
46.30
O
C.I.
49.60
46.60
®
C.I.
48.10
45.15
45.10
®
C.I.
48.10
45.00
44.95
P-0) C.I. 49.10 43.50 43.45
PP C.I. 47.50 42.35 42.30
0 C.I. 47.50 42.20 41 42.15
44.50 (43)
,RR) NEOPLAST 48.80. 46.80
SS
NEOPLAST
48.80
46.30
46.30
®
C.I.
47.60
40.10
43.80 (46)
©
C.I.
47.60
44.60
C.I.
47.60
44.10
44.00
®
D.I.
48.30
39.55 (47)
39.50
40.20 (52)
®
C.I.
46.80
43.80
©
C.I.
45.90
42.95
42.90
®
D.I.
47.50
42.40
42.35
A
C.I.
46.60
41.45
41.40
®B
D.I.
48.30
40.95
40.90
D.I.
48.30
36.70 (36)
36.65
39.10 (53)
F.E.S.
36.57
E ` F.E.S. 45.50
© EOP 44.80
®G EOP 44.50
®H EOP 40.80
OEOP 40.50

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355C)o

Determining the Skimmer Size
and the Required Orifice
for the
Fa%rclot% Skimmer° S u rfa ce D ra i n
November 2007
Important note: The orifice sizing chart in the Pennsylvania Erosion
Control Manual and reproduced in the North Carolina Design Manual
DOES NOT APPLY to our skimmers. It will give the wrong size orifice
and not specify which size skimmer is required. Please use the
information below to choose the size skimmer required for the basin
volume Drovided and determine the orifice size required for the drawdown
time, typically 4-7 days in Pennsylvania and 3 days in North Carolina.
The size of a Faircloth Skimmer®, for example a 4" skimmer, refers to the maximum diameter of
the skimmer inlet. The inlet on each of the 8 sizes offered can be reduced to adjust the flow rate
by cutting a hole or onfce in a plug using an adjustable cutter (both supplied).
Determining the skimmer size needed and the orifice for that skimmer required to drain the
sediment basin's volume in the required time involves two steps: First, determining the size
skimmer required based on the volume to be drained and the number of days to drain it; and
Second, calculate the orifice size to adjust the flow rate and "customize" the skimmer for the
basin's volume. The second step is not always necessary if the flow rate for the skimmer with
the inlet wide open equals or is close to the flow rate required for the basin volume and the
drawdown time.
Both the skimmer size and the required orifice radius for the skimmer should be shown for each
basin on the erosion and sediment control plan. Make it clear that the dimension is either the
radius or the diameter. It is also helpful to give the basin volume in case there are questions.
During the skimmer installation the required orifice can be cut in the plastic plug using the
supplied adjustable cutter and installed in the skimmer using the instructions provided.
The plan review and enforcement authority may require the calculations showing that the
skimmer used can drain the basin in the required time.
Determining the Skimmer Size
Step 1. Below are approximate skimmer maximum flow capacities based on typical draw
down requirements, which can vary between States and jurisdictions and watersheds. If one 6"
skimmer does not provide enough capacity, multiple skimmers can be used to drain the basin.
For drawdown times not shown, multiply the 24-hour figure by the number of days required.
Example: A basin's volume is 29,600 cubic feet and it must be drained in 3 days. A 3" skimmer
with the inlet wide open will work perfectly. (Actually, the chart below gives 29,322 cubic feet but
this is well within the accuracy of the calculations and the basin's constructed volume.)
Example: A basin's volume is 39,000 cubic feet and it must be drained in 3 days. The 3"
skimmer is too small; a 4" skimmer has enough capacity but it is too large, so the inlet will need
November 6, 2007
l_
L

CeV 'Jo Pr* vc3- or
-T-r„e I-e5"G? C'amll�A i
to be reduced using step 2 to adjust the flow rate for the basin's volume. (It needs a 3.2" JeckRarw�l(e�!\�
diameter orifice.)
1%" skimmer:
with a I %" head
L
3" skimmer:
with a 2" head
2%" skimmer:
with a 2.5" head
Revised 11-6-07
1,728 cubic feet in 24 hours
3,456 cubic feet in 2 days
5,184 cubic feet in 3 days
3,283 cubic feet in 24 hours
6,566 cubic feet in 2 days
9,849 cubic feet in 3 days
6,234 cubic feet in 24 hours
12,468 cubic feet in 2 days
18,702 cubic feet in 3 days
6,912 cubic feet in 4 days
12,096 cubic feet in 7 days
13,132 cubic feet in 4 days
22,982 cubic feet in 7 days
24,936 cubic feet in 4 days
43,638 cubic feet in 7 days
3" skimmer:
9,774 cubic feet in 24 hours
39,096
cubic feet in 4 days
'•�/3• ' A- with a 3" head
19,547 cubic feet in 2 days
68,415
cubic feet in 7 days
29,322 cubic feet in 3 days
4" skimmer:
20,109 cubic feet in 24 hours
80,436
cubic feet in 4 days
with a 4" head
40,218 cubic feet in 2 days
140,763
cubic feet in 7 days
- Revised 11-6-07
60,327 cubic feet in 3 days
5" skimmer:
32,832 cubic feet in 24 hours
131,328
cubic feet in 4 days
- : with a 4" head
65,664 cubic feet in 2 days
229,824
cubic feet in 7 days
98,496 cubic feet in 3 days
S" skimmer:
51,840 cubic feet in 24 hours
207,360
cubic feet in 4 days
with a 5" head
103,680 cubic feet in 2 days
362,880
cubic feet in 7 days
155,520 cubic feet in 3 days
2'�� ►, Gv►aci n Qys
8" skimmer:
97,978 cubic feet in 24 hours
391,912
cubic feet in 4 days
with a 6" head
195,956 cubic feet in 2 days
685,846
cubic feet in 7 days
CUSTOM
293,934 cubic feet in 3 days
MADE BY ORDER
CALL!
Determining the Orifice
Step 2. To determine the orifice required to reduce the flow rate for the basin's volume and the
number of days to drain the basin, simply use the formula volume = factor (from the chart
below) for the same size skimmer chosen in the first step and the same number of days. This
calculation will give the area of the required orifice. Then calculate the orifice radius using Area
= Tr rZand solving for r, r = (-Areal 3.14) .The supplied cutter can be adjusted to this radius to
cut the orifice in the plug. The instructions with the plug and cutter has a ruler divided into tenths
of inches. Again, this step is not always necessary as explained above.
An alternative method is to use the orifice equation with the head for a particular skimmer
shown on the previous page and determine the orifice needed to give the required flow for the
volume and draw down time. C = 0.59 is used in this chart.
Example: A 4" skimmer is the smallest skimmer that will drain 39,000 cubic feet in 3 days but a
4" inlet will drain the basin too fast (in 1.9 days) To determine the orifice required use the factor
of 4,803 from the chart below for a 4" skimmer and a drawdown time of 3 days. 39,000 cubic
November 6, 2007 2
L

feet T 4,803 = 8.12 square inches of orifice required. Calculate the orifice radius using Area = n
rZ and solving for r, r = (8.12 i 3.14) and r = 1.61 ". As a practical matter 1.6" is about as close
as the cutter can be adjusted and the orifice cut..
Factors (in cubic feet of flow per square inch of opening through a round orifice with the head
for that skimmer and for the drawdown times shown) for determining the orifice radius for a
basin's volume to be drained. This quick method works because the orifice is centered and has
a constant head (given above in Step 1).
1%" skimmer: 960 to drain in 24 hours 3,840 to drain in 4 days
1,920 to drain in 2 days 6,720 to drain in 7 days
2,880 to drain in 3 days
2" skimmer: 1,123 to drain in 24 hours 4,492 to drain in 4 days
2,246 to drain in 2 days 7,861 to drain in 7 days
3,369 to drain in 3 days
2%" skimmer: 1,270 to drain in 24 hours 5,080 to drain in 4 days
Revised 11-6-07 2,540 to drain in 2 days 8,890 to drain in 7 days
3,810 to drain in 3 days
3" skimmer: 1,382 to drain in 24 hours 5,528 to drain in 4 days
2,765 to drain in 2 days 9,677 to drain in 7 days
4,146 to drain in 3 days
4" skimmer: 1,601 to drain in 24 hours 6,404 to drain in 4 days
Revised 11-6-07 3,202 to drain in 2 days 11,207 to drain in 7 days
4,803 to drain in 3 days
5" skimmer 1,642 to drain in 24 hours 6,568 to drain in 4 days
3,283 to drain in 2 days 11,491 to drain in 7 days
4,926 to drain in 3 days
6" skimmer: 1,814 to drain in 24 hours 7,256 to drain in 4 days
3,628 to drain in 2 days 12,701 to drain in 7 days
5,442 to drain in 3 days
8" skimmer 1,987 to drain in 24 hours 7,948 to drain in 4 days
3,974 to drain in 2 days 13,909 to drain in 7 days
5,961 to drain in 3 days
J. W. Faircloth A Son, Inc.
Post Office Box 757
412-A Buttonwood Drive
Hillsborough, North Carolina 27278
Telephone [phone] FAX [phone]
FairclothSkimmer.com [e-mail]
Orificesizing Revised 2-2-01; 3-3-05; 2-1-07; 11-6-07
November 6, 2007
L_
K
L

6" Fairc%th Skimmer® Cut Sheet
J. W. Faircloth & Son, Inc.
www.FairclothSkimmer.com
2" Vent Aluminum straps
With White tip Inlets suspending inlet
Coupling And 90° elbow
INCLUDED
but not attached 1
6" pvc float Q
47" 2
f
5" Sch 40 SOLID pvc barrel - i '
or "arm"
SUPPLIED WITH SKIMMER 3
* SM IUK- 3
5" hose, ss clamps
5" threaded male nipple
on outlet end'
Patent H: 5,820,751
6" inlet
extension 4
47„ 2
Skimmer shown in
floating position
5" HEAD on center of
inlet and orifice * &"c11•a. OF-IPIC-6-
1. Hose can be attached to outlet using the threaded 5" nipple. Typical methods used: on a
metal structure a steel stubout welded on the side at the bottom with a 5" threaded coupling or
reducers; on a concrete structure with a hole or orifice at the bottom, use a steel plate with a
hole and coupling welded to it that will fit over the hole in the concrete and bolted to the
structure with sealant.
2. Dimensions are approximate, not intended as plans for construction.
3. Barrel (solid, not foam core pipe) should be 1.4 times the depth of water with a minimum
length of 8' so the inlet can be pulled to the side for maintenance. If more than 12' long weight
may have to be added to inlet to counter the increased buoyancy.
4. Inlet tapers down from 6" maximum inlet to a 5" barrel and hose. Barrel is smaller to reduce
buoyancy and tendency to lift inlet but is sufficient for flow through inlet because of slope. The
inlet orifice can be reduced using the plug and cutter provided to control the outflow rate.
5. Inlet is 10" pipe between the straps with slots cut in the inlet and aluminum screen door
(smaller than shown in illustration) for access to the 6" inlet and orifice inside.
6. Capacity 51,840 cubic feet per day maximum with 6" inlet and 5" head. Inlet can be reduced
by installing a smaller orifice using the plug and cutter provided to adjust flow rate for the
particular basin volume and drawdown time required.
7. Shipped assembled. User glues inlet extension and barrel, installs vent, cuts orifice in plug
and attaches to outlet pipe or structure. Includes flexible hose, rope, orifice cutter, etc.
6inchCut TM 11-07 November 14, 2007
L

NCDENR Stormwater BMP Manual Chapter Revised 09-28-07
Table 10-4
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 90 Percent TSS
. Pollutant Removal Efficiency
in the Coastal Region, Adapted from Driscoll,1986
Percent
Permanent Pool Average Depth (ft)
.Impervious
Cover
3.0
3.5
4.0
.4.5
5.0
5.5.
6.0
6.5
7.0
7.5'
10%
1.3
1.0
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
20%
2.4
2.0
1.8
1.7
1.5
1.4
1.2
1.0
0.9
0.6
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
0.8
40%
4.5
4.0
3.5
3.1
2:8
2.5
2.1
1.8
1.4
1.1
50%
5.6
5.0
4.3
3.9
3.5
3.1
2.7
2.3
1.9
13
*0%
7.0
6.0
5.3
4.8-
�LL
3.9.
3.4
2.9
2.4
1.9
70%
8.1
7..0
6.0
5.5
5.0---
-.4.5_
3.9
3.4
2.9
2.3
80%
9.4
8.0
7.0
6.4
5.7 .
" -5.2
4.6
4.0
3.4
2.8
90%
10.7
'9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
3.3 '
100%
12
10.0
8.8
8.1
7.3
6.6
5.8
5.1
4.3
3.6
The engineering design of a wet detention basin must include a 10-foot wide (minimum),
vegetated shelf around the full perimeter of the basin. The inside edge of the shelf 'shall .
be no deeper than 6" below the permanent pool level, and the outside edge shall be 6"
above the permanent pool level.. For a 10' wide shelf, the resulting slope is 10:1. With
half the required shelf below the water (maximum depth of 6 inches), and half the
required shelf above the water, the vegetated shelf will provide a location for a diverse
population of emergent wetland vegetation that enhances biological pollutant removal,
provides a habitat for wildlife, protects the shoreline from erosion, and improves
sediment trap efficiency. A 10' wide shelf also provides a safety feature prior to the
deeper permanent pool.
Short-circuiting of the stormwater must be prevented. The most direct way of
minimizing short-circuiting is to maximize the length of the flow path between the inlet
and the outlet: basins with long and narrow shapes can maximize the length of the flow
path. Long and narrow but irregularly shaped wet detention basins may appear more
natural and therefore may have increased aesthetic value. If local site conditions prohibit
a relatively long, narrow facility, baffles may be placed in the wet detention basin to
lengthen the stormwater flow path as much as possible. Baffles must extend to the
temporary pool elevation or higher. A minimum length -to -width ratio of 1.5:1 is
required, but a flow path of at least 3:1 is recommended. Basin shape should minimize
dead storage areas, and where possible the width should expand as it approaches the
outlet.
Although larger wet detention basins typically remove more. pollutants, a threshold size
seems to exist above which further improvement of water quality by sedimentation is
negligible. The water treatment volume wiffiht a wet detention basin is calculated as the
total volume beneath the permanent pool water level, and above the sediment storage
volume, including any such volume within the forebay.
Wet Detention Basin 10-10 July 2007

Pem -a No.
ro b a rr9:,ded by L l•3v L 1
i
L
A�A
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
T."e Required Items checklist (Part IN) crust be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name The Legacy At Oaolina Forest
Contact person Robert D. Thompson, P.E.
Phone number 336-812.8800 ext. 3?3
Date 1i9/2009
Drainage area number 1 (Pond 1)
O�OF W AT �9QG
H
5 y
a
II. DESIGN INFORMATION
Site Characteristics
Drainage area
696,960 ft2
Impervious area, post -development
448.668 ft`
impervious
64.38 %
Design rainfall depth
1.5 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr. 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational G. post -development
Rainfall intensity: 1-yr, 24-hrstorm
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation tbottom of pondl
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the top of the additional volume
Form SW401-Wet Deler-!.:— Basin-Rev.5
54.886 ft3 OK
104,019 ft'
OK, volume provided is equal to or in excess of volume required.
n-
_ n�
0 ft.
ft'
(Y or N)
3.7 in
6.34 (unitlessl
0.65 (unitless)
0.16 imbr OK
20.46 f6'sec
0.75 ft3/sec
-19.71 ft''Isec
41.25 fmsl
39.00 fmsl
39.00 fmsl moxj LA:),,c,0ff-vr1 ST)o W n p 1n ShQ1" a
39.50 fmsl
y
8(gt fa
38.50 fmsl Data not needed for calculation 0�tion x1, but OK if provided.
1
33.00 fmsl
32.00 frnsi Data not needed for calculation option 41, but OK if provided.
1.00 ft
Y kY or N)
41.3 fmsl OK
Parts '. u .I. CeE:gn Surr-eary, Page 1 of 2
L

Per.... No.
(t_??eprov el byDI4�:,;
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool
46.016 N`
Area REQUIRCD, permarerl pool
38,89C Y
SA,"DA ratio
5.58 (unitless'
Area PROVIDED, permanent pc�;, AI„,r
40,954 ft2 OK
Area, bottom of 10ft vegetated shelf, A,:: ,..,,
37,000 ft'
Area, sediment cleanout, top elevation bottom of pond), A.
22,117 ft`
Volumes
Volume, temporary pool
Volume, permanent pool, Vp, , ,
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SKDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SA DA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool. Vr.:. pea
Area provided, permanent pool, A,
Average depth calculated
Average depth used in SAIDA, da., (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ap.. rx.
Area, bottom of 10ft vegetated shelf, A_ . _
Area, sediment cleanout, top elevation (bottom of pond), At, v y,
'Depth' (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, d,„ (Round to nearest 0.511)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if -non -circular)
Coefficient of discharge (C; )
Driving head (Hp)
Drawdown through weir?
Weir type
Coefficient of discharge (CW)
Length of weir (L)
Driving head (H)
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies
Form S`N401-Wet Detention Basin-Rev.s
104,019 rya OK
182,115 rya
39,360 ft`
21.6010 ca OK
90 %
Y (Y or N)
N (Y or N)
5.58 (unitless)
Y (Y or N)
182,115 It'I OK
40,954 ft' OK
4.40 ft OK
4.5 ft OK
T N _ _(Y or N)
It,
ft`
ft�
ft
�ft
-- ft
Y (Y or N)
3.00 in
in'
0.60 (unitless)
0.75 It
N (Y or N)
(unitless)
(unitless)
-� n
_ft
20.46 ft3/sec OK
0.75 ft9/sec OK
0.211 sec
3.10 days OK, draws down in 2-5 days.
y UlQWUUYY:: III 110 VCUya BY :I VI:1 VAIRIUMu VcrIUt: Uy II WItl Mali Q:Idn Udy.
n k,.,,:....,
_ 3 :1 OK
10 :1 OK
10.0 It OK
_ :1
:1
Y (Y or N) OK
ft
N (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
PUMP OUT
Paris .. S :I. Design Surr. nary, Page 2 of 2

9
! F
S Ak z
0^ slow Co.
39, Q S
# Jo,:-� 3.11 Ac al Ca , 36 Ac LA ' 5 9 A
D, o S 4- Z.? ooq y 'r,,,
4 G. o S ,- o, o0 9 y y, O
i 0,63
P,OT v s (1. 5'') - (D. 63)' - %�� �► -.)6 & ' y3s 6d
WDA
f F
j To fd va.Qeav� g' - a s Ll_ 'i 5 /J
J
iTV - [31,,7,67+19,$Q.
T V I , + 767 +- 3g3 6a I
i > orsq q ))7 q
Wq
I � _
T v 7b7'' 4' C 3Sj01 + 6�2 s b, Sj Sofa;. 975 I.
f

a
f 3a, At 3
.w,� .5�1-ara-t�..,Q• F
i
00yjolq G-P)�
V e r y l .J.5 I0
►, = -vs A = E Q /f 65k)'-J
, 06 , — 5 V 96 7P7-3 ; 17.E oo = Os 3 D� 4o,
A o. 3 6 - (a
75W
A 0.- 077 't
Q s _ 10 q, b I f i-3 � y 13 Ens
e -roe
�1, .�•,- CAI-)
3
1
as-lr7
WQ55
f`C5S
2, 4 610
35
Shc1
Al s14
11111'=.
(10
36
37
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ya j
3ah16
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38
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a7,SoS
35si3.
L.e1)
i 365
04D
ao, .543
316db
1-95)
31
31 717
C.q3)
RS
1-311
35,01D
4446�-o,bra
yo
41s1
39,251
_Z4 1'
'f9145
0.14)
I q2
_41115
S1 SSo
51 S50
Lt. 1 S}
M3
Ny
S3
y l
5:3 3-)i
S'� {
0-:11)
CI.31)

Type.... Vol: Elev-Area Page 1.01
Name.... JACK50NPOND
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Title... POND1
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
(sq.in) (acres)
(acres)
(ac-ft)
(ac-ft)
------------------------------------------------------------------------
33.00
----- .5200
.0000
.000
.000
34.00
----- .5800
1.6492
.550
.550
35.00
----- .6400
1.8293
.610
1.159
36.00
----- .7000
2.0093
.670
1.829
37.00
----- .7600
2.1894
.730
2.559
38.00
----- .8300
2.3842
.795
3.354
38.50
----- .8600
2.5349
.422
3.776
39.00
----- .9400
2.6991
.450
4.226
39.50
----- 1.0300
2.9540
.492
4.718
40.00
----- 1.0600
3.1349
.522
5.241
41.00
----- 1.1400
3.2993
1.100
6.341
42.00
----- 1.1800
3.4798
1.160
-7.5M
43.00
----- 1.2200
3.5998
1.200
8.701
44.00
----- 1.3100
3.7942
1.265
9.965
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Areal))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:54:08 Date: 09/03/2008

140
H
S& cN
Ac-
Gr I:2. S A, 13 6R
SOJ2,
Go A
so--.�,�,
mac" C iV 7 1. Sq
cM= 7z
q..2 A,
6 . 1 z Ac,
3,7 a , _ 20A CJS
Too = 7 Q,0 = 6 3. S- (As
110 — 10 d , go= 1 b S, -i $ Gff,
{
e
t 0,
r r 6, 7A,
16,aAc.
.W2,, +c. =:r S,��
41 0.1S c-PS
0.0 = 2-1.71
4,00 _ 73A vfs
S G GAl
�� q8
CN = S y. 81
C/V = S 5'
A
36 N I It°p � `�1, xS
�6 �� LF 21i" OF 36,8b' ' 'e 31,q'
� 31'
301
Toe 4. 00, q 4Aj 11
35500

r
S•cr�
I
T.�O ti1.15
s� x y, 39'
r 3l,02443
jj 6) x )Olz s ►, y t
V T =0. y Z -Av 3
6 S, 6 6`� 3.a. 71 P-r'
7 f J t'l -46 -�. q yes = ti g 2 fE 6 Its
11

PREDEVELOPED

Job File: F:\PROJECTS\808-07\PONDPACK\PREDEVELOPED.PPW
Rain Dir: C:\HAESTAD\PPKW\RAINFALL\
JOB TITLE
PREDEVELOPED FOR JACKSONVILLE
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

Table of Contents
i
Table of Contents
*************s******** MASTER SUMMARY **********************
Watershed....... Master Network Summary ............. 1.01
*************** NETWORK SUMMARIES (DETAILED) ***************
Watershed....... 1 yr
Executive Summary (Nodes) .......... 2.01
Watershed....... 10yr
Executive Summary (Nodes) .......... 2.02
Watershed....... 100yr
Executive Summary (Nodes) .......... 2.03
****************** DESIGN STORMS SUMMARY *******************
Storms 10...... Design Storms ...................... 3.01
Storms 10...... 100yr
Design Storms ...................... 3.02
********************** RAINFALL DATA *******s***************
TypeIII 24hr.... 1 yr
Synthetic Curve .................... 4.01
TypeIII 24hr.... 10yr
Synthetic Curve 4.03
TypeIII 24hr.... 100yr
Synthetic Curve .................... 4.05
******************** RUNOFF HYDROGRAPHS ********************
JACKSONVILLE.... 1 yr
SCS Unit Hyd. Summary .............. 5.01
S/N: 621605606A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

Table of Contents
ii
Table of Contents (continued)
JACKSONVILLE.... 10yr
SCS Unit Hyd. Summary .............
5.02
JACKSONVILLE.... 100yr
SCS Unit Hyd. Summary 5.03
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

Type.... Master Network Summary
Name.... Watershed
File.... F:\PROJECTS\808-07\PONDPACK\PREDEVELOPED.PPW
MASTER DESIGN STORM SUMMARY
Default Network Design Storm File, ID JACK.RNQ
Total
Depth
Rainfall
Return Event
------------
in
------
Type
----------------
100yr
10.0000
Synthetic Curve
10yr
7.0000
Synthetic Curve
1 yr
3.7000
Synthetic Curve
Page 1.01
Storms 10
RNF File RNF ID
SCSTYPES TypeIII 24hr
SCSTYPES TypeIII 24hr
SCSTYPES TypeIII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Storage
Node ID Type Event ac-ft Trun
----------------- ---- ------ ----------
Max
Qpeak Qpeak Max WSEL Pond
hrs cfs ft ac-ft
JACKSONVILLE
AREA
100yr
8.649
12.1000
105.78
JACK50NVILLE
AREA
10yr
5.105
12.1000
63.52
JACKSONVILLE
AREA
lyr
1.672
12.1000
20.46
*OUTFALL
JCT
100yr
8.649
12.1000
105.78
*OUTFALL
JCT
10yr
5.105
12.1000
63.52
*OUTFALL
JCT
lyr
1.672
12.1000
20.46
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

Type.... Executive Summary (Nodes) Page 2.01
Name.... Watershed Event: lyr
File.... F:\PROJECTS\808-07\PONDPACK\PREDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 1 yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = JACK.RNQ Storms 10
Storm Tag Name = 1 yr
Description: lyr
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = lyr yr
Total Rainfall Depth= 3.7000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun. hrs cfs ft
JACK50NVILLE AREA 1.672 12.1000 20.46
Outfall OUTFALL JCT 1.672 12.1000 20.46
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

Type.... Executive Summary (Nodes) Page 2.02
Name.... Watershed Event: 10yr
File.... F:\PROJECTS\808-07\PONDPACK\PREDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 10yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left'& Rt)
DEFAULT Design Storm File,ID = JACK.RNQ Storms 10
Storm Tag Name = 10yr
Description: 10yr
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SC5TYPES.RNF TypeIII 24hr
Storm Frequency = 10yr yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun. hrs cfs ft
JACKSONVILLE AREA 5.105 12.1000 63.52
Outfall OUTFALL JCT 5.105 12.1000 63.52
5/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

Type.... Design Storms Page 3.01
Name.... Storms 10
File.... C:\HAE5TAD\PPKW\RAINFALL\JACK.RNQ
Title... PREDEVELOPED FOR JACKSONVILLE
DESIGN STORMS SUMMARY
Design Storm File,ID = JACK.RNQ Storms 10
Storm Tag Name = 100yr
Description: 100yr
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 100yr yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10yr
Description: 10yr
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SC5TYPES.RNF TypeIII 24hr
Storm Frequency = 10yr yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 1 yr
Description: 1yr
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = lyr yr
Total Rainfall Depth= 3.7000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
n
I
r
r
S/N: 621605BO6A8F CPT Engineering
i PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008
1

Type.... Design Storms Page 3.02
Name.... Storms 10 Event: 100yr
File.... C:\HAESTAD\PPKW\RAINFALL\JACK.RNQ
Storm... TypeIII 24hr Tag: 100yr
DESIGN STORMS SUMMARY
Design Storm File,ID = JACK.RNQ Storms 10
Storm Tag Name = 100yr
Description: 100yr
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 100yr yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10yr
Description: 10yr
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 10yr yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 1 yr
Description: lyr
-------------------------------------------- -------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = lyr yr
Total Rainfall Depth= 3.7000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
I
I
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

Type.... Synthetic Curve Page 4.01
Name.... TypeIII 24hr Tag: 1 yr
File.... C:\HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF
Title... lyr
CUMULATIVE RAINFALL FRACTIONS
Time
Output
Time increment = .1000 hrs
hrs
Time on left
represents
time for first
value
in each row.
--------- --------------------------------------------------------------
.0000 j
.000
.001
.002
.003
.004
.5000
.005
.006
.007
.008
.009
1.0000
.010
.011
.012
.013
.014
1.5000
.015
.016
.017
.018
.019
2.0000
.020
.021
.022
.023
.024
2..5000
.025
.026
.027
.028
.030
3.0000
.031
.032
.033
.034
.035
3.5000
.037
.038
.039
.040
.042
4.0000
.043
.044
.046
.047
.048
4.5000
.050
.051
.052
.054
.055
5.0000
.057
.058
.060
.061
.063
5.5000
.064
.066
.067
.069
.070
6.0000
.072
.074
.075
.077
.079
6.5000
.081
.083
.084
.086
.088
7.0000
.091
.093
.095
.097
.099
7.5000
.102
.104
.106
.109
.111
8.0000
.114
.117
.119
.122
.125
8.5000
128
.132
.135
.138
.142
9.0000
.146
.150
.153
.158
.162
9.5000
.166
.170
.175
.179
.184
10.0000
.189
.194
.199
.205
.211
10.5000
.217
.223
.229
.236
.243
11.0000
.250
.258
.266
.276
.287
11.5000
.298
.314
.339
.373
.416
12.0000
.500
.584
.627
.661
.686
12.5000
.702
.713
.724
.734
.742
13.0000
.750
.757
.764
.771
.777
13.5000 !
.784
.789
.795
.801
.806
14.0000
.811
.816
.821
.825
.830
14.5000
.834
.838
.842
.847
.850
15.0000
.854
.858
.862
.865
.868
15.5000
.872
.875
.878
.881
.883
16.0000
.886
.889
.891
.894
.896
16.5000
.898
.901
.903
.905
.907
17.0000
.910
.912
.914
.916
.918
17.5000
.919
.921
.923
.925
.926
18.0000 j
.928
.930
.931
.933
.934
18.5000
.936
.937
.939
.940
.942
19.0000
.943
.945
.946
.948
.949
19.5000
.950
.952
.953
.954
.956
20.0000
.957
.958
.960
.961
.962
20.5000
.963
.965
.966
.967
.968
21.0000
.969
.971
.972
.973
.974
21.5000
.975
.976
.977
.979
.980
22.0000
.981
.982
.983
.984
.985
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

Type.... Synthetic Curve
Name.... TypeIII 24hr Tag: 1 yr
File.... C:\HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF
Title... lyr
Time
hrs
22.5000
23.0000
23.5000
24.0000
Page 4.02
CUMULATIVE RAINFALL FRACTIONS
Output
Time increment
= .1000 hrs
Time on left
represents time
for first value
in each row.
--------------------------------------------------------------
.986
.987
.988 .989
.990
.991
.992
.993 .994
.995
.996
.997
.997 .998
.999
1.000
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

Type.... Synthetic Curve Page 4.03
Name.... TypeIII 24hr Tag: 10yr
File.... C:\HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF
Title... 10yr
CUMULATIVE RAINFALL FRACTIONS
Time
Output
Time increment
= .1000 hrs
hrs
Time on left
represents time
for first
value
in each row.
--------- --------------------------------------------------------------
.0000 j
.000
.001
.002
.003
.004
.5000
.005
.006
.007
.008
.009
1.0000
.010
.011
.012
.013
.014
1.5000
.015
.016
.017
.018
.019
2.0000
.020
.021
.022
.023
.024
2.5000
.025
.026
.027
.028
.030
3.0000
.031
.032
.033
.034
.035
3.5000
.037
.038
.039
.040
.042
4.0000
.043
.044
.046
.047
.048
4.5000
.050
.051
.052
.054
.055
5.0000
.057
.058
.060
.061
.063
5.5000
.064
.066
.067
.069
.070
6.0000
.072
.074
.075
.077
.079
6.5000
.081
.083
.084
.086
.088
7.0000
.091
.093
.095
.097
.099
7.5000
.102
.104
:106
.109
.111
8.0000
.114
.117
.119
.122
.125
8.5000
.128
.132
.135
.138
.142
9.0000
.146
.150
.153
.158
.162
9.5000
.166
.170
.175
.179
.184
10.0000
.189
.194
.199
.205
.211
10.5000
.217
.223
.229
.236
.243
11.0000
.250
.258
.266
.276
.287
11.5000
.298
.314
.339
.373
.416
12.0000
.500
.584
.627
.661
.686
12.5000
.702
.713
.724
.734
.742
13.0000
.750
.757
.764
.771
.777
13.5000
.784
.789
.795
.801
.806
14.0000
.811
.816
.821
.825
.830
14.5000
.834
.838
.842
.847
.850
15.0000
.854
.858
.862
.865
.868
15.5000
.872
.875
.878
.881
.883
16.0000
.886
.889
.891
.894
.896
16.5000
.898
.901
.903
.905
.907
17.0000
.910
.912
.914
.916
.918
17.5000
.919
.921
.923
.925
.926
18.0000
.928
.930
.931
.933
.934
18.5000
-936
.937
.939
.940
.942
19.0000
943
.945
.946
.948
.949
19.5000
.950
.952
.953
.954
.956
20.0000
.957
.958
.960
.961
.962
20.5000
.963
.965
.966
.967
.968
21.0000
.969
.971
.972
.973
.974
21.5000
.975
.976
.977
.979
.980
22.0000
.981
.982
.983
.984
.985
SIN: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

Type.... Synthetic Curve
Name.... TypeIII 24hr Tag: 10yr
File.... C:\HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF
Title... 10yr
Time
hrs
22.5000
23.0000
23.5000
24.0000
Page 4.04
CUMULATIVE RAINFALL FRACTIONS
Output
Time increment
= .1000 hrs
Time on left
--------------------------------------------------------------
represents time
for first value
in each row.
.986
.987
.988 .989
.990
.991
.992
.993 .994
.995
.996
.997
.997 .998
.999
1.000
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

Type....
Synthetic Curve
Page 4.05
Name....
TypeIII 24hr
Tag: 100yr
File....
C:\HAESTAD\PPKW\RAINFALL\5CSTYPE5.RNF
Title...
100yr
CUMULATIVE RAINFALL
FRACTIONS
Time
Output
Time increment = .1000 hrs
hrs
Time on left
represents time for first
value
in each row.
---------
.0000
--------------------------------------------------------------
j .000
.001
.002
.003
.004
.5000
.005
.006
.007
.008
.009
1.0000
.010
.011
.012
.013
.014
1.5000
.015
.016
.017
.018
.019
2.0000
.020
.021
.022
.023
.024
2.5000
.025
.026
.027
.028
.030
3.0000
.031
.032
.033
.034
.035
3.5000
.037
.038
.039
.040
.042
4.0000
.043
.044
.046
.047
.048
4.5000
.050
.051
.052
.054
.055
5.0000
.057
.058
.060
.061
.063
5.5000
.064
.066
.067
.069
.070
6.0000
.072
.074
.075
.077
.079
6.5000
.081
.083
.084
.086
.088
7.0000
.091
.093
.095
.097
.099
7.5000
.102
.104
.106
.109
.111
8.0000
.114
.117
.119
.122
.125
8.5000
.128
.132
.135
.138
.142
9.0000
.146
.150
.153
.158
.162
9.5000
.166
.170
.175
.179
.184
10.0000
.189
.194
.199
.205
.211
10.5000
.217
.223
.229
.236
.243
11.0000
.250
.258
.266
.276
.287
11.5000
.298
.314
.339
.373
.416
12.0000
.500
.584
.627
.661
.686
12.5000
.702
.713
.724
.734
.742
13.0000
.750
.757
.764
.771
.777
13.5000
I 784
.789
.795
.801
.806
14.0000
.811
.816
.821
.825
.830
14.5000
834
.838
.842
.847
.850
15.0000
.854
.858
.862
.865
.868
15.5000
872
.875
.878
.881
.883
16.0000
.886
.889
.891
.894
.896
16.5000
.898
.901
.903
.905
.907
17.0000
.910
.912
.914
.916
.918
17.5000
919
.921
.923
.925
.926
18.0000
.928
.930
.931
.933
.934
18.5000
.936
.937
.939
.940
.942
19.0000
.943
.945
.946
.948
.949
19.5000
.950
.952
.953
.954
.956
20.0000
.957
.958
.960
.961
.962
20.5000
.963
.965
.966
.967
.968
21.0000
.969
.971
.972
.973
.974
21.5000
.975
.976
.977
.979
.980
22.0000
.981
.982
.983
.984
.985
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

Type.... Synthetic Curve
Name.... TypeIII 24hr Tag: 100yr
File.... C:\HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF
Title... 100yr
Time
hrs
22.5000
23.0000
23.5000
24.0000
Page 4.06
CUMULATIVE RAINFALL FRACTIONS
Output
Time increment
= .1000 hrs
Time on left
represents time
for first
value
in each row.
--------------------------------------------------------------
.986
.987
.988
.989
.990
.991
.992
.993
.994
.995
.996
.997
.997
.998
.999
1.000
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

Type.... SCS Unit Hyd. Summary Page 5.01
Name.... JACKSONVILLE Tag: 1 yr Event: 1yr
File.... F:\PROJECTS\808-07\PONDPACK\PREDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 1 yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: lyr year storm
Duration = 24.0000 hrs Rain Depth = 3.7000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = F:\PROJECTS\808-07\PONDPACK\
HYG File - ID = - JACKSONVILLE 1 yr
Tc (Min. Tc) = .0833 hrs
Drainage Area = 16.000 acres Runoff CN= 72
--------------------------------------------
--------------------------------------------
Computational Time Increment = .01111 hrs
Computed Peak Time = 12.1174 hrs
Computed Peak Flow = 20.68 cfs
Time Increment for HYG File = .0250 hrs
Peak Time, Interpolated Output = 12.1000 hrs
Peak Flow, Interpolated Output = 20.46 cfs
DRAINAGE AREA
ID:None Selected
CN = 72
Area = 16.000 acres
S = 3.8889 in
0.2S = .7778 in
Cumulative Runoff
-------------------
1.2537 in
1.672 ac-ft
HYG Volume... 1.672 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.08330
hrs (ID: None Selected)
Computational Incr,
Tm =
.01111
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
217.63
cfs
Unit
peak time
Tp =
.05553
hrs
Unit
receding limb,
Tr =
.22213
hrs
Total
unit time,
Tb =
.27767
hrs
SIN: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

Type.... SCS Unit Hyd. Summary Page 5.02
Name.... JACKSONVILLE Tag: 10yr Event: 10yr
File.... F:\PROJECTS\808-07\PONDPACK\PREDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 10yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10yr year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = F:\PROJECTS\808-07\PONDPACK\
HYG File - ID = - JACKSONVILLE 10yr
Tc (Min. Tc) = .0833 hrs
Drainage Area = 16.000 acres Runoff CN= 72
--------------------------------------------
Computational Time Increment = .01111 hrs
Computed Peak Time = 12.1063 hrs
Computed Peak Flow = 63.74 cfs
Time Increment for HYG File = .0250 hrs
Peak Time, Interpolated Output = 12.1000 hrs
Peak Flow, Interpolated Output = 63.52 cfs
--------------------------------------------
DRAINAGE AREA
ID:None Selected
CN = 72
Area = 16.000 acres
S = 3.8889 in
0.25 = .7778 in
Cumulative Runoff
-------------------
3.8291 in
5.105 ac-ft
HYG Volume... 5.105 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.08330
hrs (ID: None Selected)
Computational Incr,
Tm =
.01111
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.669.8
(solved from K = .7491)
Unit
peak,
qp =
217.63
cfs
Unit
peak time
Tp =
.05553
hrs
Unit
receding limb,
Tr =
.22213
hrs
Total
unit time,
Tb =
.27767
hrs
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

Type.... SCS Unit-Hyd. Summary Page 5.03
Name.... JACKSONVILLE Tag: 100yr Event: 100yr
File.... F:\PROJECTS\808-07\PONDPACK\PREDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 100yr
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100yr year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = 5CSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = F:\PROJECTS\808-07\PONDPACK\
HYG File - ID = - JACK50NVILLE 100yr
Tc (Min. TO = .0833 hrs
Drainage Area = 16.000 acres Runoff CN= 72
Computational Time Increment = .01111 hrs
Computed Peak Time = 12.1063 hrs
Computed Peak Flow = 105.96 cfs
Time Increment for HYG File = .0250 hrs
Peak Time, Interpolated Output = 12.1000 hrs
Peak Flow, Interpolated Output = 105.78 cfs
--------------------------------------------
--------------------------------------------
DRAINAGE AREA
ID:None Selected
CN = 72
Area = 16.000 acres
5 = 3.8889 in
0.25 = .7778 in
Cumulative Runoff
-------------------
6.4868 in
8.649 ac-ft
HYG Volume... 8.649 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.08330
hrs (ID: None Selected)
Computational Incr,
Tm =
.01111
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
217.63
cfs
Unit
peak time
Tp =
.05553
hrs
Unit
receding limb,
Tr =
.22213
hrs
Total
unit time,
Tb =
.27767
hrs
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

Appendix A
A-1
Index of Starting Page Numbers for ID Names
----- J -----
JACKSONVILLE 1 yr... 5.01, 5.02,
5.03
----- S -----
Storms 10... 3.01, 3.02
----- T -----
TypeIII 24hr 1 yr... 4.01, 4.03,
4.05
----- W -----
Watershed... 1.01, 2.01, 2.02, 2.03
S/N: 621605B06A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 10:48:53 Date: 09/03/2008

POSTDEVELOPED

Job File: F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Rain Dir: C:\HAESTAD\PPKW\RAINFALL\
--------------------------
--------------------------
JOB TITLE
--------------------------
--------------------------
POSTDEVELOPED FOR JACKSONVILLE
S/N: 621605B06A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Table of Contents
i
Table of Contents
*********************s MASTER SUMMARY
Watershed....... Master Network Summary 1.01
*************** NETWORK SUMMARIES (DETAILED) ***************
Watershed....... 1YR
Executive Summary (Nodes) .......... 2.01
Watershed....... 10YR
Executive Summary (Nodes) .......... 2.02
Watershed....... 100YR
Executive Summary (Nodes) .......... 2.03
****************** DESIGN STORMS SUMMARY *******************
STORMS.......... Design Storms ...................... 3.01
RAINFALL DATA ***********************
TypeIII 24hr.... 1YR
Synthetic Curve 4.01
TypeIII 24hr.... IOYR
Synthetic Curve .................... 4.03
TypeIII 24hr.... 100YR
Synthetic Curve .................... 4.05
******************** RUNOFF HYDROGRAPHS
JACKSONVILLE.... 1YR
SCS Unit Hyd. Summary .............. 5.01
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Table of Contents
Table of Contents (continued)
JACKSONVILLE.... IOYR
SCS Unit Hyd. Summary 5.02
JACKSONVILLE.... 100YR
SCS Unit Hyd. Summary .............. 5.03
************************ TIME VS.VOL **********************
POND OUT 10YR
Time vs. Volume .................... 6.01
*********************** POND VOLUMES ***********************
JACKSONPOND..... Vol: Elev-Area ..................... 7.01
******************** OUTLET STRUCTURES *********************
ROUTE........... Outlet Input Data 8.01
Individual Outlet Curves ........... 8.04
Composite Rating Curve ............. 8.15
*********************** POND ROUTING ***********************
POND............ Pond E-V-Q Table ................... 9.01
POND IN 10YR
Node: Pond Inflow Summary .......... 9.04
POND OUT 1YR
Pond Routing Summary ............... 9.09
Pond Routed HYG (total out) ........ 9.10
POND OUT 100YR
Pond Routing Summary ............... 9.19
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Master Network Summary
Name.... Watershed
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
MASTER DESIGN STORM SUMMARY
Default Network Design Storm File, ID NEWBERN.RNQ STORMS
Total
Depth
Rainfall
Return Event
in
Type
100YR
10.0000
Synthetic Curve
10YR
7.0000
Synthetic Curve
1YR
3.7000
Synthetic Curve
Page 1.01
RNF File RNF ID
SCSTYPES TypeIII 24hr
SCSTYPES TypeIII 24hr
SCSTYPES TypeIII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond
Storage
Node ID
-----------------
Type
----
Event
------
ac-ft Trun
---------- --
hrs
---------
cfs
--------
ft
--------
ac-ft
-----------
JACKSONVILLE
AREA
100
YR
10.874
12.1000
125.39
JACKSONVILLE
AREA
10
YR
7.004
12.1000
83.06
JACKSONVILLE
AREA
1
YR
2.922
12.1000
36.14
*OUTLET
JCT
100
YR
9.205
12.2000
73.06
*OUTLET
JCT
10
YR
5.370
12.4000
27.77
*OUTLET
JCT
1
YR
1.366
19.0750
.75
POND
IN
POND
100
YR
10.874
12.1000
125.39
POND
IN
POND
10
YR
7.004
12.1000
83.06
POND
IN
POND
1
YR
2.922
12.1000
36.14
POND
OUT
POND
100
YR
9.205
12.2000
73.06
43.05
8.767
POND
OUT
POND
10
YR
5.370
12.4000
27.77
42.17
7.701
POND
OUT
POND
1
YR
1.366
19.0750
.75
41.28
6.657
S/N: 621605B06A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/20,08

Type.... Executive Summary (Nodes) Page 2.0-1
Name.... Watershed Event: 1 YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 1YR
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NEWBERN.RNQ STORMS
Storm Tag Name = 1YR
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 1 YR yr
Total Rainfall Depth= 3.7000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
Type
ac-ft
Trun. hrs
cfs ft
-----------------
JACKSONVILLE
----
AREA
----------
2.922
-----------
12.1000
-----------------
36.14
Outfall OUTLET
JCT
1.366
19.0750
.75
POND IN
POND
2.92.2
12.1000
36.14
POND OUT
POND
1.366
19.0750
.75 41.28
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Executive Summary (Nodes) Page 2.02
Name.... Watershed Event: 10 YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 10YR
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NEWBERN.RNQ STORMS
Storm Tag Name = 10YR
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 10 YR yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
Type
ac-ft
Trun. hrs
cfs ft
-----------------
JACKSONVILLE
AREA
----------
7.004
-----------
12.1000
-----------------
83.06
Outfall OUTLET
JCT
5.370
12.4000
27.17
POND IN
POND
7.004
12.1000
83.06
POND OUT
POND
5.370
12.4000
27.77 42.17
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Executive Summary (Nodes) Page 2.03
Name.... Watershed Event: 100 YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 100YR
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = NEWBERN.RNQ STORMS
Storm Tag Name = 100YR
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 100 YR yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol Qpeak
Qpeak Max WSEL
Node ID
Type
ac-ft Trun. hrs
cfs ft
JACKSONVILLE
AREA
10.874 12.1000
125.39
Outfall OUTLET
JCT
9.205 12.2000
73.06
POND IN
POND
10.874 12.1000
125.39
POND OUT
POND
9.205 12.2000
73.06 43.05
S/N: 621605BO6A8F
CPT Engineering
PondPack Ver. 7.5 (765)
Compute Time: 11:08:47
Date: 09/03/2008

Type.... Design Storms Page 3.01
Name.... STORMS
File.... C:\HAESTAD\PPKW\RAINFALL\NEWBERN.RNQ
Title... POSTDEVELOPED FOR JACKSONVILLE
DESIGN STORMS SUMMARY
Design Storm File,ID = NEWBERN.RNQ STORMS
Storm Tag Name = 100YR
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 100 YR yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10YR
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 10 YR yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 1YR
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeIII 24hr
Storm Frequency = 1 YR yr
Total Rainfall Depth= 3.7000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Synthetic Curve
Name.... TypeIII 24hr Tag: 1YR
File.... C:\HAESTAD\PPKW\RAINFALL\SCSTYPE5.RNF
CUMULATIVE RAINFALL FRACTIONS
Page 4.01
Time
Output
Time increment
= .1000 hrs
hrs
Time on left
represents time
for first
value
in each row.
--------- --------------------------------------------------------------
.0000
.000
.001
.002
.003
.004
.5000 j
.005
.006
.007
.008
.009
1.0000
.010
.011
.012
.013
.014
1.5000
.015
.016
.017
.018
.019
2.0000
.020
.021
.022
.023
.024
2.5000
.025
.026
.027
.028
.030
3.0000
.031
.032
.033
.034
.035
3.5000
.037
.038
.039
.040
.042
4.0000
.043
.044
.046
.047
.048
4.5000
.050
.051
.052
.054
.055
5.0000
.057
.058
.060
.061
.063
5.5000
.064
.066
.067
.069
.070
6.0000
.072
.074
.075
.077
.079
6.5000
.081
.083
.084
.086
.088
7.0000
.091
.093
.095
.097
.099
7.5000
.102
.104
.106
.109
.111
8.0000
.114
.117
.119
.122
.125
8.5000
.128
.132
.135
.138
.142
9.0000
.146
.150
.153
.158
.162
9.5000
.166
.170
.175
.179
.184
10.0000
.189
.194
.199
.205
.211
10.5000
.217
.223
.229
.236
.243
11.0000
.250
.258
.266
.276
.287
11.5000 0
.298
.314
.339
.373
.416
12.0000
.500
.584
.627
.661
.686
12.5000
.702
.713
.724
.734
.742
13.0000
.750
.757
.764
.771
.777
13.5000
.784
.789
.795
.801
.806
14.0000
.811
.816
.821
.825
.830
14.5000
.834
.838
.842
.847
.850
15.0000
.854
.858
.862
.865
.868
15.5000
872
.875
.878
.881
.883
16.0000
.886
.889
.891
.894
.896
16.5000
.898
.901
.903
.905
.907
17.0000
.910
.912
.914
.916
.918
17.5000
.919
.921
.923
.925
.926
18.0000
.928
.930
.931
.933
.934
18.5000
.936
.937
.939
.940
.942
19.0000
.943
.945
.946
.948
.949
19.5000
.950
.952
.953
.954
.956
20.0000
.957
.958
.960
.961
.962
20.5000
.963
.965
.966
.967
.968
21.0000
.969
.971
.972
.973
.974
21.5000
.975
.976
.977
.979
.980
22.0000
.981
.982
.983
.984
.985
22.5000
.986
.987
.988
.989
.990
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Synthetic Curve Page 4.02
Name.... TypeIII 24hr Tag: 1YR
File.... C:\HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF
CUMULATIVE RAINFALL FRACTIONS
Time
Output
Time increment
= .1000 hrs
hrs
--------- --------------------------------------------------------------
Time on left
represents time
for first value in each row.
23.0000
.991
.992
.993 .994 .995
23.5000 I
.996
.997
.997 .998 .999
24.0000
1.000
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Synthetic Curve
Name.... TypeIII 24hr Tag: 10YR
File.... C:\HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF
CUMULATIVE RAINFALL FRACTIONS
Page 4.03
Time I
Output
Time increment
= .1000 hrs
hrs I
---------I--------------------------------------------------------------
Time on left
represents time
for first
value
in each row.
.0000 I
.000
.001
.002
.003
.004
.5000 I
.005
.006
.007
.008
.009
1.0000 I
.010
.011
.012
.013
.014
1.5000 I
.015
.016
.017
.018
.019
2.0000 I
.020
.021
.022
.023
.024
2.5000 I
.025
.026
.027
.028
.030
3.0000 I
.031
.032
.033
.034
.035
3.5000 I
.037
.038
.039
.040
.042
4.0000 I
.043
.044
.046
.047
.048
4.5000 I
.050
.051
.052
.054
.055
5.0000 I
.057
.058
.060
.061
.063
5.5000 I
.064
.066
.067
.069
.070
6.0000 I
.072
.074
.075
.077
.079
6.5000 I
.081
.083
.084
.086
.088
7.0000 I
.091
.093
.095
.097
.099
7.5000 I
.102
.104
.106
.109
.111
8.0000 I
.114
.117
.119
.122
.125
8.5000 I
.128
.132
.135
.138
.142
9.0000 I
.146
.150
.153
.158
.162
9.5000 I
.166
.170
.175
.179
.184
10.0000 I
.189
.194
.199
.205
.211
10.5000 I
.217
.223
.229
.236
.243
11.0000 I
.250
.258
.266
.276
.287
11.5000 I
.298
.314
.339
.373
.416
12.0000 I
.500
.584
.627
.661
.686
12.5000 I
702
.713
.724
.734
.742
13.0000 I
.750
.757
.764
.771
.777
13.5000 I
.784
.789
.795
.801
.806
14.0000 I
.811
.816
.821
.825
.830
14.5000 I
.834
.838
.842
.847
.850
15.0000 I
.854
.858
.862
.865
.868
15.5000 I
.872
.875
.878
.881
.883
16.0000 I
.886
.889
.891
.894
.896
16.5000 I
.898
.901
.903
.905
.907
17.0000 I
.910
.912
.914
.916
.918
17.5000 I
.919
.921
.923
.925
.926
18.0000 I
.928
.930
.931
.933
.934
18.5000 I
.936
.937
.939
.940
.942
19.0000 I
.943
.945
.946
.948
.949
19.5000 I
.950
.952
.953
.954
.956
20.0000 I
.957
.958
.960
.961
.962
20.5000 I
.963
.965
.966
.967
.968
21.0000 I
.969
.971
.972
.973
.974
21.5000 I
.975
.976
.977
.979
.980
22.0000 I
.981
.982
.983
.984
.985
22.5000 I
.986
.987
.988
.989
.990
S/N: 621605606A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Synthetic Curve Page 4.04
Name.... TypeIII 24hr Tag: 10YR
File.... C:\HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF
CUMULATIVE RAINFALL FRACTIONS
Time
Output
Time increment
= .1000 hrs
hrs
--------- --------------------------------------------------------------
Time on left
represents time
for first value in each row.
23.0000
.991
.992
.993 .994 '995
23.5000
996
.997
.997 .998 .999
24.0000
1.000
SIN: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Synthetic Curve
Name.... TypeIII 24hr Tag: 100YR
File..... C:\HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF
Page 4.05
CUMULATIVE RAINFALL
FRACTIONS
Time (
Output
Time increment = .1000 hrs
hrs (
---------(--------------------------------------------------------------
Time on left
represents time for first,
value
in each row.
.0000 (
.000
.001
.002
.003
.004
.5000 f
.005
.006
.007
.008
.009
1.0000 (
.010
.011
.012
.013
.014
1.5000 (
.015
.016
.017
.018
.019
2.0000 (
.020
.021
.022
.023
.024
2.5000 (
.025
.026
.027
.028
.030
3.0000 (
.031
.032
.033
.034
.035
3.5000 (
.037
.038
.039
.040
.042
4.0000 (
.043
.044
.046
.047
.048
4.5000 (
.050
.051
.052
.054
.055
5.0000 (
.057
.058
.060
.061
.063
5.5000 (
.064
.066
.067
.069
.070
6.0000 (
.072
.074
.075
.077
.079
6.5000 (
.081
.083
.084
.086
.088
7.0000 (
.091
.093
.095
.097
.099
7.5000 (
.102
.104
.106
.109
.111
8.0000 (
.114
.117
.119
.122
.125
8.5000 (
.128
.132
.135
.138
.142
9.0000 (
.146
.150
.153
.158
.162
9.5000 (
.166
.170
.175
.179
.184
10.0000 (
.189
.194
.199
.205
.211
10.5000 (
.217
.223
.229
.236
.243
11.0000 (
.250
.258
.266
.276
.287
11.5000 (
.298
.314
.339
.373
.416
12.0000 (
.500
.584
.627
.661
.686
12.5000 (
.702
.713
.724
.734
.742
13.0000 (
.750
.757
.764
.771
.777
13.5000 (
.784
.789
.795
.801
.806
14.0000 (
.811
.816
.821
825
.830
14.5000 (
.834
.838
.842
.847
.850
15.0000 (
.854
.858
.862
.865
.868
15.5000 (
.872
.875
.878
.881
.883
16.0000 (
.886
.889
.891
.894
.896
16.5000 (
.898
.901
.903
.905
.907
17.0000 (
.910
.912
.914
.916
.918
17.5000 (
.919
.921
.923
.925
.926
18.0000 (
.928
.930
.931
.933
.934
18.5000 (
.936
.937
.939
.940
.942
19.0000 (
.943
.945
.946
.948
.949
19.5000 (
.950
.952
.953
.954
.956
20.0000 (
.957
.958
.960
.961
.962
20.5000 (
.963
.965
.966
.967
.968
21.0000 (
.969
.971
.972
.973
.974
21.5000 (
.975
.976
.977
.979
.980
22.0000 (
.981
.982
.983
.984
.985
22.5000 (
.986
.987
.988
.989
.990
S/N: 621605B06ASF CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Synthetic Curve
Name.... TypeIII 24hr Tag: 100YR
File.... C:\HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF
CUMULATIVE RAINFALL FRACTIONS
Page 4.06
Time j
Output
Time increment
= .1000 hrs
hrs j
---------j -------------------------------------------------------------
Time on left
represents time
for first value in each row.
23.0000 j
.991
.992
.993 .994 .995
23.5000 j
.996
.997
.997 .998 .999
24.0000 i
1.000
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... SCS Unit Hyd. Summary Page 5.01
Name.... JACKSONVILLE Tag: 1YR Event: 1 YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 1YR
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 YR year storm
Duration = 24.0000 hrs Rain Depth = 3.7000 in
Rain Dir C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SC5TYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = F:\PROJECTS\808-07\PONDPACK\
HYG File - ID = - JACKSONVILLE 1YR
Tc (Min. Tc) _ .0833 hrs
Drainage Area = 16.000 acres Runoff CN= 85
Computational Time Increment = .01111 hrs
Computed Peak Time = 12.1063 hrs
Computed Peak Flow = 36.23 cfs
Time Increment for HYG File = .0250 hrs
Peak Time, Interpolated Output = 12.1000 hrs
Peak Flow, Interpolated Output = 36.14 cfs
DRAINAGE AREA
ID:None Selected
CN = 85
Area = 16.000 acres
S = 1.7647 in
0.2S = .3529 in
Cumulative Runoff
-------------------
2.1916 in
2.922 ac-ft
HYG Volume... 2.922 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.08330
hrs (ID: None Selected)
Computational Incr,
Tm =
.01111
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
217.63
cfs
Unit
peak time
Tp =
.05553
hrs
Unit
receding limb,
Tr =
.22213
hrs
Total
unit time,
Tb =
.27767
hrs
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... SCS Unit Hyd. Summary Page 5.02
Name.... JACKSONVILLE Tag: 10YR Event: 10 YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 10YR
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 YR year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = F:\PROJECTS\808-07\PONDPACK\
HYG File - ID = - JACKSONVILLE 10YR
Tc (Min. TO = .0833 hrs
Drainage Area = 16.000 acres Runoff CN= 85
--------------------------------------------
--------------------------------------------
Computational Time Increment = .01111 hrs
Computed Peak Time = 12.1063 hrs
Computed Peak Flow = 83.08 cfs
Time Increment for HYG File = .0250 hrs
Peak Time, Interpolated Output = 12.1000 hrs
Peak Flow, Interpolated Output = 83.06 cfs
--------------------------------------------
--------------------------------------------
DRAINAGE AREA
ID:None Selected
CN = 85
Area = 16.000 acres
S = 1.7647 in
0.25 = .3529 in
Cumulative Runoff
-------------------
5.2526 in
7.003 ac-ft
HYG Volume... 7.004 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.08330
hrs (ID:
None Selected)
Computational
Incr,
Tm =
.01111
hrs = 0.20000
Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
217.63
cfs
Unit
peak time
Tp =
.05553
hrs
Unit
receding limb,
Tr =
.22213
hrs
Total
unit time,
'Ib =
.27767
hrs
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... SCS Unit Hyd. Summary Page 5.03
Name.... JACKSONVILLE Tag: 100YR Event: 100 YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 100YR
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 YR year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = C:\HAESTAD\PPKW\RAINFALL\
Rain File -ID = SCSTYPES.RNF - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = F:\PROJECTS\808-07\PONDPACK\
HYG File - ID = - JACKSONVILLE 100YR
Tc (Min. Tc) = .0833 hrs
Drainage Area = 16.000 acres Runoff CN= 85
Computational Time Increment _ .01111 hrs
Computed Peak Time = 12.0952 hrs
Computed Peak Flow = 125.44 cfs
Time Increment for HYG File = .0250 hrs
Peak Time, Interpolated Output = 12.1000 hrs
Peak Flow, Interpolated Output = 125.39 cfs
DRAINAGE AREA
ID:None Selected
CN = 85
Area = 16.000 acres
S = 1.7647 in
0.2S = .3529 in
Cumulative Runoff
-------------------
8.1552 in
10.874 ac-ft
HYG Volume... 10.874 ac-ft (area under HYG curve)
***** UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.08330
hrs (ID: None Selected)
Computational Incr,
Tm =
.01111
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
217.63
cfs
Unit
peak time
Tp =
.05553
hrs
Unit
receding limb,
Tr =
.22213
hrs
iotai
unit time,
Tb =
.27767
hrs
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Time vs. Volume
Name.... POND OUT Tag: 10YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 10YR
TIME vs. VOLUME (ac-ft)
Page 6.01
Event: 10 YR
Time
Output Time
increment =
.0250 hrs
hrs
--------- --------------------------------------------------------------
Time on left
represents time for first
value in
each row.
4.6000
4.226
4.226
4.226
4.226
4.226
4.7250
4.226.
4.226
4.226
4.226
4.226
4.8500
4.227
4.227
4.227
4.227
4.227
4.9750
4.227
4.227
4.227
4.227
4.228
5.1000
4.228
4.228
4.228
4.228
4.229
5.2250
4.229
4.229
4.229
4.229
4.230
5.3500
4.230
4.230
4.230
4.231
4.231
5.4750
4.231
4.232
4.232
4.232
4.233
5.6000
4.233
4.233
4.234
4.234
4.235
5.7250
4.235
4.235
4.236
4.236
4.237
5.8500
4.237
4.238
4.238
4.239
4.239
5.9750
4.240
4.240
4.241
4.241
4.242
6.1000
4.242
4.243
4.243
4.244
4.245
6.2250
4.245
4.246
4.246
4.247
4.248
6.3500
4.249
4.249
4.250
4.251
4.251
6.4750
4.252
4.253
4.254
4.255
4.255
6.6000
4.256
4.257
4.258
4.259
4.260
6.7250
4.261
4.262
4.263
4.264
4.265
6.8500 j
4.266
4.267
4.268
4.269
4.270
6.9750
4.271
4.272
4.274
4.275
4.276
7.1000
4.277
4.278
4.280
4.281
4.282
7.2250
4.283
4.285
4.286
4.288
4.289
7.3500
4.290
4.292
4.293
4.295
4.296
7.4750
4.298
4.299
4.301
4.303
4.304
7.6000
4.306
4.308
4.309
4.311
4.313
7.7250
4.314
4.316
4.318
4.320
4.322
7.8500
4.324
4.325
4.327
4.329
4.331
7.9750
4.333
4.335
4.337
4.340
4.342
8.1000
4.344
4.346
4.348
4.351
4.353
8.2250
4.355
4.358
4.360
4.363
4.365
8.3500
4.368
4.370
4.373
4.376
4.378
8.4750
4.381
4.384
4.387
4.390
4.393
8.6000
4.396
4.399
4.402
4.405
4.408
8.7250
4.412
4.415
4.418
4.422
4.425
8.8500
4.429
4.433
4.436
4.440
4.444
8.9750
4.448
4.451
4.455
4.459
4.463
9.1000
4.468
4.472
4.476
4.480
4.484
9.2250
4.488
4.492
4.497
4.501
4.505
9.3500
4.510
4.515
4.519
4.524
4.529
9.4750
4.534
4.538
4.543
4.548
4.553
9.6000
4.559
4.564
4.569
4.574
4.580
9.7250
4.585
4.591
4.597
4.602
4.608
9.8500
4.614
4.620
4.626
4.632
4.638
9.9750
4.644
4.650
4.657
4.663
4.670
10.1000
4.676
4.683
4.690
4.697
4.704
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (76.5) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Time vs. Volume
Name.... POND OUT Tag: 10YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 10YR
TIME vs. VOLUME (ac-ft)
Page 6.02
Event: 10 YR
Time
Output Time increment =
.0250 hrs
hrs
Time on left
represents
time for first
value in
each row.
--------- --------------------------------------------------------------
10.2250
4.711
4.718
4.725
4.733
4.740
10.3500
4.748
4.756
4.763
4.771
4.779
10.4750
4.788
4.796
4.804
4.813
4.822
10.6000
4.830
4.839
4.848
4.858
4.867
10.7250
4.876
4.886
4.896
4.906
4.916
10.8500
4.926
4.936
4.947
4.957
4.968
10.9750
4.979
4.990
5.001
5.012
5.023
11.1000
5.035
5.047
5.060
5.073
5.086
11.2250
5.100
5.114
5.129
5.144
5.159
11.3500
5.175
5.192
5.209
5.226
5.244
11.4750
5.262
5.281
5.300
5.322
5.345
11.6000
5.371
5.399
5.431
5.468
5.508
11.7250
5.552
5.599
5.653
5.711
5.772
11.8500
5.838
5.909
5.986
6.069
6.169
11.9750
6.294
6.439
6.596
6.758
6.920
12.1000
7.077
7.225
7.350
7.444
7.513
12.2250
7.567
7.608
7.639
7.663
7.681
12.3500
7.694
7.700
7.701
7.698
7.692
12.4750
7.680
7.664
7.647
7.628
7.607
12.6000
7.585
7.563
7.541
7.521
7.501
12.7250
7.482
7.463
7.446
7.428
7.412
12.8500
7.396
7.381
7.366
7.351
7.337
12.9750
7.324
7.310
7.298
7.285
7.273
13.1000
7.262
7.251
7.240
7.230
7.221
13.2250
7.212
7.203
7.195
7.187
7.179
13.3500
7.172
7.165
7.158
7.151
7.144
13.4750
7.138
7.132
7.126
7.120
7.114
13.6000
7.109
7.103
7.098
7.093
7.088
13.7250
7.083
7.078
7.074
7.069
7.065
13.8500
7.061
7.056
7.052
7.048
7.044
13.9750
7.040
7.036
7.032
7.029
7.025
14.1000
7.022
7.018
7.015
7.012
7.008
14.2250
7.005
7.002
7.000
6.997
6.994
14.3500
6.991
6.989
6.986
6.984
6.982
14.4750
6.979
6.977
6.975
6.973
6.971
14.6000
6.968
6.966
6.964
6.963
6.961
14.7250
6.959
6.957
6.955
6.953
6.952
14.8500
6.950
6.948
6.946
6.945
6.943
14.9750
6.941
6.940
6.938
6.937
6.935
15.1000
6.934
6.932
6.931
6.929
6.928
15.2250
6.926
6.925
6.923
6.922
6.920
15.3500
6.919
6.918
6.916
6.915
6.913
15.4750
6.912
6.910
6.909
6.907
6.906
15.6000
6.904
6.903
6.901
6.900
6.898
15.7250
6.896
6.895
6.893
6.891
6.890
15.8500
6.888
6.886
6.884
6.883
6.881
SIN: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47
Date: 09/03/2008

Type.... Time vs. Volume
Name.... POND OUT Tag: 10YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED-PPW
Storm... TypeIII 24hr Tag: 10YR
TIME vs. VOLUME (ac-ft)
Page 6.04
Event: 10 YR
Time
Output Time increment =
.0250 hrs
hrs j
---------j--------------------------------------------------------------
Time on left
represents
time for first
value in
each row.
21.7250 j
6.699
6.698
6.698
6.698
6.698
21.8500
6.698
6.697
6.697
6.697
6.697
21.9750
6.696
6.696
6.696
6.696
6.695
22.1000
6.695
6.695
6.695
6.694
6.694
22.2250
6.694
6.694
6.693
6.693
6.693
22.3500 j
6.693
6.692
6.692
6.692
6.692
22.4750 j
6.692
6.691
6.691
6.691
6.691
22.6000
6.690
6.690
6.690
6.690
6.690
22.7250
6.689
6.689
6.689
6.689
6.688
22.8500 j
6.688
6.688
6.688
6.687
6.687
22.9750
6.687
6.687
6.687
6.686
6.686
23.1000
6.686
6.686
6.685
6.685
6.685
23.2250
6.685
6.684
6.684
6.684
6.684
23.3500 j
6.684
6.683
6.683
6.683
6.683
23.4750 j
6.682
6.682
6.682
6.682
6.682
23.6000
6.681
6.681
6.681
6.681
6.680
23.7250 j
6.680
6.680
6.680
6.680
6.679
23.8500 j
6.679
6.679
6.679
6.678
6.678
23.9750 j
6.678
6.678
6.677
6.677
6.676
24.1000
6.674
6.672
6.670
6.669
6.667
24.2250
6.665
6.663
6.661
6.660
6.658
24.3500 j
6.657
6.655
6.654
6.652
6.651
24.4750
6.649
6.648
6.647
6.646
6.644
24.6000 j
6.643
6.642
6.641
6.640
6.639
24.7250
6.638
6.637
6.636
6.635
6.634
24.8500 j
6.633
6.632
6.631
6.631
6.630
24.97-50
6.629
6.628
6.627
6.627
6.626
25.1000 j
6.625
6.625
6.624
6.623
6.622
25.2250 j
6.622
6.621
6.620
6.620
6.619
25.3500 j
6.618
6.617
6.617
6.616
6.615
25.4750
6.615
6.614
6.613
6.612
6.612
25.6000
6.611
6.610
6.610
6.609
6.608
25.7250
6.608
6.607
6.606
6.605
6.605
25.8500
6.604
6.603
6.603
6.602
6.601
25.9750
6.600
6.600
6.599
6.598
6.598
26.1000 (
6.597
6.596
6.595
6.595
6.594
26.2250
6.593
6.593
6.592
6.591
6.590
26.3500
6.590
6.589
6.588
6.588
6.587
26.4750
6.586
6.586
6.585
6.584
6.583
26.6000 j
6.583
6.582
6.581
6.581
6.580
26.7250 j
6.579
6.578
6.578
6.577
6.576
26.8500 j
6.576
6.575
6.574
6.573
6.573
26.9750
6.572
6.571
6.571
6.570
6.569
27.1000
6.569
6.568
6.567
6.566
6.566
27.2250
6.565
6.564
6.564
6.563
6.562
27.3500
6.562
6.561
6.560
6.559
6.559
S/N: 621605BO,6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Time vs. Volume
Name.... POND OUT Tag: 10YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 10YR
TIME vs. VOLUME (ac-ft)
Page 6.05
Event: 10 YR
Time
Output Time increment =
.0250 hrs
hrs
Time on left
represents
time for first
value in
each row.
---- --
27.4750
i---------LL---------------------------------------------------
6.558
6.557
6.557
6.556
6.555
27.6000
6.554
6.554
6.553
6.552
6.552
27.7250
6.551
6.550
6.550
6.549
6.548
27.8500
6.547
6.547
6.546
6.545
6.545
27.9750
6.544
6.543
6.543
6.542
6.541
28.1000
6.540
6.540
6.539
6.538
6.538
28.2250
6.537
6.536
6.536
6.535
6.534
28.3500
6.533
6.533
6.532
6.531
6.531
28.4750
6.530
6.529
6.529
6.528
6.527
28.6000
6.527
6.526
6.525
6.524
6.524
28.7250
6.523
6.522
6.522
6.521
6.520
28.8500
6.520
6.519
6.518
6.517
6.517
28.9750
6.516
6.515
6.515
6.514
6.513
29.1000
6.513
6.512
6.511
6.510
6.510
29.2250
6.509
6.508
6.508
6.507
6.506
29.3500
6.506
6.505
6.504
6.504
6.503
29.4750
6.502
6.501
6.501
6.500
6.499
29.6000
6.499
6.498
6.497
6.497
6.496
29.7250
j 6.495
6.495
6.494
6.493
6.492
29.8500
6.492
6.491
6.490
6.490
6.489
29.9750
6.488
6.488
6.487
6.486
6.486
30.1000
6.485
6.484
6.483
6.483
6.482
30.2250
6.481
6.481
6.480
6.479
6.479
30.3500
6.478
6.477
6.477
6.476
6.475
30.4750
6.475
6.474
6.473
6.472
6.472
30.6000
6.471
6.470
6.470
6.469
6.468
30.7250
6.468
6.467
6.466
6.466
6.465
30.8500
6.464
6.464
6.463
6.462
6.461
30.9750
6.461
6.460
6.459
6.459
6.458
31.1000
6.457
6.457
6.456
6.455
6.455
31.2250
6.454
6.453
6.453
6.452
6.451
31.3500
6.451
6.450
6.449
6.448
6.448
31.4750
6.447
6.446
6.446
6.445
6.444
31.6000
6.444
6.443
6.442
6.442
6.441
31.7250
6.440
6.440
6.439
6.438
6.438
31.8500
6.437
6.436
6.435
6.435
6.434
31.9750
6.433
6.433
6.432
6.431
6.431
32.1000
6.430
6.429
6.429
6.428
6.427
32.2250
6.427
6.426
6.425
6.425
6.424
32.3500
6.423
6.423
6.422
6.421
6.421
32.4750
6.420
6.419
6.418
6.418
6.417
32.6000
6.416
6.416
6.415
6.414
6.414
32.7250
6.413
6.412
6.412
6.411
6.410
32.8500
6.410
6.409
6.408
6.408
6.407
32.9750
6..406
6.406
6.405
6.404
6.404
33.1000
6.403
6.402
6.402
6.401
6.400
S/N: 621605B06A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Time vs. Volume
Name.... POND OUT Tag: IOYR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 10YR
TIME vs. VOLUME (ac-ft)
Page 6.06
Event: 10 YR
Time
Output Time
increment =
.0250 hrs
hrs
Time on left
represents time for first
value in
each row.
---------j--------------------------------------------------------------
33.2250
6.400
6.399
6.398
6.397
6.397
33.3500
6.396
6.395
6.395
6.394
6.393
33.4750
6.393
6.392
6.391
6.391
6.390
33.6000
6.389
6.389
6.388
6.387
6.387
33.7250
6.386
6.385
6.385
6.384
6.383
33.8500
6.383
6.382
6.381
6.381
6.380
33.9750
6.379
6.379
6.378
6.377
6.377
34.1000
6.376
6.375
6.375
6.374
6.373
34.2250
6.373
6.372
6.371
6.371
6.370
34.3500
6.369
6.369
6.368
6.367
6.367
34.4750
6.366
6.365
6.365
6.364
6.363
34.6000
6.363
6.362
6.361
6.361
6.360
34.7250
6.359
6.359
6.358
6.357
6.357
34.8500
6.356
6.355
6.355
6.354
6.353
34.9750
6.353
6.352
6.351
6.351
6.350
35.1000
6.349
6.349
6.348
6.347
6.347
35.2250
6.346
6.345
6.345
6.344
6.343
35.3500
6.343
6.342
6.341
6.341
6.340
35.4750
6.339
6.338
6.338
6.337
6.336
35.6000
6.336
6.335
6.334
6.334
6.333
35.7250
6.332
6.332
6.331
6.330
6.330
35.8500
6.329
6.328
6.328
6.327
6.326
35.9750
6.326
6.325
6.324
6.324
6.323
36.1000
6.322
6.322
6.321
6.320
6.320
36.2250
6.319
6.318
6.318
6.317
6.316
36.3500
6.316
6.315
6.314
6.314
6.313
36.4750
6.312
6.312
6.311
6.310
6.310
36.6000
6.309
6.308
6.308
6.307
6.306
36.7250
6.306
6.305
6.304
6.304
6.303
36.8500
6.302
6.302
6.301
6.300
6.300
36.9750
6.299
6.298
6.298
6.297
6.296
37.1000
6.296
6.295
6.294
6.294
6.293
37.2250
6.292
6.292
6.291
6.290
6.290
37.3500
6.289
6.288
6.288
6.287
6.286
37.4750
6.286
6.285
6.284
6.284
6.283
37.6000
6.282
6.282
6.281
6.280
6.280
37.7250
6.279
6.278
6.278
6.277
6.276
37.8500
6.276
6.275
6.274
6.274
6.273
37.9750
6.272
6.272
6.271
6.270
6.270
38.1000
6.269
6.268
6.268
6.267
6.267
38.2250
6.266
6.265
6.265
6.264
6.263
38.3500
6.263
6.262
6.261
6.261
6.260
38.4750
6.259
6.259
6.258
6.257
6.257
38.6000
6.256
6.255
6.255
6.254
6.253
38.7250
6.253
6.252
6.251
6.251
6.250
38.8500
6.249
6.249
6.248
6.247
6.247
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Time vs. Volume
Name.... POND OUT Tag: 10YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: IOYR
TIME vs. VOLUME (ac-ft)
Page 6.07
Event: 10 YR
Time
Output Time
increment =
.0250 hrs
hrs
---------E-------------
Time on left
represents time for first
value in
each row.
38.9750
-----.--.---
6.246
-
6.245
-------------------------
6.245
6.244
6.244
39.1000
6.243
6.242
6.242
6.241
6.240
39.2250
6.240
6.239
6.238
6.238
6.237
39.3500
6.236
6.236
6.235
6.234
6.234
39.4750
6.233
6.232
6.232
6.231
6.230
39.6000
6.230
6.229
6.228
6.228
6.227
39.7250
6.227
6.226
6.225
6.225
6.224
39.8500
6.223
6.223
6.222
6.221
6.221
39.9750
6.220
6.219
6.219
6.218
6.217
40.1000
6.217
6.216
6.215
6.215
6.214
40.2250
6.214
6.213
6.212
6.212
6.211
40.3500
6.210
6.210
6.209
6.208
6.208
40.4750
6.207
6.206
6.206
6.205
6.204
40.6000
6.204
6.203
6.203
6.202
6.201
40.7250
6.201
6.200
6.199
6.199
6.198
40.8500
6.197
6.197
6.196
6.195
6.195
40.9750
6.194
6.194
6.193
6.192
6.192
41.1000
6.191
6.190
6.190
6.189
6.188
41.2250
6.188
6.187
6.186
6.186
6.185
41.3500
6.185
6.184
6.183
6.183
6.182
41.4750
6.181
6.181
6.180
6.179
6.179
41.6000
6.178
6.177
6.177
6.176
6.176
41.7250
6.175
6.174
6.174
6.173
6.172
41.8500
6.172
6.171
6.170
6.170
6.169
41.9750
6.168
6.168
6.167
6.167
6.166
42.1000
6.165
6.165
6.164
6.163
6.163
42.2250
6.162
6.161
6.161
6.160
6.160
42.3500
6.159
6.158
6.158
6.157
6.156
42.4750
6.156
6.155
6.154
6.154
6.153
42.6000
6.153
6.152
6.151
6.151
6.150
42.7250
6.149
6.149
6.148
6.147
6.147
42.8500
6.146
6.146
6.145
6.144
6.144
42.9750
6.143
6.142
6.142
6.141
6.140
43.1000
6.140
6.139
6.139
6.138
6.137
43.2250
6.137
6.136
6.135
6.135
6.134
43.3500
6.134
6.133
6.132
6.132
6.131
43.4750
6.130
6.130
6.129
6.128
6.128
43.6000
6.127
6.127
6.126
6.125
6.125
43.7250
6.124
6.123
6.123
6.122
6.122
43.8500
6.121
6.120
6.120
6.119
6.118
43.9750
6.118
6.117
6.117
6.116
6.115
44.1000
6.115
6.114
6.113
6.113
6.112
44.2250
6.111
6.111
6.110
6.110
6.109
44.3500
6.108
6.108
6.107
6.106
6.106
44.4750 j
6.105
6.105
6.104
6.103
6.103
44.6000
6.102
6.101
6.101
6.100
6.100
S/N: 621605B06A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Time vs. Volume
Name.... POND OUT Tag: 10YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: lOYR
TIME vs. VOLUME (ac-ft)
Page 6.08
Event: 10 YR
Time
Output Time
increment =
.0250 hrs
hrs
Time on left
represents time for first
value in
each row.
---------j--------------------------------------------------------------
44.7250
6.099
6.098
6.098
6.097
6.096
44.8500
6.096
6.095
6.095
6.094
6.093
44.9750
6.093
6.092
6.091
6.091
6.090
45.1000
6.090
6.089
6.088
6.088
6.087
45.2250
6.086
6.086
6.085
6.085
6.084
45.3500
6.083
6.083
6.082
6.082
6.081
45.4750
6.080
6.080
6.079
6.078
6.078
45.6000
6.077
6.077
6.076
6.075
6.075
45.7250
6.074
6.073
6.073
6.072
6.072
45.8500
6.071
6.070
6.070
6.069
6.068
45.9750
6.068
6.067
6.067
6.066
6.065
46.1000
6.065
6.064
6.064
6.063
6.062
46.2250
6.062
6.061
6.060
6.060
6.059
46.3500
6.059
6.058
6.057
6.057
6.056
46.4750
6.055
6.055
6.054
6.054
6.053
46.6000
6.052
6.052
6.051
6.050
6.050
46.7250
6.049
6.049
6.048
6.047
6.047
46.8500
6.046
6.045
6.045
6.044
6.044
46.9750
6.043
6.042
6.042
6.041
6.040
47.1000
6.040
6.039
6.039
6.038
6.037
47.2250
6.037
6.036
6.035
6.035
6.034
47.3500
6.034
6.033
6.032
6.032
6.031
47.4750
6.030
6.030
6.029
6.029
6.028
47.6000
6.027
6.027
6.026
6.026
6.025
47.7250
6.024
6.024
6.023
6.022
6.022
47.8500
6.021
6.021
6.020
6.019
6.019
47.9750 I
6.018
6.017
6.017
6.016
6.016
48.1000
6.015
6.014
6.014
6.013
6.013
48.2250
6.012
6.011
6.011
6.010
6.009
48.3500
6.009
6.008
6.008
6.007
6.006
48.4750
6.006
6.005
6.004
6.004
6.003
48.6000
6.003
6.002
6.001
6.001
6.000
48.7250
6.000
5.999
5.998
5.998
5.997
48.8500
5.997
5.996
5.995
5.995
5.994
48.9750
5.993
5.993
5.992
5.992
5.991
49.1000
5.990
5.990
5.989
5.989
5.988
49.2250
5.987
5.987
5.986
5.985
5.985
49.3500
5.984
5.984
5.983
5.982
5.982
49.4750
5.981
5.981
5.980
5.979
5.979
49.6000
5.978
5.978
5.977
5.976
5.976
49.7250
5.975
5.974
5.974
5.973
5.973
49.8500
5.972
5.971
5.971
5.970
5.970
49.9750
5.969
5.968
5.968
5.967
5.967
50.1000
5.966
5.965
5.965
5.964
5.964
50.2250
5.963
5.962
5.962
5.961
5.960
50.3500
5.960
5.959
5.959
5.958
5.957
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Time vs. Volume
Name.... POND OUT Tag: 10YR
File.... F:\PROJECTS\808-07\PONDPACK\PO5TDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 10YR
TIME vs. VOLUME (ac-ft)
Page 6.09
Event: 10 YR
Time j
Output Time
increment =
.0250 hrs
hrs j
---------j--------------------------------------------------------------
Time on left
represents time for first
value in
each row.
50.4750 j
5.957
5.956
5.956
5.955
5.954
50.6000 j
5.954
5.953
5.953
5.952
5.951
50.7250 j
5.951
5.950
5.950
5.949
5.948
50.8500 j
5.948
5.947
5.947
5.946
5.945
50.9750 j
5.945
5.944
5.944
5.943
5.942
51.1000 j
5.942
5.941
5.941
5.940
5.939
51.2250 j
5.939
5.938
5.938
5.937
5.936
51.3500 j
5.936
5.935
5.935
5.934
5.933
51.4750 j
5.933
5.932
5.932
5.931
5.930
51.6000 j
5.930
5.929
5.929
5.928
5.927
51.7250 j
5.927
5.926
5.926
5.925
5.924
51.8500 j
5.924
5.923
5.923
5.922
5.921
51.9750 j
5.921
5.920
5.920
5.919
5.918
52.1000 j
5.918
5.917
5.917
5.916
5.915
52.2250 j
5.915
5.914
5.914
5.913
5.912
52.3500 j
5.912
5.911
5.911
5.910
5.909
52.4750 j
5.909
5.908
5.908
5.907
5.906
52.6000 j
5.906
5.905
5.905
5.904
5.903
52.7250 j
5.903
5.902
5.902
5.901
5.901
52.8500 j
5.900
5.899
5.899
5.898
5.898
52.9750 j
5.897
5.896
5.896
5.895
5.895
53.1000 j
5.894
5.893
5.893
5.892
5.892
53.2250 j
5.891
5.890
5.890
5.889
5.889
53.3500 j
5.888
5.887
5.887
5.886
5.886
53.4750 j
5.885
5.885
5.884
5.883
5.883
53.6000 j
5.882
5.882
5.881
5.880
5.880
53.7250 j
5.879
5.879
5.878
5.877
5.877
53.8500 j
5.876
5.876
5.875
5.875
5.874
53.9750 j
5.873
5.873
5.872
5.872
5.871
54.1000 j
5.870
5.870
5.869
5.869
5.868
54.2250 j
5.867
5.867
5.866
5.866
5.865
54.3500 j
5.865
5.864
5.863
5.863
5.862
54.4750 j
5.862
5.861
5.860
5.860
5.859
54.6000 j
5.859
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Outlet Input Data Page 8.02
Name.... ROUTE
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = EW
Structure Type = Weir -Rectangular
------------------------------------
# of Openings = 1
Crest Elev. = 42.50 ft
Weir Length = 30.00 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjustment equation)
Structure ID
= RS
Structure Type
------------------------------------
= Stand Pipe
# of Openings
= 1
Invert Elev.
= 41.25
ft
Diameter
= 3.0000
ft
Orifice Area
= 7.0686
sq.ft
Orifice Coeff.
_ .600
Weir Length
= 9.42
ft
Weir Coeff.
= 3.300
K, Submerged
= .000
K, Reverse
= 1.000
Kb,Barrel
= .000000
(per ft of full flow)
Barrel Length
= .00
ft
Mannings n
= .0000
Structure ID = OR
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 39.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Outlet Input Data
Name.... ROUTE
Page 8.03
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
OUTLET STRUCTURE INPUT DATA
Structure 1D
= CV
Structure Type
------------------------------------
= Culvert -Circular
No. Barrels
= 1
Barrel Diameter
= 2.0000
ft
Upstream Invert
= 36.86
ft
Dnstream Invert
= 36.40
ft
Horiz. Length
= 46.00
ft
Barrel Length
= 46.00
ft
Barrel Slope
= .01000
ft/ft
OUTLET CONTROL DATA...
Mannings n
= .0130
Ke
= .5000
Kb
= .012411
Kr
= .5000
HW Convergence
= .001
INLET CONTROL DATA.
Equation form =
1
Inlet Control K =
.0078
Inlet Control M =
2.0000
Inlet Control c =
.03790
Inlet Control Y =
.6900
T1 ratio (HW/D) =
1.131
T2 ratio (HW/D) =
1.291
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 39.12 ft ---> Flow = 15.55 cfs
At T2 Elev = 39.44 ft ---> Flow = 17.77 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.10
cfs
Max.
Q
tolerance =
.10
cfs
S/N: 621605B06A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Individual Outlet Curves
Name.... ROUTE
Page 8.04
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = EW (Weir -Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
----------------
WS Elev. Q
ft cfs
33.00
33.25
33.50
33.75
34.00
34.25
34.50
34.75
35.00
35.25
35.50
35.75
36.00
36.25
36.50
36.75
36.86
37.00
37.25
37.50
37.75
38.00
38.25
38.50
38.75
39.00
39.25
39.50
39.75
40.00
40.25
40.50
40.75
41.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
Tail Water
TW Elev Converge
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall W
Free Outfall W
Free Outfall W
Free Outfall W
Free Outfall W
Free Outfall W
Free Outfall W
Notes
Computation Messages
WS below an invert; no flow.
W5 below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
45 below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
15 below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
W5 below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
W5 below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
W5 below an invert; no flow.
WS below an invert; no flow.
W5 below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
W5 below an invert; no flow.
WS below an invert; no flow.
S below an invert; no flow.
S below an invert; no flow.
S below an invert; no flow.
S below an invert; no flow.
S below an invert; no flow.
S below an invert; no flow.
5 below an invert; no flow.
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Individual Outlet Curves
Name.... ROUTE
Page 8.05
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = EW (Weir -Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
----------------
WS Elev. Q
ft cfs
41.25
.00
41.50
.00
41.75
.00
42.00
.00
42.25
.00
42.50
.00
42.75
11.25
43.00
31.82
43.25
58.46
43.50
90.00
43.75
125.78
44.00
165.34
Tail Water
TW Elev Converge
ft +/-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
--------------------------
Computation Messages
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
H=.25; Htw=.00; Qfree=11.25;
H=.50; Htw=.00; Qfree=31.82;
H=.75; Htw=.00; Qfree=58.46:
H=1.00; Htw=.00; Qfree=90.00;
H=1.25; Htw=.00; Qfree=125.78:
H=1.50; Htw=.00; Qfree=165.34;
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Individual Outlet Curves
Name.... ROUTE
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Page 8.06
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RS
(Stand Pipe)
Upstream
ID = (Pond Water Surface)
DNstream
ID = CV
(Culvert -Circular)
Pond WS.
Device
(into)
Converge
Next DS HGL Q SUM
DS Chan.
TW
Elev.
Q
HW HGL
DS HGL
DS HGL Error Error
TW
Error
ft
--------
cfs
--------
ft
-------
ft
ft +/-ft +/-cfs
ft
+/-ft
33.00
.00
...
--------
...
------- ------ ------
... ... ...
-------
Free
-------
Outfall
WS
below
an invert;
no flow.
33.25
.00
...
... ...
Free
Outfall
WS
below
an invert;
no flow.
33.SO
.00
...
Free
Outfall
WS
below
an invert;
no flow.
33.75
.00
...
Free
Outfall
WS
below
an invert;
no flow.
34.00
.00
...
...
... ...
Free
Outfall
WS
below
an invert;
no flow.
34.25
.00
...
...
Free
Outfall
WS
below
an invert;
no flow.
34.50
.00
...
... ... ...
Free
Outfall
WS
below
an invert;
no flow.
34.75
.00
...
...
...
Free
Outfall
WS
below
an invert;
no flow.
35.00
.00
...
...
...
Free
Outfall
WS
below
an invert;
no flow.
35.25
.00
...
... ...
Free
Outfall
WS
below
an invert;
no flow.
35.50
.00
...
...
... ...
Free
Outfall
WS
below
an invert;
no flow.
35.75
.00
...
...
Free
Outfall
WS
below
an invert;
no flow.
36.00
.00
...
...
... ...
Free
Outfall
WS
below
an invert;
no flow.
36.25
.00
...
...
...
Free
Outfall
WS
below
an invert;
no flow.
36.50
.00
...
...
Free
Outfall
WS
below
an invert;
no flow.
36.75
.00
...
Free
Outfall
WS
below
an invert;
no flow.
36.86
.00
...
Free
Outfall
WS
below
an invert;
no flow.
37.00
.00
...
Free
Outfall
WS
below an invert;
no flow.
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Individual Outlet Curves
Name.... ROUTE
Page 8.07
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = R5 (Stand Pipe)
Upstream ID = (Pond Water Surface)
DNstream ID = CV (Culvert -Circular)
Pond WS.
Device
(into)
Converge
Next
DS HGL Q SUM
DS Chan. TW
Elev.
Q
HW HGL
DS HGL
DS
HGL
Error Error
TW
Error
ft
--------
cfs
--------
ft
-------
ft
ft
+/-ft +/-cfs
- ft
+/-ft
37.25
.00
...
--------
-------
...
------ ------
... ...
-------
Free
-------
Outfall
WS
below
an
invert;
no
flow.
37.50
.00
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
37.75
.00
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
38.00
.00
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
38.25
.00
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
38.50
.00
...
Free
Outfall
WS
below
an
invert;
no
flow.
38.75
.00
...
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
39.00
.00
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
39.25
.00
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
39.50
.00
...
..
Free
Outfall
WS
below
an
invert;
no
flow.
39.75
.00
...
Free
Outfall
WS
below
an
invert;
no
flow.
40.00
.00
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
40.25
.00
...
...
...
...
Free
Outfall
W5
below
an
invert;
no
flow.
40.50
.00
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
40.75
.00
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
41.00
.00
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
41.25
.00
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
41.50
3.89
41.50
Free
37.98
.000 .000
Free
Outfall
Weir:
H =.25
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Individual Outlet Curves Page 8.08
Name.... ROUTE
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID
---------------------------------------
= RS (Stand Pipe)
Upstream ID
= (Pond Water
Surface)
DNstream ID
= CV (Culvert -Circular)
Pond WS.
Device
(into) Converge
Next
DS HGL Q SUM
DS Chan. TW
Elev.
Q
HW HGL DS HGL
DS HGL
Error Error
TW Error
ft
cfs
--------
ft
-------
ft
ft
+/-ft +/-cfs
ft +/-ft
--------
41.75
11.00
--------
41.75
Free
-------
38.83
------ ------
.000 .000
--------------
Free Outfall
Weir: H =.50
42.00
20.20
42.00
Free
39.85
.000 .000
Free Outfall,
Weir: H =.75
42.25
31.23
42.25
42.25
42.25
.000 .000
Free Outfall
DS HGL+Loss
> crest:
Flow set
to Downstream
outlet.
42.50
33.34
42.50
42.50
42.50
.000 .000
Free Outfall
DS HGL+Loss
> crest:
Flow set
to Downstream
outlet.
42.75
34.31
42.75
42.75
42.75
.000 .000
Free Outfall
DS HGL+Loss
> crest:
Flow set
to Downstream
outlet.
43.00
35.24
43.00
43.00
43.00
.000 .000
Free Outfall
DS HGL+Loss
> crest:
Flow set
to Downstream
outlet.
43.25
36.16
43.25
43.25
43.25
.000 .000
Free Outfall
DS HGL+Loss
> crest:
Flow set
to Downstream
outlet.
43.50
37.04
43.50
43.50
43.50
.000 .000
Free Outfall
DS HGL+Loss
> crest:
Flow set
to Downstream
outlet.
43.75
37.91
43.75
43.75
43.75
.000 .000
Free Outfall
DS HGL+Loss
> crest:
Flow set
to Downstream
outlet.
44.00
38.76
44.00
44.00
44.00
.000 .000
Free Outfall
DS HGL+Loss
> crest:
Flow set
to Downstream
outlet.
S/N: 621605B06A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Individual Outlet Curves Page 8.09
Name.... ROUTE
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = OR (Orifice -Circular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = CV (Culvert -Circular)
Pond WS.
Device
(into)
Converge
Next
DS HGL Q SUM
DS Chan. TW
Elev.
Q
HW HGL
DS HGL
DS
HGL
Error Error
TW
Error
ft
--------
cfs
--------
ft
-------
ft
ft
+/-ft +/-cfs
ft
+/-ft
33.00
.00
...
--------
...
-------
...
------ ------
... ...
-------
Free
-------
Outfall
WS
below
an
invert;
no
flow.
33.25
.00
...
...
... ...
Free
Outfall '
WS
below
an
invert;
no
flow.
33.50
.00
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
33.75
.00
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
34.00
.00
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
34.25
.00
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
34.50
.00
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
34.75
.00
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
35.00
.00
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
35.25
.00
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
35.50
.00
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
35.75
.00
Free
Outfall
WS
below
an
invert;
no
flow.
36.00
.00
...
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
36.25
.00
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
36.50
.00
...
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
36.75
.00
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
36.86
.00
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
37.00
.00
Free
Outfall
WS
below
an
invert;
no
flow.
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Individual Outlet Curves Page 8.10
Name.... ROUTE
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
RATING TABLE
FOR ONE
OUTLET TYPE
Structure
--------------------------------------
ID
= OR
(Orifice -Circular)
Upstream
ID
= (Pond Water
Surface)
DNstream
ID
= CV
(Culvert -Circular)
Pond W5.
Device
(into)
Converge
Next
DS HGL
Q SUM
DS Chan. TW
Elev.
Q
HW HGL
DS HGL
DS HGL
Error
Error
TW
Error
ft
cfs
ft
ft
ft
+/-ft
+/-cfs
ft
+/-ft
37.25
.00
...
...
...
...
Free
Outfall
WS below
an
invert;
no flow.
37.50
.00
...
...
...
...
Free
Outfall
WS below
an
invert;
no flow.
37.75
.00
...
...
...
Free
Outfall
WS below
an
invert;
no flow.
38.00
.00
...
...
...
...
...
Free
Outfall
W5 below
an
invert;
no flow.
38.25
.00
...
...
...
...
Free
Outfall
WS below
an
invert;
no flow.
38.50
.00
...
...
...
Free
Outfall
WS below
an
invert;
no flow.
38.75
.00
...
...
...
...
Free
Outfall
WS below
an
invert;
no flow.
39.00
.00
...
...
...
...
...
Free
Outfall
WS below
an
invert;
no flow.
39.25
.08
39.25
Free
37.01
.000
.000
Free
Outfall
H =.13
39.50
.14
39.50
Free
37.05
.000
.000
Free
Outfall
H =.38
39.75
.19
39.75
Free
37.08
.000
.000
Free
Outfall
H =.63
40.00
.22
40.00
Free
37.10
.000
.000
Free
Outfall
H =.88
40.25
.25
40.25
Free
37.12
.000
.000
Free
Outfall
H =1.13
40.SO
.28
40.50
Free
37.13
.000
.000
Free
Outfall
H =1.38
40.75
.30
40.75
Free
37.14
.000
.000
Free
Outfall
H =1.63
41.00
.32
41.00
Free
37.15
.000
.000
Free
Outfall
H =1.88
41.25
.34
41.25
Free
37.16
.000
.000
Free
Outfall
H =2.13
41.50
.36
41.50
Free
37.98
.000
.000
Free
Outfall
H =2.38
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Individual Outlet Curves Page 8.11
Name.... ROUTE
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
RATING TABLE FOR ONE OUTLET TYPE
'
Structure
ID = OR
(Orifice -Circular)
--------------------------------------
Upstream
ID =
(Pond Water Surface)
DNstream
ID = CV
(Culvert -Circular)
Pond WS.
Device
(into)
Converge
Next
D5 HGL
Q SUM
DS Chan. TW
Elev.
Q
HW HGL
DS HGL
DS HGL
Error
Error
TW Error
ft
--------
cfs
--------
ft
-------
ft
--------
ft
+/-ft
+/-cfs
ft +/-ft
+ 41.75
.38
41.75
Free
-------
38.83
------
.000
------
.000
--------------
Free Outfall
H =2.63
42.00
.35
42.00
39.86
39.85
.009
.000
Free Outfall
H =2.14
42.25
.00
42.25
42.25
42.25
.000
.000
Free Outfall
Full riser
flow.
Q=0 this
opening.
42.50
.00
42.50
42.50
42.50
.000
.000
Free Outfall
Full riser
flow.
Q=0 this
opening.
42.75
.00
42.75
42.75
42.75
.000
.000
Free Outfall
Full riser
flow.
Q=0 this
opening.
43.00
.00
43.00
43.00
43.00
.000
.000
Free Outfall
Full riser
flow.
Q=0 this
opening.
43.25
.00
43.25
43.25
43.25
.000
.000
Free Outfall
Full riser
flow.
Q=0 this
opening.
43.50
.00
43.50
43.50
43.50
.000
.000
Free Outfall
Full riser
flow.
Q=0 this
opening.
43.75
.00
43.75
43.75
43.75
.000
.000
Free Outfall
Full riser
flow.
Q=0 this
opening.
44.00
.00
44.00
44.00
44.00
.000
.000
Free Outfall
Full riser
flow.
Q=0 this
opening.
5/N: 621605B06A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type....
Individual Outlet Curves
Page 8.12
Name....
ROUTE
File....
F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CV
--------------------------------------
(Culvert -Circular)
Mannings
open channel maximum capacity: 24.33 cfs
Upstream
ID's= RS,
OR
DNstream
ID = TW (Pond Outfall)
Pond W5.
Device
(into)
Converge
Next DS HGL Q SUM
DS Chan. TW
Elev.
Q
HW HGL
DS HGL
DS HGL Error Error
TW
Error
ft
----------------
cfs
ft
-------
ft
ft +/-ft +/-cfs
ft
+/-ft
33.00
.00
...
--------
...
------- ------ ------
... ... ...
-------
Free
-------
Outfall
WS below
an invert;
no flow.
33.25
.00
...
...
Free
Outfall
WS below
an invert;
no flow.
33.50
.00
...
...
Free
Outfall
WS below
an invert;
no flow.
33.75
.00
...
Free
Outfall
WS below
an invert;
no flow.
34.00
.00
...
Free
Outfall
WS below
an invert;
no flow.
34.25
.00
...
...
... ...
Free
Outfall
WS below
an invert;
no flow.
34.50
.00
...
...
... ... ...
Free
Outfall
WS below
an invert;
no flow.
34.75
.00
...
Free
Outfall
WS below
an invert;
no flow.
35.00
.00
...
...
... ...
Free
Outfall
WS below
an invert;
no flow.
35.25
.00
...
...
Free
Outfall
WS below
an invert;
no flow.
35.50
.00
...
...
Free
Outfall
WS below
an invert;
no flow.
35.75
.00
...
...
...
Free
Outfall
WS below
an invert;
no flow.
36.00
.00
...
...
...
Free
Outfall
WS below
an invert;
no flow.
36.25
.00
...
...
Free
Outfall
WS below
an invert;
no flow.
36.50
.00
...
...
Free
Outfall
WS below
an invert;
no flow.
36.75
.00
...
...
Free
Outfall
WS below
an invert;
no flow.
36.86
.00
...
...
... ...
Free
Outfall
WS below
an invert;
no flow.
37.00
.00
36.86
Free
Free .000 .000
Free
Outfall
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Individual Outlet Curves Page 8.13
Name...,. ROUTE
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CV (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 24.33 cfs
UPstream ID's= RS, OR
DNstream ID = TW (Pond Outfall)
Pond WS.
Device
(into)
Converge
Next DS
HGL
Q SUM
DS Chan. TW
Elev.
Q
HW HGL
DS HGL
DS HGL Error
Error
TW Error
ft
cfs
ft
ft
ft +/-ft
+/-cfs
ft +/-ft
--------
37.25
--------
.00
-------
36.86
--------
Free
------- ------
Free
.000
------
.000
--------------
Free Outfall
37.50
.00
36.86
Free
Free
.000
.000
Free Outfall
37.75
.00
36.86
Free
Free
.000
.000
Free Outfall
38.00
.00
36.86
Free
Free
.000
.000
Free Outfall
38.25
.00
36.86
Free
Free
.000
.000
Free Outfall
38.50
.00
36.86
Free
Free
.000
.000
Free Outfall
38.75
.00
36.86
Free
Free
.000
.000
Free Outfall
39.00
.00
36.86
Free
Free
.000
.000
Free Outfall
39.25
.08
37.01
Free
Free
.000
.000
Free Outfall
CRIT.DEPTH
CONTROL
Vh= .033ft
Dcr=
.098ft
CRIT.DEPTH
39.50
.14
37.05
Free
Free
.000
.000
Free Outfall
CRIT.DEPTH
CONTROL
Vh= .044ft
Dcr=
.129ft
CRIT.DEPTH
39.75
.19
37.08
Free
Free
.000
.000
Free Outfall
CRIT.DEPTH
CONTROL
Vh= .050ft
Dcr=
.148ft
CRIT.DEPTH
40.00
.22
37.10
Free
Free
.000
.000
Free Outfall
CRIT.DEPTH
CONTROL
Vh= .054ft
Dcr=
.160ft
CRIT.DEPTH
40.25
.25
37.12
Free
Free
.000
.000
Free Outfall
CRIT.DEPTH
CONTROL
Vh= .058ft
Dcr=
.172ft
CRIT.DEPTH
40.50
.28
37.13
Free
Free
.000
.000
Free Outfall
CRIT.DEPTH
CONTROL
Vh= .061ft
Dcr=
.180ft
CRIT.DEPTH
40.75
.30
37.14
Free
Free
.000
.000
Free Outfall
CRIT.DEPTH
CONTROL
Vh= .064ft
Dcr=
.187ft
CRIT.DEPTH
41.00
.32
37.15
Free
Free
.000
.000
Free Outfall
CRIT.DEPTH
CONTROL
Vh= .066ft
Dcr=
.195ft
CRIT.DEPTH
41.25
.34
37.16
Free
Free
.000
.000
Free Outfall
CRIT.DEPTH
CONTROL
Vh= .068ft
Dcr=
.201ft
CRIT.DEPTH
41.50
4.25
37.98
Free
Free
.000
.000
Free Outfall
CRIT.DEPTH
CONTROL
Vh= .267ft
Dcr=
.724ft
CRIT.DEPTH
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Individual Outlet Curves Page 8.14
Name.... ROUTE
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CV (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 24.33 cfs
UPstream ID's= RS, OR
DNstream ID = TW (Pond Outfall)
Pond WS.
Device
(into) Converge Next
DS
HGL Q
SUM
DS Chan. TW
Elev.
Q
HW HGL DS HGL
DS HGL
Error
Error
TW
Error
ft
cfs
ft ft
ft
+/-ft
+/-cfs
ft
+/-ft
--------
41.75
--------
11.38
---------------
38.83 Free
-------
Free
------
------
.000
.000
-------
Free
-------
Outfall
CRIT.DEPTH CONTROL Vh= .509ft
Dcr= 1.211ft
CRIT.DEPTH
42.00
20.55
39.85 Free
Free
.000
.000
Free
Outfall
INLET CONTROL...
Submerged:
HW
=2.99
42.25
31.23
42.25 Free
Free
.000
.000
Free
Outfall
INLET CONTROL...
Submerged:
HW
=5.39
42.50
33.34
42.50 Free
Free
.000
.000
Free
Outfall
INLET CONTROL.:.
Submerged:
HW
=5.64
42.75
34.31
42.75 Free
Free
.000
.000
Free
Outfall
INLET CONTROL...
Submerged:
HW
=5.89
43.00
35.24
43.00 Free
Free
.000
.000
Free
Outfall
INLET CONTROL...
Submerged:
HW
=6.14
43.25
36.16
43.25 Free
Free
.000
.000
Free
Outfall
INLET CONTROL...
Submerged:
HW
=6.39
43.50
37.04
43.50 Free
Free
.000
.000
Free
Outfall
INLET CONTROL...
Submerged:
HW
=6.64
43.75
37.91
43.75 Free
Free
.000
.000
Free
Outfall
INLET CONTROL...
Submerged:
HW
=6.89
44.00
38.76
44.00 Free
Free
.000
.000
Free
Outfall
INLET CONTROL...
Submerged:
HW
=7.14
S/N: 621605B06A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Composite Rating Curve
Name.... ROUTE
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge
-------------------------
Elev.
Q
TW Elev Error
ft
cfs
ft +/-ft
Contributing
Structures
--------
33.00
-------
.00
--------
Free
-----
Outfall
--------------------------
(no
Q:
EW,RS,OR,CV)
33.25
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
33.50
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
33.75
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
34.00
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
34.25
.00
Free
Outfall
(no
Q:
EW,RS,OR"CV)
34.50
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
34.75
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
35.00
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
35.25
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
35.50
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
35.75
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
36.00
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
36.25
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
36.50
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
36.75
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
36.86
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
37.00
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
37.25
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
37.50
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
37.75
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
38.00
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
38.25
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
38.50
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
38.75
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
39.00
.00
Free
Outfall
(no
Q:
EW,RS,OR,CV)
39.25
.08
Free
Outfall
OR,CV
(no Q: EW,RS)
39.50
.14
Free
Outfall
OR,CV
(no Q: EW,RS)
39.75
.19
Free
Outfall
OR,CV
(no Q: EW,RS)
40.00
.22
Free
Outfall
OR,CV
(no Q: EW,RS)
40.25
.25
Free
Outfall
OR,CV
(no Q: EW,RS)
40.50
.28
Free
Outfall
OR,CV
(no Q: EW,RS)
40.75
.30
Free
Outfall
OR,CV
(no Q: EW,RS)
41.00
.32
Free
Outfall
OR,CV
(no Q: EW,RS)
41.25
.34
Free
Outfall
OR,CV
(no Q: EW,RS)
41.50
4.25
Free
Outfall
RS,OR,CV
(no Q: EW)
41.75
11.38
Free
Outfall
RS,OR,CV
(no Q: EW)
42.00
20.55
Free
Outfall
R5,OR,CV
(no Q: EW)
42.25
31.23
Free
Outfall
RS,CV
(no Q: EW,OR)
42.50
33.34
Free
Outfall
RS,CV
(no Q: EW,OR)
Page 8.15
S/N: 621605B06A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2-008

Type.... Composite Rating Curve
Name.... ROUTE
Page 8.16
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge
-------------------------
Elev.
Q
TW Elev Error
ft
cfs
ft +/-ft
Contributing
Structures
--------
42.75
-------
45.56
--------
Free
-----
Outfall
--------------------------
EW,RS,CV
(no
Q:
OR)
43.00
67.06
Free
Outfall
EW,RS,CV
(no
Q:
OR)
43.25
94.61
Free
Outfall
EW,RS,CV
(no
Q:
OR)
43.50
127.04
Free
Outfall
EW,RS,CV
(no
Q:
OR)
43.75
163.69
Free
Outfall
EW,RS,CV
(no
Q:
OR)
44.00
204.10
Free
Outfall
EW,RS,CV
(no
Q:
OR)
5/N: 621605806A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Pond E-V-Q Table Page 9.01
Name.... POND
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
LEVEL POOL ROUTING DATA
i HYG Dir = F:\PROJECTS\808-07\PONDPACK\
Inflow HYG file = NONE STORED - POND IN 100YR
Outflow HYG file = NONE STORED - POND OUT 100YR
Pond Node Data = POND
Pond Volume Data = JACKSONPOND
Pond Outlet Data = ROUTE
No Infiltration
INITIAL
CONDITIONS
----------------------------------
Starting
WS Elev =
39.00
ft
Starting
Volume =
4.226
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0250
hrs
Elevation
Outflow
Storage
Area
Infilt.
Q Total
2S/t + 0
ft
cfs
ac-ft
acres
cfs
cfs
cfs
------------------------------------------------------------------------------
33.00
.00
.000
.5200
.00
.00
.00
33.25
.00
.132
.5347
.00
.00
127.61
33.50
.00
.267
.5496
.00
.00
258.81
33.75
.00
.407
.5647
.00
.00
393.63
34.00
.00
.550
.5800
.00
.00
532.14
34.25
.00
.697
.5947
.00
.00
674.27
34.50
.00
.847
.6096
.00
.00
820.00
34.75
.00
1.001
.6247
.00
.00
969.35
35.00
.00
1.159
.6400
.00
.00
1122.38
35.25
.00
1.321
.6547
.00
.00
1279.04
35.50
.00
1.487
.6697
.00
.00
1439.29
35.75
.00
1.656
.6847
.00
.00
1603.17
36.00
.00
1.829
.7000
.00
.00
1770.72
36.25
.00
2.006
.7148
.00
.00
1941.91
36.50
.00
2.187
.7297
.00
.00
2116.68
36.75
.00
2.371
.7448
.00
.00
2295.09
36.86
.00
2.453
.7515
.00
.00
2374.75
37.00
.00
2.559
.7600
.00
.00
2477.16
37.25
.00
2.751
.7772
.00
.00
2663.16
37.50
.00
2.948
.7946
.00
.00
2853.35
37.75
.00
3.149
.8122
.00
.00
3047.77
38.00
.00
3.354
.8300
.00
.00
3246.47
38.25
.00
3.563
.8449
.00
.00
3449.14
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Pond E-V-Q Table
Name.... POND
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
LEVEL POOL ROUTING DATA
HYG Dir = F:\PROJECTS\808-07\PONDPACK\
Inflow HYG file = NONE STORED - POND IN 100YR
Outflow HYG file = NONE STORED - POND OUT 100YR
Pond Node Data = POND
Pond Volume Data = JACKSONPOND
Pond Outlet Data = ROUTE
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
39.00
ft
Starting
Volume =
4.226
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0250
hrs
Elevation
Outflow
Storage
Area
ft
cfs
ac-ft
acres
38.50
.00
3.776
.8600
38.75
.00
3.996
.8996
39.00
.00
4.226
.9400
39.25
.08
4.467
.9845
39.50
.14
4.718
1.0300
39.75
.19
4.978
1.0449
40.00
.22
5.241
1.0600
40.25
.25
5.508
1.0797
40.50
.28
5.781
1.0996
40.75
.30
6.058
1.1197
41.00
.32
6.341
1.1400
41.25
.34
6.627
1.1499
41.50
4.25
6.916
1.1599
41.75
11.38
7.207
1.1699
42.00
20.55
7.501
1.1800
42.25
31.23
7.797
1.1899
42.50
33.34
8.096
1.1999
42.75
45.56
8.397
1.2099
43.00
67.06
8.701
1.2200
43.25
94.61
9.008
1.2422
43.50
127.04
9.322
1.2646
43.75
163.69
9.641
1.2872
44.00
204.10
9.965
1.3100
Page 9.02
Infilt.
Q Total
2S/t + 0
cfs
cfs
cfs
-------------------------
.00
.00
3655.43
.00
.00
3868.32
.00
.00
4090.89
00
.08
4323.81
.00
.14
4567.61
.00
.19
4818.72
.00
.22
5073.45
.00
.25
5332.38
.00
.28
5596.10
.00
.30
5864.67
.00
.32
6138.11
.00
.34
6415.22
.00
4.25
6698.61
.00
11.38
6987.65
.00
20.55
7281.16
.00
31.23
7578.60
.00
33.34
7869.89
.00
45.56
8173.70
.00
67.06
8489.23
.00
94.61
8814.70
.00
127.04
9150.45
.00
163.69
9495.86
.00
204.10
9850.52
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Pond E-V-Q Table
Name.... POND
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
LEVEL POOL ROUTING DATA
HYG Dir = F:\PROJECTS\808-07\PONDPACK\
Inflow HYG file = NONE STORED - POND IN 100YR
Outflow HYG file = NONE STORED - POND OUT 100YR
Pond Node Data = POND
Pond Volume Data = JACKSONPOND
Pond Outlet Data = ROUTE
No Infiltration
INITIAL CONDITIONS
Page 9.03
Starting WS Elev = 39.00 ft
Starting Volume = 4.226 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0250 hrs
Elevation Outflow Storage Area Infilt. Q Total 25/t + 0
ft cfs ac-ft acres cfs cfs cfs
------------------------------------------------------------------------------
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/103/2008

Type.... Node: Pond Inflow Summary Page 9.04
Name.... POND IN Event: 10 YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 10YR
SUMMARY FOR HYDROGRAPH ADDITION
at Node: POND IN
HYG Directory: F:\PROJECTS\808-07\PONDPACK\
--------------------------------------------------------------------------
Upstream Link ID
Upstream Node ID HYG
file
HYG ID
HYG tag
--------------------------------------------------------------------------
ADD
--------------------------------------------------------------------------
--------------------------------------------------------------------------
JACKSONVILLE
JACKSONVILLE
10YR
INFLOWS TO:
POND
IN
----------------------------------------
Volume
Peak Time
Peak Flow
HYG file
HYG
ID HYG tag
ac-ft
hrs
cfs
--------------------------------------------------------------------------
JACKSONVILLE
lOYR
7.004
12.1000
83.06
TOTAL FLOW
INTO:
POND IN
----------------------------------------
Volume
Peak Time
Peak Flow
HYG file
HYG
ID HYG tag
ac-ft
hrs
cfs
--------------------------------------------------------------------------
POND
IN 10YR
7.004
12.1000
83.06
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Node: Pond Inflow Summary Page 9.05
Name.... POND IN Event: 10 YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 10YR
TOTAL NODE INFLOW...
HYG file =
HYG ID = POND IN
HYG Tag = 10YR
-----------------------------------
Peak Discharge = 83.06 cfs
Time to Peak = 12.1000 hrs
HYG Volume = 7.004 ac-ft
-----------------------------------
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0250 hrs
hrs
--------------------------------------------------------------
Time on
left represents
time for
first value
in each row.
---------
4.6000
.00
.00
.01
.01
.01
4.7250
.02
.02
.03
.03
.04
4.8500
.04
.04
.05
.05
.06
4.9750
.06
.07
.07
.08
.08
5.1000
.09
.09
.09
.10
.10
5.2250
.11
.11
.12
.12
.13
5.3500
.13
.14
.14
.15
.15
5.4750
.16
.16
.17
.17
.18
5.6000
.18
.18
.19
.20
.20
5.7250
.21
.21
.21
.22
.22
5.8500
.23
.24
.24
.25
.25
5.9750 j
.26
.26
.27
.27
.28
6.1000
.28
.29
.30
.30
.31
6.2250
.32
.32
.33
.34
.35
6.3500
.35
.36
.37
.38
.39
6.4750
.39
.40
.41
.42
.43
6.6000 I
.43
.44
.45
.46
.47
6.7250
.48
.49
.50
.50
.51
6.8500
.52
.53
.54
.55
.56
6.9750
.57
.58
.59
.60
.61
7.1000
.62
.63
.64
.65
.66
7.2250
.67
.68
.69
.70
.71
7.3500
.72
.74
.74
.75
.77
7.4750
.78
.79
.80
.81
.83
7.6000
.84
.85
.86
.87
.88
7.7250
.89
.91
.92
.93
.94
7.8500
96
.97
.98
.99
1.01
7.9750
1.02
1.03
1.04
1.06
1.08
8.1000
1.09
1.11
1.13
1.15
1.17
8.2250
1.19
1.21
1.24
1.26
1.27
8.3500
1.30
1.32
1.34
1.36
1.39
8.4750
1.41
1.43
1.45
1.48
1.51
8.6000
1.53
1.55
1.58
1.60
1.63
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type....
Node: Pond Inflow Summary
Page 9.06
Name....
POND IN
Event: 10 YR
File....
F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm...
TypeIII 24hr
Tag: IOYR
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0250 hrs
hrs
Time on
left represents
time for
first value
in each row.
---------
8.7250
--------------------------------------------------------------
1.65
1.67
1.70
1.72
1.74
8.8500
1.78
1.81
1.83
1.85
1.88
8.9750
1.91
1.93
1.96
1.99
2.02
9.1000
2.04
2.07
2.10
2.13
2.15
9.2250
2.18
2.21
2.25
2.27
2.29
9.3500
2.33
2.36
2.39
2.41
2.45
9.4750
2.48
2.51
2.53
2.57
2.60
9.6000
2.63
2.65
2.69
2.73
2.76
9.7250
2.78
2.82
2.85
2.88
2.91
9.8500
2.95
2.98
3.01
3.04
3.08
9.9750
3.11
3.14
3.17
3.22
3.27
10.1000
3.31
3.35
3.42
3.48
3.53
10.2250
3.57
3.64
3.71
3.75
3.80
10.3500
3.87
3.94
3.99
4.03
4.10
10.4750
4.18
4.23
4.27
4.35
4.42
10.6000
4.47
4.52
4.59
4.67
4.72
10.7250
4.77
4.85
4.92
4.97
5.03
10.8500
5.10
5.18
5.23
5.29
5.37
10.9750
5.45
5.50
5.58
5.73
5.89
11.1000
6.00
6.12
6.37
6.62
6.78
11.2250
6.93
7.20
7.46
7.62
7.79
11.3500
8.06
8.33
8.50
8.67
8.95
11.4750
9.23
9.42
9.89
11.12
12.42
11.6000
13.22
14.30
16.69
19.14
20.64
11.7250
22.11
24.78
27.45
29.10
30.71
11.8500
33.54
36.37
38.25
42.74
54.48
11.9750
66.90
74.40
78.41
80.74
82.19
12.1000
83.06
80.10
68.90
56.77
49.81
12.2250
45.77
41.71
38.35
36.49
34.83
12.3500
31.89
29.03
27.41
25.85
22.93
12.4750
20.05
18.40
17.18
15.39
13.71
12.6000
12.77
12.24
11.76
11.38
11.17
12.7250
10.99
10.67
10.37
10.20
10.03
12.8500
9.72
9.42
9.25
9.08
8.77
12.9750
8.47
8.30
8.16
7.95
7.75
13.1000
7.64
7.57
7.47
7.39
7.34
13.2250
7.30
7.22
7.14
7.09
7.05
13.3500
6.97
6.89
6.85
6.80
6.72
13.4750
6.65
6.60
6.56
6.48
6.40
13.6000
6.35
6.31
6.23
6.15
6.10
13.7250
6.06
5.98
5.90
5.86
5.81
13.8500
5.73
5.65
5.61
5.56
5.48
13.9750
5.40
5.36
5.32
5.25
5.19
14.1000
5.16
5.13
5.09
5.06
5.03
14.2250
5.01
4.97
4.93
4.91
4-89
14.3500
4.85
4.82
4.80
4.77
4.73
14.4750
4.69
4.67
4.65
4.61
4.58
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type....
Node: Pond Inflow Summary
Page 9.07
Name....
POND IN
Event: 10 YR
File....
F:\PROJECTS\808-07\POND.PACK\POSTDEVELOPED.PPW
Storm...
TypeIII 24hr
Tag: 10YR
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0250 hrs
hrs
Time on left
represents
time for
first value
in each row.
---------
14.6000
--------------------------------------------------------------
f 4.56
4.54
4.49
4.46
4.43
14.7250
4.41
4.37
4.34
4.32
4.29
14.8500
j 4.25
4.21
4.19
4.17
4.13
14.9750
4.10
4.07
4.05
4.01
3.97
15.1000
3.95
3.93
3.89
3.85
3.83
15.2250
3.81
3.77
3.73
3.71
3.69
15.3500
3.65
3.61
3.59
3.57
3.53
15.4750
3.49
3.47
3.44
3.41
3.37
15.6000
3.35
3.33
3.29
3.25
3.22
15.7250
3.20
3.16
3.13
3.10
3.08
15.8500
3.04
3.00
2.98
2.96
2.92
15.9750
2.88
2.86
2.84
2.81
2.79
16.1000
2.77
2.76
2.74
2.72
2.70
16.2250
2.70
2.68
2.67
2.66
2.65
16.3500
2.63
2.61
2.60
2.59
2.58
16.4750
2.56
2.55
2.54
2.52
2.50
16.6000
2.49
2.48
2.47
2.46
2.45
16.7250
2.44
2.42
2.40
2.39
2.38
16.8500
2.36
2.35
2.34
2.33
2.31
16.9750
2.29
2.28
2.27
2.26
2.24
17.1000
2.24
2.23
2.21
2.19
2.17
17.2250
2.17
2.15
2.14
2.13
2.12
17.3500
2.10
2.08
2.07
2.06
2.04
17.4750
2.03
2.02
2.01
1.99
1.97
17.6000
1.96
1.95
1.94
1.92
1.92
17.7250
1.91
1.89
1.87
1.86
1.85
17.8500
1.83
1.82
1.81
1.80
1.78
17.9750
1.76
1.75
1.74
1.73
1.72
18.1000
1.71
1.71
1.70
1.70
1.70
18.2250
1.69
1.69
1.68
1.68
1.68
18.3500
1.67
1.67
1.67
1.66
1.66
18.4750
1.65
1.65
1.64
1.64
1.64
18.6000
1.63
1.63
1.62
1.62
1.61
18.7250
1.61
1.61
1.60
1.60
1.60
18.8500
1.59
1.59
1.58
1.58
1.58
18.9750
1.57
1.57
1.57
1.56
1.55
19.1000
1.55
1.55
1.54
1.54
1.54
19.2250
1.54
1.53
1.52
1.52
1.52
19.3500
1.51
1.51
1.51
1.50
1.50
19.4750
1.49
1.49
1.48
1.48
1.48
19.6000
1.47
1.47
1.47
1.46
1.46
19.7250
1.45
1.45
1.45
1.44
1.44
19.8500
1.43
1.43
1.42
1.42
1.42
19.9750
1.41
1.41
1.41
1.40
1.40
20.1000
1.39
1.39
1.39
1.39
1.39
20.2250
1.39
1.38
1.37
1.37
1.37
20.3500
1.36
1.36
1.36
1.36
1.35
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Node: Pond Inflow Summary Page 9.08
Name.... POND IN Event: 10 YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 10YR
HYDROGRAPH ORDINATES
(cfs)
Time j
Output Time
increment
= .0250 hrs
hrs j
-------- j--------------------------------------------------------------
Time on
left represents
time for
first value
in each row.
20.4750 j
1.35
1.35
1.35
1.34
1.34
20.6000 j
1.34
1.33
1.33
1.32
1.32
20.7250 j
1.32
1.31
1.31
1.31
1.31
20.8500 j
1.31
1.30
1.30
1.29
1.29
20.9750 j
1.29
1.29
1.29
1.28
1'.28
21.1000 j
1.27
1.27
1.27
1.26
1.26
21.2250 j
1.26
1.26
1.25
1.25
1.25
21.3500 j
1.25
1.24
1.24
1.24
1.23
21.4750 j
1.22
1.22
1.22
1.22
1.22
21.6000 j
1.22
1.22
1.21
1.20
1.20
21.7250 j
1.20
1.20
1.20
1.20
1.19
21.8500 j
1.19
1.18
1.18
1.18
1.17
21.9750 j
1.17
1.17
1.16
1.16
1.16
22.1000 j
1.16
1.15
1.15
1.15
1.14
22.2250 j
1.14
1.14
1.13
1.12
1.12
22.3500 j
1.12
1.12
1.12
1.12
1.11
22.4750 j
1.11
1.10
1.10
1.10
1.10
22.6000 j
1.10
1.10
1.09
1.09
1.08
22.7250 j
1.08
1.08
1.07
1.07
1.07
22.8500 j
1.06
1.06
1.06
1.06
1.05
22.9750 j
1.05
1.05
1.05
1.04
1.03
23.1000 i
1.03
1.03
1.03
1.03
1.03
23.2250 j
1.02
1.02
1.01
1.01
1.01
23.3500 j
1.00
1.00
1.00
1.00
1.00
23.4750 j
.99
.99
.98
.98
.98
23.6000 j
.97
.97
.97
.96
.96
23.7250 j
.96
.96
.95
.95
.95
23.8500 j
.94
.94
.93
.93
.93
23.9750 j
.93
.93
.85
.58
.30
24.1000 j
.14
.07
.03
.01
.01
24.2250 j
.00
.00
S/N: 621605B06A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2,008

Type.... Pond Routing Summary
Name.... POND OUT Tag: 1YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 1YR
LEVEL POOL ROUTING SUMMARY
HYG Dir = F:\PROJECTS\808-07\PONDPACK\
Inflow HYG file = NONE STORED - POND IN 1YR
Outflow HYG file = NONE STORED - POND OUT 1YR
Pond Node Data = POND
Pond Volume Data = JACKSONPOND
Pond Outlet Data = ROUTE
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
39.00
ft
Starting
Volume =
4.226
ac--ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0250
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow =
36.14
cfs at 12.1000 hrs
Peak
Outflow =
.75
cfs at 19.0750 hrs
-------------------------------------------------------
Peak
Elevation =
41.28
ft
Peak
Storage =
6.657
ac-ft
MASS BALANCE
--------------------------
(ac-ft)
+ Initial Vol
= 4.226
+ HYG Vol IN
= 2.922
- Infiltration
= .000
- HYG Vol OUT
= 1.366
- Retained Vol
= 5.782
Unrouted Vol
= -.000 ac-ft
(.001% of Inflow Volume)
Page 9.09
Event: 1 YR
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Pond Routed HYG (total out) Page 9.10
Name.... POND OUT Tag: 1YR Event: 1 YR
File.... F:\PROJECTS\808-07\PONDPACK\PO5TDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 1YR
POND ROUTED TOTAL OUTFLOW HYG...
HYG file =
HYG ID = POND OUT
HYG Tag = 1YR
-----------------------------------
Peak Discharge = .75 cfs
Time to Peak = 19.0750 hrs
HYG Volume = 1.366 ac-ft
-----------------------------------
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0250 hrs
hrs
--------------------------------------------------------------
Time on
left represents
time for
first value
in each row.
---------
7.2750
.00
.00
.00
.00
.00
7.4000
.00
.00
.00
.00
.00
7.5250
.00
.00
.00
.00
.00
7.6500
.00
.00
.00
.00
.00
7.7750
00
.00
.00
.00
.00
7.9000
.00
.00
.00
.00
.00
8.0250
.00
.00
.00
.00
.00
8.1500
.00
.00
.00
.00
.00
8.2750
.00
.00
.00
.00
.00
8.4000
.00
.00
.00
.00
.00
8.5250
.00
.00
.00
.00
.00
8.6500
.00
.00
.00
.00
.01
8.7750
.01
.01
.01
.01
.01
8.9000
.01
.01
.01
.01
.01
9.0250
.01
.01
.01
.01
.01
9.1500
.01
.01
.01
.01
.01
9.2750 [
01
.01
.01
.01
.01
9.4000
.01
.01
.01
.01
.01
9.5250
.01
.02
.02
.02
.02
9.6500
.02
.02
.02
.02
.02
9.7750
.02
.02
.02
.02
.02
9.9000
.02
.02
.02
.02
.02
10.0250
.02
.03
.03
.03
.03
10.1500
.03
.03
.03
.03
.03
10.2750
.03
.03
.03
.03
.03
10.4000
.04
.04
.04
.04
.04
10.5250
.04
.04
.04
.04
.04
10.6500
.04
.05
.05
.05
.05
10.7750
.05
.05
.05
.05
.05
10.9000
.05
.06
.06
.06
.06
11.0250
.06
.06
.06
.06
.07
11.1500
.07
.07
.07
.07
.07
11.2750
.08
.08
.08
.08
.08
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Pond Routed HYG (total out) Page 9.11
Name.... POND OUT Tag: 1YR Event: 1 YR
File.... F:\PROJECT5\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 1YR
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0250 hrs
hrs
--------- --------------------------------------------------------------
Time on
left represents
time for
first value
in each row.
11.4000 j
.08
.09
.09
.09
.09
11.5250
09
.09
.10
.10
.10
11.6500
.10
.11
.11
.12
.12
11.7750
.12
.13
.14
.14
.15
11.9000
.15
.16
.16
.17
.18
12.0250
.19
.20
.21
.22
.23
12.1500
.24
.24
.25
.25
.26
12.2750
.26
.26
.27
.27
.27
12.4000
.27
.28
.28
.28
.28
12.5250
.28
.28
.29
.29
.29
12.6500
.29
.29
.29
.29
.29
12.7750
.29
.29
.29
.30
.30
12.9000
.30
.30
.30
.30
.30
13.0250
.30
.30
.30
.30
.30
13.1500
.30
.30
.30
.30
.30
13.2750
.31
.31
.31
.31
.31
13.4000
.31
.31
.31
.31
.31
13.5250
.31
.31
.31
.31
.31
13.6500
.31
.31
.31
.31
.31
13.7750
.31
.31
.32
.32
.32
13.9000
.32
.32
.32
.32
.32
14.0250
.32
.32
.32
.32
.32
14.1500
.32
.32
.32
.32
.32
14.2750
.32
.32
.32
.32
.32
14.4000
.32
.32
.32
.32
.32
14.5250
.32
.33
.33
.33
.33
14.6500
.33
.33
.33
.33
.33
14.7750 !
.33
.33
.33
.33
.33
14.9000
.33
.33
.33
.33
.33
15.0250
.33
.33
.33
.33
.33
15.1500
.33
.33
.33
.33
.33
15.2750
.33
.33
.33
.33
.33
15.4000
.33
.33
.33
.33
.33
15.5250
.33
.33
.33
.33
.34
15.6500
.34
.34
.34
.34
.34
15.7750
.34
.34
.34
.34
.34
15.9000
.34
.34
.34
.34
.34
16.0250
.34
.34
.34
.34
.34
16.1500
.34
.34
.34
.34
.34
16.2750
.34
.34
.34
.34
.34
16.4000
.34
.34
.34
.34
.34
16.5250
.34
.34
.34
.34
.34
16:6500
.34
.34
.34
.34
.34
16.7750
.34
.34
.34
.34
.34
16.9000
.34
.34
.34
.34
.34
17.0250
.34
.34
.34
.34
.34
17�1500
.34
.34
.34
.34
.34
S/N: 621605806A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Pond Routed HYG (total out) Page 9.12
Name.... POND OUT Tag: 1YR Event: 1 YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 1YR
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0250 hrs
hrs
--------- --------------------------------------------------------------
Time on
left represents
time for
first value
in each row.
17.2750
.34
.35
.36
.38
.40
17.4000
.42
.43
.45
.46
.48
17.5250
.49
.50
.52
.53
.54
17.6500
.55
.56
.57
.58
.59
17.7750
.60
.61
.61
.62
.63
17.9000
.64
.64
.65
.65
.66
18.0250
.66
.67
.67
.68
.68
18.1500
.69
.69
.69
.70
.70
18.2750
.70
.71
.71
.71
.71
18.4000
.72
.72
.72
.72
.73
18.5250
.73
.73
.73
.73
.73
18.6500
.74
.74
.74
.74
.74
18.7750
.74
.74
.74
.74
.74
18.9000
.75
.75
.75
.75
.75
19.0250
.75
.75
.75
.75
.75
19.1500
75
.75
.75
.75
.75
19.2750
.75
.75
.75
.75
.75
19.4000
.75
.74
.74
.74
.74
19.5250
.74
.74
.74
.74
.74
19.6500
.74
.74
.74
.74
.74
19.7750
.73
.73
.73
.73
.73
19.9000
.73
.73
.73
.73
.72
20.0250 1
.72
.72
.72
.72
.72
20.1500
.72
..72
.71
.71
.71
20.2750
.71
.71
.71
.71
.71
20.4000
.70
.70
.70
.70
.70
20.5250
.70
.70
.70
.69
.69
20.6500
.69
.69
.69
.69
.69
20.7750
.68
.68
.68
.68
.68
20.9000
.68
.68
.68
.67
.67
21.0250
.67
.67
.67
.67
.67
21.1500
66
.66
.66
.66
.66
21.2750
.66
.66
.66
.65
.65
21.4000
.65
.65
.65
.65
.65
21.5250
.64
.64
.64
.64
.64
21.6500
.64
.64
.63
.63
.63
21.7750
.63
.63
.63
.63
.62
21.9000
.62
.62
.62
.62
.62
22.0250
.62
.61
.61
.61
.61
22.1500
.61
.61
.61
.60
.60
22.2750
.60
.60
.60
.60
.60
22.4000
.59
.59
.59
.59
.59
22.5250
.59
.59
.58
.58
.58
22.6500
.58
.58
.58
.58
.57
22.7750 1
.57
.57
.57
.57
.57
22.9000 1
.57
.56
.56
.56
.56
23.0250 1
.56
.56
.56
.55
.55
S/N: 621605B06A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008
i

Type....
Pond Routed HYG (total out)
Page 9.13
Name....
POND OUT Tag: 1YR
Event: 1 YR
File....
F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm...
TypeIII 24hr
Tag: IYR
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment = .0250
hrs
hrs
Time on
left represents
time for first value
in each row.
---------
23.1500
--------------------------------------------------------------
.55
.55
.55
.55
.55
23.2750
.54
.54
.54
.54
.54
23.4000
.54
.54
.53
.53
.53
23.5250
.53
.53
.53
.53
.52
23.6500
.52
.52
.52
.52
.52
23.7750
.52
.51
.51
.51
.51
23.9000
.51
.51
.51
.50
.50
24.0250
.50
.50
.49
.48
.47
24.1500
.45
.44
.43
.42
.41
24.2750
.40
.38
.37
.36
.35
24.4000
.34
.34
.34
.34
.34
24.5250
.34
.34
.34
.34
.34
24.6500
.34
.34
.34
.34
.34
24.7750
.34
.34
.34
.34
.34
24.9000
.34
.34
.34
.34
.34
25.0250
.34
.34
.34
.34
.34
25.1500
.34
.34
.34
.34
.34
25.2750
.34
.34
.34
.34
.34
25.4000
.34
.34
.34
.34
.34
25.5250
I .34
.34
.34
.34
.34
25.6500
.34
.34
.34
.34
.34
25.7750
.34
.34
.34
.34
.34
25.9000
34
.34
.34
.34
.34
26.0250
.34
.34
.34
.34
.34
26.1500
.34
.34
.34
.34
.34
26.2750
.34
.34
.34
.34
.34
26.4000
.34
.34
.34
.34
.34
26.5250
.34
.34
.34
.34
.34
Z6.6500
1 .34
.34
.34
.34
.34
26.7750
.34
.34
.34
.34
.34
26.9000
.34
.34
.34
.34
.34
27.0250
.34
.34
.34
.34
.34
27.1500
.34
.34
.34
.34
.34
27.2750
.34
.34
.34
.34
.34
27.4000
.34
.34
.34
.34
.34
27.5250
.34
.34
.34
.34
.34
27.6500
j .34
.34
.34
.34
.34
27.7750
.34
.34
.34
.34
.34
27.9000
.34
.34
.34
.34
.34
28.0250
.34
.34
.34
.34
.34
28.1500
.34
.34
.34
.34
.34
28.2750
.34
.34
.34
.34
.34
28.4000
.34
.34
.34
.34
.34
28.5250
.34
.34
.34
.34
.34
28.6500
.34
.34
.34
.34
.34
28.7750
j .34
.34
.34
.34
.34
28.9000
.34
.34
.34
.34
.33
S/N: 621605BO6A8F CPT Engineering
} PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008
P
1.

Type.... Pond Routed HYG (total out) Page 9.15
Name.... POND OUT Tag: 1YR Event: 1 YR
File.... F:\PROJECT5\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 1YR
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0250 hrs
hrs
---------� -------------------------------------------------------------
Time on
left represents
time for
first value
in each row.
34.9000
.32
.32
.32
.32
.32
35.0250
.32
.32
.32
.32
.32
35.1500
.32
.32
.32
.32
.32
35.2750
.32
.32
.32
.32
.32
35.4000
.32
.32
.32
.32
.32
35.5250
.32
.32
.32
.32
.32
35.6500
.32
.32
.32
.32
.32
35.7750
.32
.32
.32
.32
.32
35.9000
.32
.32
.32
.32
.32
36.0250
.32
.32
.32
.32
.32
36.1500
.32
.32
.32
.32
.32
36.2750
.32
.32
.32
.32
.32
36.4000
.32
.32
.32
.32
.32
36.5250
.32
.32
.32
.32
.32
36.6500
.32
.32
.32
.32
.32
36.7750
.32
.32
.32
.32
.32
36.9000
.32
.32
.32
.32
.32
37.0250
.32
.32
.32
.32
.32
37.1500
.32
.32
.32
.32
.32
37.2750
.32
.32
.32
.32
.32
37.4000
.32
.32
.32
.32
.32
37.5250
.32
.32
.32
.32
.32
37.6500 [
.32
.32
.32
.32
.32
37.7750
.32
.32
.32
.32
.32
37.9000
.32
.32
.32
.32
.32
38.0250
.32
.32
.32
.32
.32
38.1500
.32
.32
.32
.32
.32
38.2750
.32
.32
.32
.32
.32
38.4000
.32
.32
.32
.32
.32
38.5250
.32
.32
.32
.32
.32
38.6500
.32
.32
.32
.32
.32
38.7750
.32
.32
.32
.32
.31
38.9000 j
.31
.31
.31
.31
.31
39.0250
.31
.31
.31
.31
.31
39.1500
.31
.31
.31
.31
.31
39.2750
.31
.31
.31
.31
.31
39.4000
.31
.31
.31
.31
.31
39.5250
.31
.31
.31
.31
.31
39.6500
.31
.31
.31
.31
.31
39.7750
.31
.31
.31
.31
.31
39.9000
.31
.31
.31
.31
.31
40.0250
.31
.31
.31
.31
.31
40.1500
.31
.31
.31
.31
.31
40.2750
.31
.31
.31
.31
.31
40.4000
.31
.31
.31
.31
.31
40.5250 j
.31
.31
.31
.31
.31
40.6500
.31
.31
.31
.31
.31
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Pond Routed HYG (total out) Page 9.17
Name.... POND OUT Tag: 1YR Event: 1 YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 1YR
HYDROGRAPH ORDINATES
(cfs)
Time
Output Time
increment
= .0250 hrs
hrs
Time on
left represents
time for
first value
in each row.
--------- I--------------------------------------------------------------
46.6500 f
30
.30
.30
.30
.30
46.7750
.30
.30
.30
.30
.30
46.9000
.30
.30
.30
.30
.30
47.0250
.30
.30
.30
.30
.30
47.1500
.30
.30
.30
.30
.30
47.2750
.30
.30
.30
.30
.30
47.4000
.30
.30
.30
.30
.30
47.5250
.30
.30
.30
.30
.30
47.6500
.30
.30
.30
.30
.30
47.7750
.30
.30
.30
.30
.30
47.9000
.30
.30
.30
.30
.30
48.0250
.30
.30
.30
.30
.30
48.1500
.30
.30
.30
.30
.30
48.2750
30
.30
.30
.30
.30
48.4000
30
.30
.30
.30
.30
48.5250
30
.30
.30
.30
.29
48.6500
.29
.29
.29
.29
.29
48.7750
.29
.29
.29
.29
.29
48.9000
.29
.29
.29
.29
.29
49.0250 j
.29
.29
.29
.29
.29
49.1500
.29
.29
.29
.29
.29
49.2750
.29
.29
.29
.29
.29
49.4000
.29
.29
.29
.29
.29
49.5250
.29
.29
.29
.29
.29
49.6500
.29
.29
.29
.29
.29
49.7750
.29
.29
.29
.29
.29
49.9000
.29
.29
.29
.29
.29
50.0250
.29
.29
.29
.29
.29
50.1500
.29
.29
.29
.29
.29
50.2750
.29
.29
.29
.29
.29
50.4000
.29
.29
.29
.29
.29
50.5250
.29
.29
.29
.29
.29
50.6500
.29
.29
.29
.29
.29
50.7750
.29
.29
.29
.29
.29
50.9000
.29
.29
.29
.29
.29
51.0250
.29
.29
.29
.29
.29
51.1500
.29
.29
.29
.29
.29
51.2750
.29
.29
.29
.29
.29
51.4000
.29
.29
.29
.29
.29
51.5250
.29
.29
.29
.29
.29
51.6500
.29
.29
.29
.29
.29
51.7750
.29
.29
.29
.29
.29
51.9000
.29
.29
.29
.29
.29
52.0250
.29
.29
.29
.29
.29
52.1500
.29
.29
.29
.29
.29
52.2750
.29
.29
.29
.29
.29
52.4000
.29
.29
.29
.29
.29
S/N: 621605BO6A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Pond Routed HYG (total out) Page 9.18
Name.... POND OUT Tag: 1YR Event: 1 YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 1YR
HYDROGRAPH ORDINATES
(cfs)
Time {
Output Time
increment
= .0250 hrs
hrs {
---------{--------------------------------------------------------------
Time on
left represents
time for
first value in
each row.
52.5250 {
.29
.29
.29
.29
.29
52.6500 {
.29
.29
.29
.29
.29
52.7750 {
.29
.29
.29
.29
.29
52.9000 {
.29
.29
.29
.29
.29
53.0250 {
.29
.29
.29
.29
.29
53.1500 {
.29
.29
.29
.29
.29
53.2750 {
.29
.29
.29
.29
.29
53.4000 {
.28
.28
.28
.28
.28
53.5250 {
.28
.28
.28
.28
.28
53.6500 {
.28
.28
.28
.28
.28
53.7750 {
.28
.28
.28
.28
.28
53.9000 {
.28
.28
.28
.28
.28
54.0250 {
.28
.28
.28
.28
.28
54.1500 {
.28
.28
.28
.28
.28
54.2750 {
.28
.28
.28
.28
.28
54.4000 {
.28
.28
.28
.28
.28
54.5250 {
.28
.28
.28
.28
.28
54.6500 {
.28
.28
.28
.28
.28
54.7750 {
.28
.28
.28
.28
.28
54.9000 j
.28
.28
.28
.28
.28
55.0250 {
.28
.28
.28
.28
.28
55.1500 {
.28
.28
.28
.28
.28
55.2750 {
.28
.28
.28
.28
.28
55.4000 {
.28
.28
.28
.28
.28
55.5250 {
.28
.28
.28
.28
.28
55.6500 {
.28
.28
.28
.28
.28
55.7750 {
.28
.28
.28
.28
.28
55.9000 {
.28
.28
.28
.28
.28
56.0250 {
.28
.28
.28
.28
.28
56.1500 {
.28
.28
.28
.28
.28
56.2750 {
.28
.28
.28
.28
.28
56.4000 {
.28
.28
.28
.28
.28
56.5250 {
.28
.28
.28
.28
.28
56.6500 {
.28
.28
.28
.28
.28
56.7750 {
.28
.28
.28
.28
.28
56.9000 {
.28
.28
.28
.28
.28
57.0250 {
.28
.28
.28
.28
.28
57.1500 {
.28
.28
.28
.28
.28
57.2750 {
.28
S/N: 621605806A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

Type.... Pond Routing Summary
Name.... POND OUT Tag: 100YR
File.... F:\PROJECTS\808-07\PONDPACK\POSTDEVELOPED.PPW
Storm... TypeIII 24hr Tag: 100YR
LEVEL POOL ROUTING SUMMARY
HYG Dir = F:\PROJECTS\808-07\PONDPACK\
Inflow HYG file = NONE STORED - POND IN 100YR
Outflow HYG file = NONE STORED - POND OUT 100YR
Pond Node Data = POND
Pond Volume Data = JACKSONPOND
Pond Outlet Data = ROUTE
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
39.00
ft
Starting
Volume =
4.226
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0250
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow
= 125.39
cfs at 12.1000 hrs
Peak
Outflow
= 73.06
cfs at 12.2000 hrs
-----------------------------------------------------
Peak
Elevation
= 43.05
ft.
Peak
Storage =
8.767
ac-ft
MASS BALANCE
(ac-ft)
---------------------
+ Initial Vol
= 4.226
+ HYG Vol IN
= 10.874
- Infiltration
= .000
- HYG Vol OUT
= 9.205
- Retained Vol
= 5.894
Unrouted Vol
= -.001 ac-ft
(.006% of Inflow Volume)
Page 9.19
Event: 100 YR
S/N: 621605B06A8F CPT Engineering
PondPack Ver. 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

I
Appendix A A-1
Index of Starting Page Numbers for ID Names
----- J -----
JACKSONPOND... 7.01
JACKSONVILLE 1YR... 5.01, 5.02,
5.03
- P
POND... 9.01, 9.04, 9.09, 9.10,
6.01, 9.19
----- R -----
ROUTE... 8.01, 8.04, 8.15
---- 5 ----
STORMS... 3.01
----- T -----
TypeIII 24hr 1YR... 4.01, 4.03,
4.05
----- W -----
Watershed... 1.01, 2.01, 2.02, 2.03
5/N: 621605BO6A8F CPT Engineering
PondPack Vera 7.5 (765) Compute Time: 11:08:47 Date: 09/03/2008

March 5, 2009
Blue Ridge Companies. Inc.
5826 Samet Drive, Suite 105
High Point. North Carolina 27265
Attention: Mr. Jim Ordich
Reference- Seasonal 11-figh Water Table Evaluations
'I he I -egacy at Carolina Forest
Carolina Forest Boulevard
Jacksonville, North Carolina
S&ME Project No. 1068-09-521
Dear Mr. Grdich:
S&ME, Inc. is pleaved to provide this report for seasonal high water table evaluations at
the above -referenced site. S&MI, was requested by you to perform thtsc services in
preparation for the: planned site improvements. S&ME has conducted these see ici:s in
general accordance with S&.ME Proposal No. 049-09 dated February 19. 2009.
Project Background
The project site is currently developed, maintained land consisting of sparse mature laine
trees, low-lying herbaccous, vegetation, and Young growth hardwoods. Sevcral wetland
areas are present which have not been maintained. The site is planned for multi -family
residential development with wet detention basins for stormwater treatment.
Mr. Danny Thompson of CP1 Engineering,. Inc. forwarded electronic files of -the sift;
plans to us via c-mail on February 18. 2009. These site plans show the location of the
Phase I �torm%awr basin in which our testing was performed.
Seasonal High Water Table Evaluations
The seasonal high -water table evaluations were performed On February 25, 2000 bN
advancing hand auger borings, to depths ranging from approximately 31 to 40 inches
bvIOW the existing ground surface at one location within the -basin forebay and two
locutions within the main Pool. as shown on the site plan attached as Figure 1. Soils
were evaluated unclog the guidance of a licensed Soil Scientist t6r evidence: of seasonal
S&MEXr_ "3006Nall Waters Drive, Sule 100 !Wilraington; NC 28405-PM3 'polo.7t)9.9945 f910.739.91958/ A".rme..-)c.t.Om

Seasonal High Water Table Evaluations S&ME Project No. 106"9-521
— — —__March 5.2009
high water table influence. Thi;, evaluation involved looking at the actual Moisture
content in the soil and obsen ing the matrix and mottle colors. Depending on the soil
texture, the soil color will indicate processes that are driven by seasonally high water
table fluctuationt, such as iron reduction and oxidation, and organic matter staining.
A hand auger boring profile sheet, which pro% ides a description of the observed soil
hori7ons, and the determined seasonal high water tables. has been inel udod with this
report.
The soils at the test locations were observed to consist of a silty loam surface with an
underIN ing eluviated loamy sand hOri7On Ind elaycy sub-hori7'ons. The seasonal high
water table depths ranged from 15 to 16 inches on the dounslope portion of the basin
(Hand Auger Borings I and 2) to 30 inches on the of slope portion of the k.)etsin (Hand
Auger Boring 3). See the attached boring profile sheet and/or Fi&w,: I for the specific
depths at each location.
Please note that these wasonal high i%ater table evaluations are based on secondary
evidence and not on direct groundwater level measurement.,'. Groundwater levels -
fluctuato for numerous teasons. and these findings do not indicate that groundwater levels
have not or will not rise above the noted deptlis.
Closing
S&ME appreciates the opportunity to provide these servic%:s t« you. If you have any
questions, please contact us.
Sincerely,
S&ME, Inc.
Paul hlas
'Natural Resources Project Manager
Senior RcN-ivAcd by:
Robert P. Willcox. Jr.. L.S.S.
PAVl:RPW,jn%
Attachments: Figure I --Approximate Test Location Stitch
Sol] Boring Profiles
Tom Schipporel
Branch Manaee
E-M.ail: CP f Ungineering, Inic.- Mr. Danny Thompson - damlN ij-�.
SEAL
41, S

TABLE I
Sea -Ronal High Water Table Evaluations
Soil Descriptions
The Legacy at Carolina I ore,,t
Jacksonville, North Carolina
S&ME Proiect No. 1068-09-521
Matrix Mottle
Depth
J4ue!Value.
flueNalue
Location Ljorizon
L111chesl
LCkoma
LC _kolna Texture/Structure
A
0-5
2,5Y 2.5./1
Silt loam, moderate blocky, organics
L
5-10
1 OYR 3/2
present
Sandy loam. weak sub -angular
Bt
10-15
2.5Y 5/4
blocky
Silty clay, moderate sub -angular
C
15-36 f-
I OYR 6/1
blockg
5Y 5/8 Clay, massive
Seasonal High Water
Table = 15"
below the existing ground surface.
2 A
0-2
2.5Y 3/1
Silt loam, granular
E
2-7
IOYR 3.1!21
Sand} loam, weak sub -angular
Bt
7-16
2.5Y 5,14
blocky
ClaN, moderate sub -angular bltvky
C
16-314-
2.5Y 6/3
2-5Y &I Clay, massive. stick)
I OYR 5./8
Seasonal High Water Table = 16"
bulo%N the existing
ground surface.
3 A
0-2
2.5y 3/1
Silt loam. moderate blocky
E
2-6
1 OYR 03/2
Sandy loam, wcak sub -angular
6-30
2 .5 Y 5,14
blocky
1 OYR 5;6 Clay» moderate sub -angular blocky
30-40+-
2.5Y &I
I 0".R 5/8 Clay, massive
Seasonal High Water Table = ' )0"
below the existing
ground surface,

J � J40
ai U.
z
o
!
0
m
tz
tiF
UJ
z
J
W
0jWe
W
� �
r , rit i C4 t = 6J
r t
-?'

North Carolina Secretary of State
Page 1 of 1
CORPORATIONS
North Carolina
ARTMIENT
yElaine F Marshall DIE?
PO Brix 29822 Raleligh. NC 27S2"S22 [phone]
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Search Criteria: BRC JAX
CAROLINA FOREST, LLC
Clickon the entity name below to view the business
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�!C
BRC JAX
Carolina
Forest, LLC
LLC
Current-
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8/5/2008
File Annual
Report
1 Records Returned. Search Again
http://Www. secretary. state.nc.uslcorporationslsearchresults. aspx?onlyactive=®FF&Words... 2/11 /2009

WDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
February 11, 2009
Mr. Christopher Dunbar, Manager
5826 Samet Drive
Suite 105
High Point, NC 27265
Subject: Request for Additional Information
Stormwater Project No. SW8 090104
The Legacy at Carolina Forest, Jacksonville NC
Onslow County
Dear Mr. Dunbar:
The Wilmington Regional Office received a State Stormwater Management Permit Application for the
project located at 339 Carolina Forest Blvd on January 2, 2009. The Division of Water Quality has
conducted a preliminary review of that information and determined that the application is not complete.
The following information is needed to continue the stormwater review:
1. Drainage areas: Please clearly show the drainage area to the wet pond. One way in which
this may be accomplished is to add a notation for "drainage area" to the legend and an
associated line on the plans.
2. Drainage easements: Please show all applicable easement widths, pipe sizes, and swale
inverts. A drainage easement is shown, but its dimensions are not.
3. Footprints: Where not already provided, please indicate the footprint of impervious areas
including buildings, sidewalks, roads, and other areas so that their dimensions will be
captured on the plans. A "typical' footprint for apartment buildings may be appropriate.
4. Details: Where not already provided, please provide details for roads, sidewalks, parking,
and cul-de-sacs. Details should include width, radii, dimensions, and slopes.
5. Supplement/Plan modifications: Please modify the following items in the plans and/or
supplement sheets:
a. Permanent pool: Please show dimensions of the length of each line and arc formed
by the permanent pool. Typically, these dimensions are shown outside of the edge of
the pond. Curve radii are also required dimensions. Also ensure that the outlet orifice
is located at this elevation.
b. Vegetated shelf. Please provide a 10:1 shelf in order to meet regulatory
requirements. It appears that this shelf is provided on Sheet 8, but it is not labeled to
be 1 Oft long or as having a 10:1 slope. The permanent pool elevation should be at the
midpoint of the vegetated shelf. It appears that that is the case through your
supplemental data. However, please clarify this on the plans.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service:1-877-623-6748 NofthCarolina
Internet www.riwatelqualihr.org
An Equal Opportunity 1 Affirmative Action Employer �/ `

SW8 090104
February 11, 2009
c. Temporary volume: The volume listed on Sheet 8 is 43,863 ft3, the volume provided
on the supplement is 104,019 ft3, the volume required on the supplement is 36,590
ft3, and the volume required in the calculations is 54,886 ft3. Please correct the
incorrect number, and make any appropriate changes to dependent calculations.
d. Stamped calculations: The calculations demonstrating the required and provided
temporary pool volumes that were submitted to our office on January 9, 2009 (which
appear to be an update to the bound calculations) are not stamped. Please provide a
stamped copy.
6. Wet pond SHWT data: The Report of subsurface exploration indicates that, "groundwater
was measured in the soundings at depths ranging from about 0.5 to 3.5 feet below existing
grades at our time of fieldwork." I do not see seasonal high water table data in the report. If
it is included, please direct me to it. If it is not, please provide the appropriate seasonal high
water table (SHWT) data. The SHWT is listed at 39.00 fmsl on the supplement form. The
existing grade at the pond's location is approximately 43-46 fmsl. It therefore appears that
the water table was above 39 fmsl during your fieldwork. And, the time of fieldwork may not
represent the SHWT data. The SHWT must be at or below the proposed permanent pool
elevation in order to maintain the state required storage volume. If the SHWT elevation is
higher than the permanent pool elevation, the required temporary pool volume is reduced. If
the SHWT elevation is higher than the permanent pool elevation, a natural or artificial liner
for the pond must be provided or the temporary storage elevation must be raised to ensure
sufficient storage will be available. Supporting documentation must be provided including a
soils report for all engineered systems listing the estimated SHWT elevation at each proposed
BMP location. The SHWT elevation must also be identified on the pond detail sheet.
7. Wet pond volume used for drawdown rate: The drawdown rate for the temporary pool should
be based on the design storm and required storage volume not the actual storage volume,
(54,886 ft3 rather than 104,019 ft). With the current orifice size of 4", the required storage
volume will drawdown in less than two days. Please resize the orifice so that the drawdown
rate for the required minimum storage volume is between 2 and 5 days, and indicate this
change on your plans. (The wet pond supplement incorrectly indicated that your drawdown
rate was convect because its current calculation checking this element made the same error. I
have reported the issue with the supplement, and it will be corrected in the future.)
8. Wet pond freeboard: One foot of freeboard must be provided above the highest outlet in
order to maintain the integrity of the pond. Please provide this data in the supplement as well
as on the plans.
9. Wet pond flow path ratio: In order to ensure that the flow does not short-circuit the pond, the
flow path must be at least three times as long as it is wide. The supplement does not specify a
flow path length to width ratio. It visually appears that your pond will meet this requirement.
If it does not, elongation baffles may be necessary. Please determine the flow path ratio of
this pond, and indicate it is at least 3:1 in your resubmittal. (Please see Figure 10-2a for
further clarification.)
10. Wet pond length to width ratio: In order to ensure that the flow does not short-circuit the
pond, the pond must be at least 1.5 times as long as it is wide. The supplement does not
specify a length to width ratio. It visually appears that your pond will meet this requirement.
If it does not, reconfiguration may be necessary. Please determine the ratio of this pond, and
indicate it is at least 1.5:1 in your resubmittal. (Please see Figure 10-2a for further
clarification.)
11. Receiving Stream: The receiving stream listed in the application is an unnamed tributary of
the White Oak river basin, and the stream index number was not provided. In future
Page 2 of 3

SW8 090104
February 11, 2009
submittals please indicate the specific stream within the river basin. This site drains to an
unnamed tributary of Half Moon Creek, stream index number 19-6, which is classified as C;
NSW. This does not need to be corrected for the re -submittal, but please make a note of this
requirement for future submittals.
12. Please note that a revision to one number may have a domino effect on other numbers, which
may require revision of the applications, calculations, supplements, plans, details, and
associated documentation. Please verify all numbers are correct to ensure consistency in the
application documents. I have made considerable effort to identify areas of concern, however,
because substantial changes are warranted please carefully review your re -submittal in order
to ensure that all of the required items are submitted and correct. Please also note that any
calculations in your re -submittal must be stamped.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to March 11, 2009, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information. The Division is allowed 90 days
from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents that
need to be revised have been sent to the engineer or agent. All original documents must be returned or
new originals must be provided. Copies are not acceptable. If you have any questions concerning this
matter please feel free to call me at [phone] or email me at [e-mail].
Environmental Engineer
GS/KJ: S:\WQS\STORMWATER\ADDINFO\2009\090104.feb09
CC: Robert Thompson, CPT Engineering & Surveying
Storniwater Permitting, WiRO files
Page 3 of 3

RE: REVISED CALCULATIONS FOR THE LEGACY AT CARO...
Subject: RE: REVISED CALCULATIONS FOR THE LEGACY AT CAROLINA FOREST
From: "Tim Lauer" <[e-mail]>
Date: Fri, 9 Jan 2009 11:01:59 -0500
To: "Mary Jean Naugle" <Mary.Nauglenancmail.net>
THANKS MARY. I HAVE REVISED THE SUPPLEMENT FOR THE 1.5". I WILL CONTACT
CHRIS DUNBAR ABOUT CHANGING THE LLC TO MANAGER TODAY.
revsupl-9-09forCarolinaforest.pdf Content -Type: application/pdf
Content -Encoding: base64
1 of 1 1/9/2009 11:11 AM

REVISER CALCULATIONS FOR THE LEGACY AT CAROLINA...
Subject: REVISED CALCULATIONS FOR THE LEGACY AT CAROLINA FOREST
From: "Tim Lauer" <[e-mail]>
Date: Fri, 9 Jan 2009 10:13:14 -0500
To: <[e-mail]>
Mary,
Thanks for letting me send you these
the required TWQV from 39' to 41.25' to
a 4". Thanks for the help. My email is
anything else you need to my coworker's
today. Thanks again
Thank You
Tim Lauer
[e-mail]
CPT Engineering & Surveying, Inc
4400 Tyning Street
High Point, NC 27265
voice: 336.812.8800 ext 311
fax: [phone]
revised calculations. I have shown
be revised. and the orifice will be
messed up today so please send
email if you need anything else
CPT Engineering & Surveying, Inc.
Electronic Data Notice
The delivery of this drawing in electronic format should not be construed tc
provide an express warranty or a guarantee to any owner, designer, surveyor,
contractor or other party, that all dimensions, coordinates, measurements,
notations or other data is exact; nor that it is based entirely upon
field -located or field -verified data; nor that it is complete or represents
the latest drawing revision; nor that the intended or unintended uses or
modifications of this drawing by others implies any review, oversight or
approval by CPT Engineering & Surveying, Inc. or the personnel thereof. This
data is provided for the convenience of the intended receiver; but in no
case shall the transfer, delivery or receipt of this electronic data be
construed to provide any right to others (including the primary recipient)
to rely fully upon the information. If a hard copy of the data is provided
with the electronic data or under separate cover, the hard copy shall in all
cases take precedence over the electronic data. Any use of this information
by others will be at the sole risk and liability of the user.
RevisedcalsforCarolinaforest-1-9-09.1)df Content -Type: application/pdf
Content -Encoding: base64
1 of 1 1/9/2009 10:24 AM

ENGINEERING AND SURVEYING, INC.
Land Development Consulting
December 29, 2008
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
1-910-796-7215
Re: The Legacy at Carolina Forest Apartments
Wet Pond Application
Jacksonville, NC
CPT Project No. 808-08
1 MCZJ 7zn
1AN 0 2 2009
Sir:
I have enclosed the Stormwater Permit application for the above mentioned project along with the required forms
plans and a check for $505.00.
Please do not hesitate to call me with any questions or comments 336-812-8800 ext 313.
Thanks for all your help.
Sincerely,
CPT Engineering and Surveying, Inc.
_ � 'D71,,son.
Robert D. Thompson, P.E.
Project Engineer
4400 Tyning Street,
High Point, NC 27265
Phone: [phone] ext. 313 Fax: [phone] Email: [e-mail]

Permit No.
(to be provided by DWO)
III. REQUIRED rTEMIS CHECKLIST ------
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of ft project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials
Sheet No.
L4
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
.j
3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower, .
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
(�
D
4. If the basin.is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
p 0 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
D f 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
64L 7. The sunnortina calculations.
Kit 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
Q 9. A copy of the deed restrictions (if required).
_ Trty . 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.b Part III. Required Items Checklist, Page 1 of 1

NORTH CAROLINA
Department of The Secretary of State
To all whom these presents shall come, Greetings:
I, ELAINE F. MARSHALL, Secretary of State of the State of North Carolina, do
hereby certify the following and hereto attached to be a true copy of
ARTICLES OF ORGANIZATION
IOU
BRC JAX CAROLINA FOREST, LLC
the original of which was filed in this office on the 5th day of August, 2008.
C j=vX
JAN 0 2 2009
BY:
IN WITNESS WHEREOF, I have hereunto
set my hand and affixed my official seal at the
City of Raleigh, this 5th day of August, 2008
Secretary of State
Documwt Id: C20082170054
9

509m: 1057105
Date Piled: 8/5/2008 2:01:00 PM
Elaine F. Marshall
North Carolina Secretary of State
C200821700549
ARTICLES OF ORGANIZATION
OF
BRC JAX CAROLINA FOREST, LLC
Pursuant to § 57C-2-20 of the General Statutes of North Carolina, the
undersigned does hereby submit these Articles of Organization for the purpose of
forming a limited liability company.
1. The name of the limited liability company is: BRC JAX Carolina Forest, LLC.
2. There shall be no limit on the duration of the limited liability company.
3. The name and address of the person executing these articles of organization is
as follows:
H. David Niblock, Organizer
5826 Samet Drive, Suite 105
High Point, NC 27265, Guilford County
4. The street address and county of the initial registered office of the limited liability
company is:
5826 Samet Drive, Suite 106
High Point, NC 27265
Guilford County
5. The mailing address of the Initial registered office is:
5826 Samet Drive, Suite 105
High Point, NC 27265
Guilford County
6. The name of the initial registered agent is: Christopher T. Dunbar.
7. The limited liability company's principal office is located at:
5826 Samet Drive, Suite 105
High Point, NC 27265
Guilford County
8. The limited liability company will be a Manager -managed LLC: Except as
provided by N.C. Gen. Stat. § 57C-3 20(a), the members of this limited liability company
shall not be managers by virtue of their status as members.

9. To the full extent from time to time permitted by law, no person who is serving or who
has served as a manager of the limited liability company shall be personally liable in any
action for monetary damages for breach of his or her duty as a manager, whether such
action is brought by or in the right of the limited liability company or otherwise. Neither
the amendment or repeal of this Article, nor the adoption of any provision of these
Articles of Organization Inconsistent with this Article, shall eliminate or reduce the
protection afforded by this Article to a manager of the limited liability company with
respect to any matter which occurred, or any cause of action, suit, or claim which but for
this Article would have accrued or risen, prior to such amendment, repeal, or adoption.
10. The. initial member of the limited liability company will be: Christopher T. Dunbar.
11. These articles will be effective upon filing.
This is the 30 day of July, 2008.
H. David Niblock, Organizer
2

Report of Subsurface Exploration
Proposed Apartment Complex
Carolina Forest Boulevard and Western Boulevard
Jacksonville, North Carolina
S&ME Project No. 1581-08-033
Prepared By:
Ak:.
3718 Old Battleground Road
Greensboro, North Carolina 27410
March 19, 2008

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Celebrating 35 Years
1973.2i199
March 19, 2008
Blue Ridge Companies, Inc.
5826 Sainet Drive, Suite 105
High Point, North Carolina 27265
Attention: Ms. Lynda Hill
Reference: Report of Subsurface Exploration
Proposed Apartment Complex
Carolina Forest Boulevard and Western Boulevard
Jacksonville, North Carolina
S&ME Project Number 1581-08-033
Dear Ms. Hill:
In general accordance with S&ME, Inc. (S&ME) Proposal 1581-08-PO45 dated February 28,
2008, S&ME has completed the authorized Geotechnical Exploration for the Apartment Complex
proposed to be constructed off Carolina Forest Boulevard in Jacksonville, North Carolina. The
purpose of this exploration was to evaluate subsurface conditions within the proposed building
areas as they relate to site grading and foundation support. This report presents the findings of
our exploration with recommendations for site grading and support of the proposed buildings
based on these findings.
For your convenience, a summary outline is provided below. This brief summary should not be
used for design or construction purposes without reviewing the more detailed information and
recommendations presented in the body of this report.
Site Conditions
The subsurface exploration included twenty-two cone penetrometer test soundings, three
dilatometer test soundings, and laboratory testing. The soundings encountered very loose
to medium dense sands or soft to firm clays to depths of 8 to 15 feet, underlain by 10 to
20 feet of very soft clay. Below these layers of very soft clays, the soundings
encountered intermittent layers of loose to medium dense sands and soft to firm clays to
depths ranging from about 45 to 60 feet. Below these layers medium dense to dense
sands were encountered to the sounding termination depths. Groundwater was measured
in the soundings at depths ranging from about 0.5 to 3.5 feet below existing grades at the
time of our fieldwork.
SWE, INC. / 3718 Old Battleground Road ; Greensboro, NC 27410 1 p 336.288.7180 f 336.288.8980 / www.smeinc.com

Report of Subsuitace Exploration S&ME Project No. 1581-08-033
Proposed A — Jacksonville NC March 19 2008
partment Complex
Recommendations
1. The very loose sands and very soft clays will settle an excessive amount due to the new
building and fill loads. Additionally, some sand layers have the potential to liquefy due
to the design earthquake resulting in 2 to 5 inches of seismically -induced settlement.
2. Recommended foundation options for the proposed apartment structures, including the
clubhouse, pool, and any retailing walls, are dependant on whether the risk of
seismically -induced liquefaction is accepted and are as follows:
1) if the risk of seismically -induced liquefaction is accepted, static settlements can be
reduced by installing vertical wick drains and placing 6 to 8 feet of extra surcharge fill in
the building areas (in addition to the planned fill) and monitoring settlements to
detennine when surcharge settlement is essentially complete and when shallow
foundation and at -grade construction can begin, or
2) if the risk of seismically -induced liquefaction is not acceptable, the risk of liquefaction
can be mitigated and static settlements reduced by performing ground improvement with
vibro replacement (installation of stone columns) and then supporting the structures on
shallow foundations.
Because of the existing very loose sands and soft clays at this site, undercutting of a
significant portion of the foundation excavations is expected to achieve adequate bearing
capacity support even with surcharging. After surcharging is implemented and assuming
the foundations will be underlain by at least 4 to 6 feet of moderate to high consistency
soils, the buildings may be supported on shallow foundations designed for a maximum
soil contact pressure of 1,500 pounds per square foot (psf). If vibro-replacement is
performed, the need for undercutting to greater depths will likely be lessoned within
foundation areas due to the addition of stone columns and a higher design bearing
pressure will be available. However, the vibro-replacement process will likely introduce
additional water at the ground surface possibly maintaining the need for subgrade
stabilization at the surface.
4. The clayey sands and sandy clays located near the surface are highly moisture sensitive
and difficult to stabilize. Depending on conditions at the time of construction, the near -
surface clayey soils may require aerating (discing) during extended periods of favorable
weather conditions, allowing them to dry to near their optimum moisture, and
recompacting them using appropriate compaction equipment, or undercut and
replacement with structural fill.
5. Of site borrow material is anticipated for most fill at this site. On -site soils excavated
for any pools and/or ponds will likely consist of sandy clays or clayey sands that are very
moisture sensitive and difficult to reuse as structural fill. If the on site clayey sands are
moisture conditioned, they can be reused as structural fill. However, the sandy clays will
most likely be unsuitable for reuse as structural fill.
6.- Depending on excavation depths and conditions at the time of construction, some
excavations will likely encounter groundwater. Groundwater can likely be controlled by
pumping from sumps or using a perimeter well point system.

Report of Subsurface Exploration S&ME Project No. 1581-08-033
Proposed Apartment Complex — Jacksonville NC March 19 2008
S&ME appreciates having the opportunity to be of service to you during this phase of the,�rNpfi1.
if you have any questions or continents after reviewing this report, please tail.
Sincerely, Ca' ,y••y
S&ME, Inc. r
_. u_AL 9.
f _ 031745
L11G ! h.
Philip Byrd, P.E. Kasey McWhorter, P.E.
Geotechnical Engineer(§iP Senior Geotechnical Engineer
N.C. Registration No. 031745

Table of Contents
1.0 INTRODUCTION.......................................................................................1
2.0 EXPLORATION PROCEDURES..................................................................1
2.1 FIELD.............................................................................................................................. 1
2.2 LABORATORY................................................................................................................
2
3.0 SUBSURFACE CONDITIONS.....................................................................2
4.0 CONCLUSIONS AND RECOMMENDATIONS................................................3
4.1 FOUNDATION RECOMMENDATIONS...........................................................................4
4.1.1 GENERAL FOUNDATION ASSESSMENT.............................................................
4
4.1.2 SURCHARGING ............................... ............4
..........................................................
4.1.3 SHALLOW FOUNDATION DESIGN.......................................................................
5
4.1.4 SHALLOW FOUNDATION CONSTRUCTION CONSIDERATIONS .......................
5
4.1.5 VIBRO-REPLACEMENT........................................................................................6
4.2 FLOOR SLABS...............................................................................................................
7
4.4 SEISMIC CONSIDERATIONS.........................................................................................
7
4.5 PAVEMENT DESIGN CONSIDERATIONS.....................................................................
8
4.6 SITE GRADING CONSIDERATIONS..............................................................................
9
4.6.1 PREVIOUSLY CULTIVATED SITES.......................................................................
9
4.6.2 SITE PREPARATION.............................................................................................
9
4.6.3 FILL PLACEMENT................................................................................................
10
4.6.4 EFFECTS OF SHALLOW WATER ON SITE GRADING .......................................
10
4.6.5 USE OF ON -SITE SOILS AS STRUCTURAL FILL ...............................................
11
4.6.6 EXCAVATIONS....................................................................................................
11
Appendix Figure 1 — Boring Location Plan
Legend to Soil Classification and Symbols
Sounding Records (B-1 through B-13, B-15 through B-22, and B-CH)
CPTU Pore Pressure Dissipation Test Results
Measured Shear Wave Velocities Graph
Visual Classification Summary of Recovered Tube Samples
Dilatometer Test Soundings
Laboratory Test Results

Report of Subsurface Exploration S&ME Project No. 1581-08-033
Proposed Apartment Complex — Jacksonville. NC March 19 2008
1.0 INTRODUCTION
Project information has been developed from our discussions with Lynda bill with Bite Ridge
Companies, the topographic information provided by CPT Engineering and Surveying, Inc. (the
project civil engineer), and a site visit.
The proposed development includes 22 three-story apartment structures, a clubhouse, pool, garage
structures, paved roadways and parking areas, and one wet detention pond. Specific structural
loading information was not provided. However, based on our experience with other Blue Ridge
Companies developments, we anticipate the apartments will be wood -framed structures with
concrete slab -on -grade floor systems. We assume that maximum column and wall loads will be on
the order of 100 kips and 3 kip per linear foot, respectively.
Final grading information was not available at the time this report was prepared. We assume that
on the order of 3 feet of new fill will be required to grade the building areas.
The subject site is approximately 38.98-acres, identified as Tract #2, and located west of Carolina
Forest Boulevard and north of Western Boulevard in Jacksonville, North Carolina. This site is
bordered by an open parcel to the south, Carolina Forest Boulevard to the east, and wooded tracts to
the north and west. It appears as if the site has been previously cultivated for agricultural
purposes. Existing vegetation at the site consists of grass and weeds with sparse trees. Several I
to 2 feet deep ditches were observed which run east to west across. the site. Standing water was
observed at several locations and within the existing ditches. Based on the provided site plan
drawing, approximate existing ground surface elevations within the proposed development
typically range from 43 to 47 feet tnsl (mean sea level).
2.0 EXPLORATION PROCEDURES
2.1 FIELD
Our field exploration included a visual site reconnaissance by an S&ME representative and the
advancement of twenty-two cone penetrometer test (CPT) soundings and three dilatometer test
(DMT) soundings. The soundings were advanced to depths ranging from approximately 15 to 82
feet below the existing ground surface. The CPT soundings were performed using an all -terrain
vehicle mounted CPT rig to hydraulically advance an electronically instrumented cone
penetrometer. During penetration, the tip resistance, pore water pressure, and sleeve fi-iction were
measured and recorded in general accordance with ASTM D 5778. The method produces a
nearly continuous record of information of subsurface conditions. In addition, the cone used for
this exploration was instrumented with seismic sensors for measuring shear -wave velocities iii
selected soil layers. At a depth of about 16 feet in sounding B-17, the cone penetrometer was
halted within a soft clay zone and a pore pressure dissipation test was performed. The pore
pressure dissipation test data provides information about the time -rate of soil consolidation. Tube
samples of the near -surface soils were pushed adjacent to 12 of the soundings to a depth of 4 feet;
and a sample of soft clay was obtained from a depth of about 15 to 17 feet in sounding B-17.

Report of Subsurface Exploration S&ME Project No_ 1581-08-033
Proposed Apartment Complex —Jacksonville, NC March 19 2008
Dilatometer (DMT) testing was performed at B-8, B-12, and B-CH to depths of approximately 34
,feet below the existing ground surface, with the hydraulics of the CPT Rig used for advancing the
dilatometer. The dilatometer uses pressurized nitrogen gas to inflate a thin metal membrane,
mobilizing the lateral resistance of the soil. The pressures needed to displace the membrane into
the soil were typically measured at one to two -foot intervals as the dilatometer was advanced
below existing grades. Resistance to membrane expansion was used to estimate soil
compressibility and other engineering soil properties. Dilatometer testing was performed in
general accordance with ASTM D 6635.
A Test Location Plan, which is included as Figure 1, indicates the approximate sounding
locations. Because the soundings were located in the field by our personnel estimating right
angles and approximating distances using existing site features, their locations should be
considered approximate. Logs of the CPT and DMT soundings, pore pressure dissipation test
data, and measured shear wave velocities are included in the appendix of this report. The ground
surface elevations shown on the logs were interpolated from the provided topographic
information and should be considered approximate.
2.2 LABORATORY
Twelve tube soil samples were obtained from depths of 0 to 4 feet adjacent to sounding locations.
In addition, one deeper tube sample was obtained from sounding B-17 from approximately 15 to
17 feet below the existing ground surface. Select portions of these samples were subjected to
laboratory testing. This testing included natural moisture (ASTM D 2216), Atterberg limit (ASTM
D 4318), and/or wash #200 testing (ASTM D 422). The results of our laboratory testing are
included in the appendix of this report.
3.0 SUBSURFACE CONDITIONS
Results of the CPT and DMT soundings at the site indicate soil behavior types consisting of
sands, clayey sands, and clays. Uncorrected tip stress values ranged from approximately 2 to
greater that 200 tons per square foot (tsf). The uncorrected tip stress is defined as the cone tip
resistance divided by the projected area (1.75 in) of the cone tip. The typical soil behavior type
profile consists of the following:
2

Report of Subsurface Exploration S&ME Project No. 1581-08-033
Proposed Apartment Complex — Jacksonville NC March 19 2008
TABLE 1: GENERALIZED SUBSURFACE CONDITIONS
Approximate Top Approximate Bottom
Elevation of Elevation of Estimated Soil
Layer (ft.) msl* Layer (ft.) msl* Type and Consistency
47 to 42 38 to 33 Very Loose to Medium Dense SAND and
Soft to Firm CLAY
38 to 33 20 to 10 Very Soft CLAY with a few sand lenses
20 to 10 -34 Loose to Very Dense SAND and Firm to
Stiff CLAY
*As interpolated from the provided topographic information
Measured shear wave velocities ranged from about 300 to 1,360 feet per second above a depth of
approximately 82 feet in CPT sounding B-17.
Based on pore water pressure data and water level measurements at the time of testing, subsurface
water was encountered at depths ranging from about 0.5 to 3.5 feet below the existing ground
surface. It is important to realize that groundwater levels fluctuate with seasonal and climate
changes and may occur at higher (or lower) elevations at other times of the year. Construction
activities can also cause changes in observed water elevations. We expect, however, that a
perched water condition could occur after periods of heavy or extended rainfall due to the presence
of the near -surface clayey soils. Perched water would adversely affect the site preparation and
foundation construction work during wet weather.
Variations from the generalized subsurface profiles described above and a more detailed description
of the subsurface conditions are presented on the individual logs in the appendix.
4.0 CONCLUSIONS AND RECOMMENDATIONS
This report has been prepared in accordance with generally accepted geotechnical engineering
practice for specific application to this project. The conclusions and recommendations contained
in this report are based upon applicable standards of our practice in this geographic area at the
time this report was prepared. No other warranty, express or implied, is made.
The analyses and recommendations submitted herein are based, in part, upon the data obtained
from the geotechnical exploration. The nature and extent of variations in subsurface conditions
may not become evident until construction. If variations appear evident, then we will need to re-
evaluate the recommendations of this report. In the event that any changes in the nature, design,
or location of the proposed construction are planned, the conclusions and recommendations
contained in this report will not be considered valid unless the changes are reviewed and
conclusions modified or verified in writing.
We recommend that S&ME be provided the opportututy to review the final design plans and
specifications in order that earthwork and foundation recommmendations are properly interpreted
and implemented.

Report of Subsurface Exploration S&ME Project No. 1581-08-033
Proposed Apartment Complex — Jacksonville NC March 19 2008
4.1 FOUNDATION RECOMMENDATIONS
4.1.1 GENERAL FOUNDATION ASSESSMENT
Our settlement analysis, based on a design bearing pressure of 1,500 psf indicates that the
anticipated structural loading conditions (i.e., .100 kip column loads and 3 kip/ft wall loads) will
induce total settlements in portions of the structures in excess of 2 inches. This estimate is based
on the proposed fill depths and assuming that the footings will bear within the upper 2. feet of
final site grades. However, the placement of new fill across the building pads will induce deeper
soil stresses and cause the soft clay stratum to slowly consolidate. Consolidation settlement of
the soft clay due to the weight of the fill is expected to be an additional 3 inches or more of
settlement. Total settlements on the order of 4 to 5 inches or more are considered excessive for
the proposed buildings.
Recommended foundation options for the proposed apartment structures, including the clubhouse,
pool, and any retaining walls, are dependant on whether the risk of seismically -induced
liquefaction is accepted and are as follows:
1) if the risk of seismically -induced liquefaction is accepted, static settlements can be
reduced by installing vertical wick drains and placing 6 to 8 feet of extra surcharge fill in
the building areas (in addition to the planned fill) and monitoring settlements to
determine when surcharge settlement is essentially complete and when shallow
foundation and at -grade construction can begin, or
2) if the risk of seismically -induced liquefaction is not acceptable, it can be mitigated and
static settlements reduced by performing ground improvement with vibro replacement
(installation of stone columns) and then supporting the structures on shallow foundations.
The following paragraphs discuss the seismic considerations and the foundation options in more
detail.
4.1.2 SURCHARGING
"Surcharging" of the building pads and an area extending 8 to 10 feet outside of each building
footprint can be performed prior to construction to reduce total post construction settlements to a
magnitude on the order of 1 inch and to allow shallow foundation support and support of floor
slabs at grade. Surcharging is appropriate if the risk of seismically -induced liquefaction is
accepted. The height of surcharge fill required will depend on the actual planned finished grades
within the structural areas. Surcharge heights of 6 to 8 feet are typical to be placed in addition to
any planned fill depths. It is recommended that settlements be monitored (by installation of
settlement plates) to determine when sufficient settlement has occurred and when foundation and
building construction can begin. Although the rate of soil consolidation is difficult to predict, our
experience and the pore pressure dissipation data indicates that the majority of the fill -induced
settlement during surcharging will occur over a 6 month to 1 year period. The rate of settlement
can be expedited, however, by increasing the surcharge height and/or by installing wick drains.
The crest of the surcharge should extend at least 8 to 10 feet beyond the edge of the proposed
building footprint. With the exception of the structural fill placed to reach final grades, the extra
surcharge material does not need to be compacted, nor does it need to be suitable for structural
fill. Any soil (having a moist unit weight of at least H 5 pcf) could be dumped and spread with a
dozer until the required surcharge height is obtained. From our experience, however, we have
observed that surcharging of various structures is often sequenced so that the surcharge material
4

Report of Subsurrace Exploration S&ME Project No. 1581-08-033
Proposed Apartment Complex — Jacksonville. NC IN -larch 19 2008
is structural fill to be used in other portions of the site (such as other building areas or parking and
drive areas) after the °surchargina" period is complete.
To monitor the rate and magnitude of site settlement, two to three settlement plates should be
installed within each building footprint. Protection (from any movement) of the settlement plates
during construction is imperative. Fill soils should be methodically hand placed and compacted
in areas above and immediately surrounding the settlement plates.
Upon completion of fill placement, the site should be allowed to consolidate until the settlement
plate data, as interpreted by the project Geotechnical Engineer, indicates that the settlement due to
the surcharge weight is essentially complete. Instrumentation readings should be taken weekly
throughout the surcharge period.
4.1.3 SHALLOW FOUNDATION DESIGN
Provided the surcharging program is implemented and the liquefaction risk (discussed below) can
be tolerated (or vibro-replacement is performed), the proposed apartment buildings, including the
clubhouse, pool, and any retaining walls, may be supported on conventional shallow foundations.
Footings should be designed for a maximum allowable soil contact pressure of 1,500 pounds per
square foot (psf). If vibro-replacement is performed across the building areas, a higher design
soil contact pressure will be available. For analysis purposes, we have assumed that the footings
will bear no deeper than 2 feet below proposed site grades, and will be underlain by a minimum
of 4 to 6 feet of moderately high consistency native soils or well -compacted structural fill.
Otherwise, undercutting of the foundation bearing soils will be required as discussed below
Minimum foundation widths of 18 and 24 inches are recommended for wall and column footings,
respectively. Foundations should bear at least 12 inches below finished grades.
Due to the existnig very loose sands and soft clays at this site, undercuttnig of a significant
portion of the foundation excavations may be required for bearing capacity support even with
surcharging. Surcharging of the site will be effective in inducing stresses in the lower
consistency soils to help reduce foundation settlements, but does not act as an in -place ground
improvement method for bearing capacity support of the near -surface soils.
Assuming the surcharging discussed above is performed, the use of a maximum foundation
bearing pressure of 1,500 psf should limit total foundation settlements to approximately 1 inch.
We expect that differential settlement will be on the order of/z inch, or less. The structural
engineer should confirm these estimated foundation settlements can be tolerated and the assumed
foundation loading conditions are applicable for the proposed structures.
4.1.4 SHALLOW FOUNDATION CONSTRUCTION CONSIDERATIONS
In order to verify that the soils encountered in all foundation excavations will support the design
bearing pressure, we recommend that the excavations be evaluated by an experienced soils
technician or staff professional (under the direction of the project Geotechnical Engineer) prior to
concrete and steel reinforcing placement. In addition to probing the exposed footing bottoms to
detect low consistency soil areas, Dynamic Cone Penetrometer (DCP) testing should be
performed in relatively shallow hand augered borings within the excavations. In general, areas of
organic -laden soils, very loose sands, and/or very soft to soft clays will likely require
undercutting and replacement with No. 57 washed stone.
The foundations should then be constructed as soon as possible to prevent degradation of the
exposed soils due to inclement weather, water infiltration due to a shallow water elevation, and/or

Report of Subsurface Exploration S&ME Project No. 1581-08-033
Proposed Apartment Complex — Jacksonville. NC March 19 2008
Sloughing of the excavation sidewalls. Areas not requiring undercutting can oftentimes
deteriorate due to water at, or very near, the foundation bearing elevation. Deteriorated soils
should be undercut and replaced with No. 57 stone. We recommend that relatively continuous
observation of any undercut and replacement of the No. 57 washed stone for each footing location
be performed by a senior technician or staff professional.
Due to the potential for perched water at or above the anticipated footing bearing depths (or
undercut depths if significant undercutting is performed), we anticipate that installation of
temporary dewatering measures (such as sump pumps or well points) will be necessary for the
foundation excavations. Depending upon the soil type and consistency encountered at the time
the foundation excavation work begins, the depth of undercutting for any footing excavation will
be a field determination. As such, the need for actual subsurface water control measures will be a
field determination as well, by the foundation contractor. The varying water elevations and
unpredictable weather conditions make it extremely difficult to predict the types of measures in
advance.
4.1.5 VIBRO-REPLACEMENT
Vibro-replacement consists of jetting a large vibrator into the ground and then backfilling the
resulting void with coarse aggregate, thus creating a stone column. The stone columns would
reinforce the soft and loose soil strata, thereby mitigating the risks of liquefaction and reducing
static settlements, allowing shallow foundation support of the proposed structures.
Vibro-replacement offers the following improvements to the subsurface conditions:
(1) Densification: Vibro-replacement densifies the soils through displacement. The
resulting denser deposits are more resistant to liquefaction and will settle less under
construction loads.
(2) Drainage: Vibro-replacement results in "columns" of stone at relatively close spacing
throughout liquefiable zones. This provides extensive drainage, which reduces the
build-up of porewater pressures during a seismic event. Without adequate increase in
porewater pressure, liquefaction cannot occur.
(3) Reinforcement: Vibro-replacement reinforces the soils and transfers stresses generated
during seismic activity as well as stresses caused by construction loads to the much stiffer
columns.
In developing design criteria for vibro-replacement, the actual stone column spacing and diameter
should be determined by requesting a cost proposal from selected specialty contractors
experienced with the method. The goal of the ground modification program should be specified
(i.e., liquefaction mitigation and reducing static settlements), and the contractor should submit a
proposed ground modification program with associated costs. The proposals should be evaluated
by the design engineers, and a contractor should be selected after any necessary negotiations.
For purposes of reducing the predicted total and differential static settlements by half (with the
added benefit of reducing the potential for site liquefaction), the vibro-replacement program
should consist of minimum 36-in. diameter stone columns installed in a triangular grid on
maximum 8-ft center -to -center spacing. The stone columns should extend through the potentially
liquefiable soils to an average depth of 25 ft below existing grade. To effectively mitigate
liquefaction and/or reduce static settlement, the treatment area should extend at least 8 to 10 ft
beyond the limits of the proposed building footprints.

Report of Subsurface Exploration S&ME Project No. 1581-08-033
Proposed Apartment Complex — .Iacksoiiville. NC March 19 2008
Based on our experience with sites with clayey sands and shallow groundwater where vibro-
replacement is performed, there is sometimes increased water at the ground surface. It often
takes a very long time for the clayey soils to dry out and for the water to dissipate. This could
result in construction delays and/or the need for extensive subgrade stabilization. The potential
for water at the surface should be anticipated and relayed to the grading contractor so plans can
be made to attempt to create positive flow away from the construction areas.
4.2 FLOOR SLABS
Provided that surcharging (discussed above) is performed and the liquefaction (discussed below)
can be tolerated (or vibro-replacement is performed), concrete floor slabs may be constructed
above suitable existing soils or newly -placed, well -compacted structural fill. Due to the close
proximity of loose sands and soft clays near the existing ground surface, undercut and
replacement or scarification and recompaction of the near -surface soils should be anticipated in
the floor slab areas as discussed in the Site Preparation section of this report. The slabs should be
separated from column and wall footings to allow for relative displacement. We recommend that
at least 6 inches of compacted clean sand be placed beneath all floor slabs to provide more
uniform slab support and to reduce damage to subgrade soils during construction. A modulus of
subgrade reaction value of 125 pci (pounds per square inch, per inch) may be used to design floor
slab on properly prepared subgrades. The need for a synthetic vapor barrier should be evaluated
by the designer of the structure.
Exposure to the environment and construction activities will likely weaken the floor slab
subgrade soils. If deterioration of the soils occurs during the construction process, undercutting
and/or repair of deteriorated areas may be necessary.
4.4 SEISMIC CONSIDERATIONS
Based on our assessment of the soil strengths encountered by the borings performed at this site,
and our experience in the Jacksonville area, some of the very loose to loose sands in the upper
approximately 20 feet have a potential for liquefaction daring the 2006 North Carol ina State
Building Code (2003 International Building Code (IBC) with North Carolina Amendments)
design earthquake. Liquefaction is the loss of a soil's shear strength due to the increase in
porewater pressure resulting from seismic vibrations. Soils most susceptible to liquefaction
generally consist of saturated, loose, "clean", fine sands. The design earthquake has a 2 percent
probability of exceedance in a 50 year period. This is equivalent to an earthquake that has the
likelihood of occurring once every 2475 years.
Liquefaction can create two potential problems: ground surface disruption (i.e. sand boils) and
volumetric compression (i.e., settlement). When soils susceptible to liquefaction are located
within approximately 10 feet of the surface, ground surface disruptions are always possible. The
depth of the potentially liquefiable sand layers below the anticipated final subgrade elevation
results in a low to moderate risk of ground surface disruption due to the design. earthquake. In
addition to the risk of potential ground surface disruption, our analysis indicates that at -grade
structures (e.g., floor slabs, shallow foundations, etc.) could potentially settle on the order of 2 to
5 inches during and immediately following the design seismic event due to liquefaction. T1_lis
settlement results from volumetric compression of the liquefiable sand layers which occurs as
seismically -induced soil pore water pressures dissipate.
The risks of seismic -related ground surface disruption and/or settlement must be considered in the
design of the structures. These risks can be mitigated by performing vibro-replacement
(installation of stone columns) as previously discussed. Alternatively, the proposed structures.

Report of Subsurface Exploration S&ME Protect No. 1581-08-033
Proposed Apartment Complex —Jacksonville. NC March 19. 2008
including the floor slabs; could be supported on pile foundations bearing in suitable bearing strata
below the potentially liquefiable layers. At this site, pile foundations would need to be driven to
depths of 50 feet or more to reach suitable bearing materials. The cost of the lengthy pile
foundations, pile caps, grade beams; and a. structural slab is expected to exceed the cost of vibro-
replacement. Therefore, pile foundation recommendations are not included.
Based on the liquefaction considerations discussed above and Table 1.615.1.1 of the 2006 North
Carolina State Building Code, this site is technically defined as Seismic Site Class F. The Code
typically requires that a site specific response analysis be performed if liquefiable soils are
present. However, the Code also indicates that the acceleration response spectra (necessary for
structural design) can be determined based on data obtained from the test soundings without
regard to liquefaction if the building has a fundamental period of less than or equal to 0.5 seconds
(Note b, Tables 1615.1.2(1) and (2) of the Code). We anticipate that the proposed structures will
have a period of less than 0.5 seconds, but this assumption should be confirmed by the project
structural engineer. Based on soil test data collected at this site and assuming the proposed
structures will have a period of less than or equal to 0.5 seconds, a Site Class E is recommended
for design.
4.5 PAVEMENT DESIGN CONSIDERATIONS
Provided that any imported structural fill meets the fill placement requirements discussed below,
well -compacted sand fill should provide adequate support for properly designed and constructed
pavement sections. After the site preparation work discussed above has been completed and the fill
properly placed, the prepared subgrade should exhibit a design California Bearing Ratio (CBR) value
on the order of 8 to 10 percent. Since we anticipate that the pavement areas will be fi Iled with soil
from an offsite borrow source, we recommend that CBR testing of the proposed fiII soil be
performed prior to preparing a pavement design.
A site specific pavement design cannot be prepared until actual traffic loading have been determined
and was not included as a part of our proposed services. However, the following pavement sections
have been used in the past for lightly -loaded pavements. For areas subject to only car parking, a
minimum of 6 to 8 inches of base course stone overlain by 2 to 3 inches of NCDOT S-9.5A or S-
12.5A asphaltic concrete is often used. In areas subject to channelized car traffic or occasional heavy
truck traffic, the pavement structure is often thickened to include 3 to 4 inches of asphalt over 8 to 12
inches of base course stone. Material gradations and placement densities for both the soi I and the
base course should meet the minimum requirements presented by the latest edition of the North
Carolina Department of Transportation "Standards and Specifications".
The performance of the flexible pavements will be influenced by a number of factors including
the actual condition of subgrade soils at the time of pavement installation, installed thicknesses
and compaction, and drainage. In addition, low safety factors are typically used for pavement
design. Therefore, it is very important that all components of design are properly installed and
expected traffic conditions are not exceeded. The subgrade soils should be reevaluated by
thorough proofrolling immediately prior to placement of stone base and any unstable areas
repaired. Similarly, the stone base should also be proofi•olled prior to asphalt placement. These
recommendations are very important to the long-term performance of the pavements.

Report of Subsurtace Exploration S&ME Protect No. 1581-08-033
Proposed Apartment Complex--.lacksonville. NC March 19 2008
4.6 SITE GRADING CONSIDERATIONS'
4.6.1 PREVIOUSLY CULTIVATED SITES
With any site that has been previously cultivated, adverse conditions could be encountered that
will require subgrade repair. These conditions include (but are not limited to) thick layers of
organic laden soil, soft and/or unstable near surface soil, buried debris, and foundations and slabs
from previous structures. Recommendations to repair these conditions can be provided by our
engineering staff during construction. There is always the potential that previously placed fill
and/or buried debris could be encountered in unexplored areas.
4.6.2 SITE PREPARATION
Establishing drainage at this site will be critical to earthwork activities. Prior to beginning
stripping and grading activities, it is recommended that existing ditches be improved (widened
and deepened), additional ditches be excavated, and the pond be excavated to attempt to improve
drainage at the site. In some areas, pumping from sumps will be required. The ground surface is
expected to be wet; therefore, tracked equipment will likely be necessary.
Site preparation should be initiated by stripping the building and roadway areas of any grass,
roots, organics, and any unsuitable near -surface materials. Any utilities that may exist within the
footprint of the proposed buildings should be relocated prior to construction. Any voids created from
the removal of underground objects should be properly backfilled with compacted structural fill.
After the initial site preparation and stripping, areas at grade and areas that are to receive fill
should be evaluated by the Geoteclinical Engineer or his representative. To aid the engineer
during this evaluation, exposed subgrades should be proofrolled with a loaded dump truck to
densify the exposed soils and to locate any areas of soft or otherwise unsuitable surface
conditions. Areas which are observed to rut, pump, or deflect excessively during the proofrolling
work should be repaired by either discing, drying and recompacting, or undercutting to firm
bearing material and placing well -compacted structural fill. Depending on weather conditions at
the time of this evaluation, wetting or drying of the near surface soils may be required to achieve
the necessary compaction.
Based on the encountered subsurface conditions within the soundings and push tubes, we expect
that the soils occurring beneath the stripped site grades will generally consist of clayey sands and
sandy clays. When wet, these soils will degrade significantly under wheeled traffic. In order to
reduce the extent of undercutting water -softened soils, we feel it is important that the site be
shaped during grading operations to promote surface runoff away from the construction area and
that concentrated wheeled traffic be avoided. We have noted at similar sites that concentrated
wheeled traffic often results in the rutting and degradation of the exposed soils. The control of
costs relating to subgrade repair at this site will depend on the weather conditions during the site
grading operations, the effectiveness of subsurface water control measures (if needed), and the
skill with which the grading work is performed.
Stabilization of clayey soils is often problematic and significantly influenced by prevailing
weather conditions. Proofrolling of these areas is the best method for determining stability.
Areas which do not exhibit excessive rutting and/or deflection can likely be stabilized by aerating
(discing) the soils during extended periods of favorable weather conditions, allowing them to dr-
to near their optimum moisture, and recompacting them using appropriate compaction equipment.
Alternatively, the project schedule and costs associated with delays may warrant the removal of
the near -surface soils in the deflecting areas and replacement with structural fill.

Report of Subsurface Exploration S&ME Project No. 1581-08-033
Proposed Apartment Complex — Jacksonville. NC March 19 2008
Conversely, areas which exhibit significant rutting and/or deflection during proofrolling
operations probably cannot be stabilized in -place and will likely require undercutting and
replacement with structural fill. Our experience indicates that undercut deptlis of up to 2 to 3 feet
are sometimes required for stabilization of wet, unstable clayey soils beneath buildings and
pavements. The vibro-replacement process (if performed) often results in Neater at the rround
surface; which would maintain the need for subgrade stabilization. V
4.6.3 FILL PLACEMENT
Where structural fill is required to reach finished grade, we recommend that clean sands, slightly
silty sands, or slightly clayey sands having a Unified Soil Classification of SP, SP-SM, or SP-SC
with less than 15 percent of fines (silt and clay) by weight be used. The fill should be placed in 6
to 8-inch thick lifts and should be compacted to at least 95 percent of the standard Proctor
maximum dry density (ASTM D-698); however, the compaction of the upper 12 inches of
subgrade in the building and pavement areas should be increased to.at least 98 percent of the
standard Proctor maximum dry density. To confirm that the specified degree of compaction is
being obtained, field density testing should be performed in each fill lift by a soils technician.
During grading of the site, any natural slopes that exceed an inclination of 4:1 (H:V) should be
"benched" prior to receiving fill materials, in order to "key" new fill into the existing soils. Tile
frequency or vertical spacing of the benches will be a function of the inclination of the existing slope
and the depth of fill; however, the maximum vertical spacing of benches should not exceed about 2
feet. Material cut from the benches can be reused as fill material in the lower bench provided it is not
otherwise unsuitable material, such as organic or highly plastic soils.
4.6.4 EFFECTS OF SHALLOW WATER ON SITE GRADING
Shallow water was observed at all of the soundings at depths as shallow as 0.5 to 3.5 feet below the
ground surface. Therefore, we expect that shallow water conditions could exist at the time of
construction. Accordingly, these areas will likely deteriorate under passage of construction
equipment. For these shallow water areas, consideration could be given to raise site grade to provide
at least 36 inches of vertical separation between the water elevation and the finished roadway or
parking subgrade elevations. Fill placement of these depths would allow the contractor to place an
initial 18 to 24-inch thick "bridge" lift of clean sand as discussed below.
In any pavement or slab area where structural fill (sand) will be placed over the native clayey
soils, there is a potential for the development of a perched water condition in areas where direct
rainfall or runoff can percolate into the soils beneath these areas. Further, fluctuations in the
water levels at the site can also result in perched water conditions. This condition can result in
weakening of the pavement subgrade and consequent pavement failure and/or loss of floor slab
support. Our experience indicates that french drains, when installed properly and able to
discharge into nearby drainage features or drainage structures, have performed well to reduce the
amount of water "ponding" beneath pavement sections. French drains consist of an approximate 2
feet by 2 feet cross section of #57 stone with a 2 to 4 inch diameter perforated pipe placed in the
bottom 1/3 of the stone thickness, encapsulated in a nonwoven geotextile fabric. The designer of the
structures and site civil engineer should evaluate the need for any drainage systems.
In lieu of, or in conjunction with, placement of potential "bridge" lifts of soil during fill placement, a
system of french drains could be installed in conjunction with installation of the site storm drainage
system to address these shallow water conditions. Because several 1 to 2 feet deep ditches exist at
the site, consideration could be given to install french drains along these existing drainage features.
This will help to maintain the gravity flow of water currently occurring at the site.
El

Report of Subsurface Exploration S&ME Project No. 1581-08-033
Proposed Apartment Complex — Jacksonville. NC March 19 2008
Our experience indicates that providing recommendations for french drains and other subsurface
drainage is oftentimes problematic and significantly affected by actual site conditions. In general,
evaluation of potential subsurface drainage begins by excavation of several relatively long ditches
across a site which is allowed to drain into the existing site drainage. For preliminary consideration;
ditches excavated on 100-foot centers could be installed; however, their locations and depths should
be coordinated so as not to interfere with any structures and/or excavations for utilities. Oftentimes
these ditches relieve areas of perched water that exist across the site, as this is evidenced by a
discontinuation of the flow of water. Conversely, other ditches may continue to flow water over
longer periods of time. Regardless, maintenance of the ditches (that is, cleaning out areas of
sloughed or deposited soils that hinder flow) is required to adequately evaluate the effectiveness of
these ditches. Once the ditches that continue to flow water are identified, these ditches are routinely
converted to permanent french drains. The remaining ditches are typically backfilled with a clean
sand to help relieve future perched water conditions.
Although the recommendations for drainage ditches discussed above provide a good visual
determination of water conditions and flow, the process is oftentimes relatively slow and labor
intensive (i.e. such as daily or weekly maintenance of the ditches with manpower and equipment) for
the contractor. The installation ofthe ditches also limits movement across the site for grading
equipment. Further, construction schedules oftentimes do not allow for this "observation" time.
If excavation of these relatively long ditches is impractical, shorter (but possibly more frequent)
drainage ditches and french drains could be connected to the site storm drainage system, as
mentioned above. If approved by the site civil engineer, these french drains can be designed to drain
directly into the on -site drainage system. Also, we anticipate that the storm drain lines will likely be
underlain by relatively clean stone for stability. Our experience shows that this stone layer can
provide positive site drainage in areas of shallow water. On past projects, we have even observed
installation of a perforated pipe within the bedding stone (but not directly beneath the storm drain
line) to help transport water. These perforated pipes were connected to non -perforated pipes which
drained directly into the drainage structure. Again, this consideration should be evaluated by the site
civil engineer.
4.6.5 USE OF ON -SITE SOILS AS STRUCTURAL FILL
The upper 3 to 6 feet of the near surface soils encountered during our exploration were primarily
clayey sands (USCS Classification SC) and sandy clays (CL, CH). These soils are typically very
moisture sensitive and will be difficult to reuse as structural fill during wet weather. Below the
near surface soils, relatively clean sands (SP-SC and SP) were encountered to depths of 8 to 15
feet interbedded with clayey sands and sandy clays. These layers of relatively clean sands should
be suitable for use as structural fill if they can be separated from the more clayey soils; but due to
the water table encountered du.rung drilling, we anticipate these soils could have relatively high
in -situ moisture contents and will require drying. Below depths of 8 to 15 feet, highly plastic
clays (CH) were encouuntered which would not be suitable for reuse as structural fill due to their
in -situ moisture content and plasticity.
4.6.6 EXCAVATIONS
The near surface soils at this site consist of very loose to medium dense relative density sands and
very soft to firm clays that can typically be excavated with conventional excavation equipment.
All excavations should be sloped or shored in accordance with local, state, and federal
regulations, including OSHA excavation trench safety standards. The contractor is solely
responsible for site safety. This information is provided only as a service and under no
circumstances should we be assumed to be responsible for construction site safety.

Report of Subsurface Exploration SAX M E I'rojea No. 1581-08-03
Proposed Apartment Complex— Jacksonville. NC Mauch ICJ. 2008
Depending on excavation depths and conditions at the time of construction, some excavations may
encounter groundwater. Groundwater can likely be controlled by pumping froth sumps or using a
perimeter well point system. Water levels should be lowered to at least 18 inclies below excavation
bottoms to prevent bottom instability.
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FIELD TESTING PROCEDURES
Cone Penetration Test (CPT) Sounding
The cone penetrometer test soundings (ASTM D 5778) were performed by hydraulically pushing
an electronically instruunented cone penetrometer through the soil at a relatively constant rate.
As the cone tip was advanced through the soil, continuous readings of cone tip stress, sleeve
friction, and pore pressure were recorded and stored on a computer. Using theoretical and
empirical relationships, the CPT data was used to approximate soil stratigraphy and estimate soil
properties.
Our interpretation of relative density and consistency, based on cone tip stress (q j, for sands and
cohesive soils (clays and silts) is shown in the table below.
:bSIL'T
AND CLAYS
Cone Trp Stress, q(tsf)
Relative Density
done Tip Suess, q� ;tsfj;
Consistency
Less than 20
Very Loose
Less than 5
Very Soft
20 - 40
Loose
5 - 15
Soft to Firm
40 - 120
Medium Dense
15 - 30
Stiff
120 - 200
Dense
30 - 60
Very Stiff
Greater than 200
Very Dense
Greater than 60
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CPTU — PORE PRESSURE DISSIPATION TEST RESULTS
Pest ID: B-l7; 16ft . Date: March 10, 2008
Site: Western Blvd Site- Cone Id: 4583.1 12. 15cmS&i'WE '
Location: Jacksonville, NC
Project: 1581-08-033 Interpretation Assu mpti0
Client: U/A cwT (rt):
Depth (ft): 16
Pore Pore Pore Pore
Time Pressure Time Pressure Time Pressure Time Pressure
(sec) (psi) (sec) (psi) (sec) (psi) (see) (psi)
39
—01
33
( 3
a 0
a
N
27
a
24
21
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e
M
S&ME, Inc I(843) 884-0005
620 Wando Park Boulevard [phone] fax Page lof 1
Mt. Pleasant, South Carolina 29464 www.smeinc.com

Shear Wave Velocity Calculations
SAME
YVestern Blvd Site
Jacksonville_ NC
Sounding ID: B-17
Date: ON 10/08
0
10
20
30
a�
40
Q
50
70
90
Project Number: 1581-08-033
0 200 400 600' 800 1000 1200 1400 1600
Shear Wave Velocity, v5 (ft/S)
* Site Class based on 2003 International Building Code - Table 1615.1 - SITE CLASS DEFINITIONS

SUMn7ARY OF VISUAL CLASSIFICATION
PUSH TUBE SAMPLES
Project Name: Proposed Apartment Complex - Carolina Forest Boulevard
Project Location: Jacksonville, North Carolina
Project No. 1581-08-033
Sounding
No.
Dept (feet)
Soil Description
Froin
To
B-1
0'
0.4'
Topsoil
0.4'
4'
Light Brown -Gray Fine Sandy CLAY (CL)
B-2
0'
0.5'
Topsoil
0.5'
4'
Light Brown -Gray Fine Sandy CLAY (CL)
B-3
0'
0.4'
Topsoil
0.5'
4'
Gray -Tan Fine Sandy CLAY (CH)
B-5
0'
1'
Gray Fine Sandy CLAY (CH) with Trace Organics
1'
4'
Brown Fine Sandy CLAY (CH)
B-g
0'
0.3'
Topsoil
0.3'
4'
Gray -Tan Fine Sandy CLAY (CH)
B-10
0'
0.4'
Topsoil
0.4'
4'
Brown Fine Sandy CLAY (CH)
B-12
0'
0.3'
Topsoil
0.5'
4'
Brown Fine Sandy CLAY (CH)
B-16
0'
0.4'
Topsoil
0.4'
4'
Gray -Tan Fine Sandy CLAY (CH)
B-17
0'
0.3'
Topsoil
0.3'
4'
Gray -Tan Fine Sandy CLAY (CH)
B-17
15'
17'
Dark Gray CLAY (CH)
B-19
0'
0.3'
Topsoil
0.3'
4'
Gray -Tan Foie Sandy CLAY (CH)
B-22
0'
0.3'
Topsoil
0.3'
4'
Gray -Tan Fine Sandy CLAY (CH)
B-CH
0'
03'
Topsoil
0.3'
4'
Gray -Tan Fine Sandy CLAY (CH)

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Lnooratory Record Version 4.2
Particle Size Analysis of Soils tS&ME
ASTM D 422
S&ME Project #: 1581-08-033 Report Date: March 17, 2008
Project Name: Proposed Apartments -Jacksonville Test Date(s): March 14-16, 2008
Client Name: Blue Ridge Companies, Inc.
Client Address: 5826 Samet Drive, Suite 1,05 High Point, North Carolina 27265
Boring #: B-2 Sample #: Sample Date: 3-10-08
Location: Jacksonville, NC Offset: N/A Depth: 0' - 4'
Sample Description: Light Brown/Gray Sandy CLAY (CL)
IH■
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Cobbles
< 300 mm 12") and > 75 mm 3"
Fine Sand
< 0.425 mm and > 0.075 mm
Gravel
< 75 mm and > 4.75 mm #4
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm #10
Clay
< 0.005 mm
Medium Sand
< 2.00 min and > 0.425 min #40
Colloids
< 0.001 mm
Maximum Particle Size
0.0%
Gravel
N/A
Medium Sand
N/A
Silt & Clay (% Passing #200)
N/A
Coarse Sand
N/A
Fine Sand
N/A
Apparent Relative Density
N/A
Natural Moisture Content
17.6%
Organic Content
N/A
Liquid Limit
27
Plastic Limit
13
Plastic Index
14
Description of Sand & Gravel
Rounded ❑
Angular 0
Hard & Durable ❑
Soft ❑
Weathered &
Friable ❑
Keferences: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Put -poses (Unified Soil Classification System)
Technical Responsibility: Randy Martin, P.E. Branch Manager
pos&ion
S&ME,1NC. 6409 Amsterdam Way. B-3. Wilmington. NC 28405 1:8i_08_0'11

Laboratory Record Version 4.2
Liquid Limit, Plastic Limit, and Plastic Index
B � -
Project #: 1581-08-033 Report Date: March 1.7, 2008
Project Name: Proposed Apartments -Jacksonville Test Date(s): March 15-16, 2008
Client Name: Blue. Ridge Companies, Inc.
Client Address: 5826 Samet Drive, Suite 105 High Point, North Carolina 27265
Mat Source: Site: B-2 Sample #: Sample Date: 3-10-08
Location: Jacksonville, NC Depth: 0' - 4'
Sample Description: Light Brown/Gray Sandy CLAY
Pan #
Liquid
Lunit
Plastic
Limit
Test #
1
2
3
4
5
6
1
2
3
Tare #
1
2
3
A
Tare Weight
11.07
10.64
11.61
B
Wet Soil Weight + A
22.84
18.21
17.64
C
Dry Soil Weight + A
20.33
17.32
16.93
D
Water Weight (B-C)
2.54
0.89
0.71.
E
Dry Soil Weight (C-A)
9.26
6.68
5.32
F
% Moisture Content (D/E)*100
27.1%
13.3%
13.3%
N
# OF DROPS
24
Moisture Contents determined
by ASTMD 2216
LL
LL = F * FACTOR
127.0%
1
Ave.
Average
27.0%
13.3%
40.0
38.0
36.0
34.0
0
U 32.0
a 30.0
c 28.0
26.0
24.0
22.0
20.0
10 15 20 25 30 35 20 100
# of Drops
Il
One Point Liquid Limit
N
Factor
N
Factor
20
0.974
26
1.005
21
0.979
27
1.009
22
0.985
28
1.014
23
0.990
29
1.018
24
0.995
30
1.022
25
1.000
Notes: Estimate the % Retained on the 440 Sieve N/A
Special Sampling Methods:
Sample Preparation:
Wet Preparation
El
Dry Preparation
❑
Air Dried ❑ NP, Noll -Plastic
❑
Liquid limit Test:
Multipoint Method
❑
One -point Method
El
Liquid Limit
27
Classification:
ASTM D 2487
OO
AASHTO M 145
o
Plastic L im;t
13
Liquid limit Test:
ASTM D 4318
21
AASHTO T 89
❑
Plastic Index
14
Plastic limit Test:
ASTM D 4318
91
AASHTO T 90
❑
Group Symbol
CL
Technician Name: JCF
Technical Responsibility: - Randy Martin, P.E. Branch Manaser
Position
S&ME,1NC. 6409 Amsterdam Wav-133. Wilmineton. NC 28405 1581-08-033 Att

Lauoratory Record Version 4.2
Particle Size Analysis of Soils S "
ASTM D 422
S&ME Project #: 1581-08-033 Report Date: March 17, 2008
Project Name: Proposed Apartments -Jacksonville Test Date(s): March 14-16, 2008
Client Name: Blue Ridge Companies, Inc.
Client Address: 5826 Same+ Drive. Suite 105 High Point, No-1- Carolina 27265
Boring #: B-12 Sample #: Sample Date: 3-10-08
Location: Jacksonville, NC Offset: N/A Depth: Or - 4r
Sample Description: Brown Sandy CLAY (CH)
"
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Cobbles < 300 mm 12" and > 75 mm i
Gravel < 75 mm and > 4.75 mm #4
Coarse Sand < 4.75 mm and >2.00 inm #1
Medium Sand < 2.00 trim and > 0.425 mm #
Fine Sand < 0.425 trim and > 0.075 mm
Silt < 0.075 and > 0.005 mm
Clay < 0.005 mm
Colloids < 0.001 mm
Maximum Particle Size
0.0%
Gravel
N/A
Medium Sand
N/A
Silt & Clay (% Passing #200)
N/A
Coarse Sand
N/A
Fine Sand
N/A
Apparent Relative Density
N/A
Natural Moisture Content
25.9%
Organic Content
N/A
Liquid Limit
56
Plastic Limit
16
Plastic Index
40
Description of Sand & Gravel
Rounded ❑ Angular ❑ Hard & Durable ❑ Soft ❑ Weathered & Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technical Responsibility: Randy Martin, P.E. Branch Manager
Position
S&ME,INC. 6409 Amsterdam Way. B-3. Wilmington; NC 28405 1 81-09-033(2)

I
Laboratory Record Versim 4.2
Liquid Limit, Plastic Limit, and Plastic Index *S&ME
Project #: 1581-08-033 Report Date: March 17, 2008
Project Name: Proposed Apartments -Jacksonville Test Date(s): March 15-16, 2008
Client Name: Blue Ridge Companies, Inc.
Client Address: 5826 Samet Drive, Suite 105 High Point, North Carolina 27265
Mat Source: Site: B-12 Sample #: Sample Date: 3-10-08
Location: Jacksonville, NC Depth: 0' - 4'
Sample Description: Brown Sandy CLAY
Pan #
Liquid
Limit
Plastic
Limit
Test #
1
2
3
4
5 1
6
1
2
3
Tare #
4
5
6
A
Tare Weight
11.34
10.72
11.22
B
Wet Soil Weight + A
21.78
17.34
16.20
C
Dry Soil Weight + A
18.03
16.41
15.52
D
Water Weight (B-C)
3.75
0.93
0.68
E
Dry Soil Weight (C-A)
6.69
5.69
4.30
F
% Moisture Content (D/E)* 100
56.1%
16.3%
15.8%
N
# OF DROPS
25
Moisture Contents determined
ASTMD 2216
LL
LL = F * FACTOR
56.1%1
1
16y
Ave.
Average
56.1 %
16.1 %
60.0
58.0
56.0
54.0
0
U 52.0
50.0
c 48.0
46.0
0
44.0
42.0
40.0
Notes:
11
One Point Liquid Limit
N
Factor
N
Factor
20
0.974
26
1.005
21
0.979
27
1.009
22
0.985
28
1.014
23
0.990
29
1.018
24
0.995
30
1.022
25
1.000
10 15 20 25 30 35 40 100
# of Draps
Estimate the % Retained on the #40 Sieve N/A
Special Sampling Methods:
Sample Preparation:
Wet Preparation
ll
Dry Preparation
❑
Air Dried ❑ NP, Non -Plastic
❑
Liquid limit Test:
Multipoint Method
❑
One -point Method
El
Liquid Limit
56
Classification:
ASTM D 2487
p
AASHTO M 145
❑
Plastic Limit
16
Liquid limit Test:
ASTM D 4318
[El
AASHTO T 89
❑
Plastic Index
40
Plastic limit Test:
ASTM D 4318
❑x
AASHTO T 90
❑
Group Symbol
CH
Technician Name:
JCF
Technical Responsibility: Randy Martin, P.E. Branch Manager
Position
S&ME, INC. 6409 Amsterdam. Wav-Bl. Wilnmincton. Nam' 28405 ^,,•�• arr
a

Laboratory Record Version 4.2
Particle Size Analysis of Soils *S&ME
ASTM D 422
S&AIE Project #: 1581-08-033 Report Date: March 17, 2008
Project Name: Proposed Apartments -Jacksonville Test Date(s): March 15-17, 2008
Client Name: Blue Ridge Companies, Inc.
Client Address: 5826 Samet Drive, Suite 105 High Point, North Carolina 27265
Boring #: B-17 Sample #: Sample Date: 3-10-08
Location: Jacksonville, NC Offset: N/A Depth: 15' - 17'
Sample Description: Dark Gray CLAY (CH)
t
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Cobbles
< 300 mm 02" and > 75 mm 3"
Fine Sand
< 0.425 inm and > 0.075 inm #:
Gravel
< 75 inm and > 4.75 mm 44
Silt
< 0.075 and > 0.005 mm
Coarse Sand
< 4.75 mm and >2.00 mm #10
Clay
< 0.005 mm
Medium Sand
< 2.00 rmn and > 0.425 mm #40
Colloids
< 0.001 mm
Maximum Particle Size
Silt & Clay (% Passing #200)
Apparent Relative Density
Liquid Limit
0.0% Gravel
N/A Coarse Sand
N/A Natural Moisture Content
83 Plastic Limit
N/A
N/A
65.7%
21
Medium Sand
Fine Sand
Organic Content
Plastic Index
N/A
N/A
N/A
62
Description of Sand & Gravel
Rounded ❑ Angular ❑ Hard & Durable ❑ Soft ❑ Weathered & Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydromeler portion of test method not utilized.
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Liinit, Plastic Limit, & Plastic Index of Soils
ASTM D 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technical Responsibility: Randy Martin, P.E. Branch Manager
Position
S&ME,1NC. 6409 Amsterdam Way. B-3. Wilmington. NC 28405 1581-08-033(3)

Laboratory Record Version 4.2
Liquid Limit, Plastic Limit, and Plastic Index *S&ME
Project #: 1581-08-033 Report Date: March 17, 2008
Project Name: Proposed Apartments -Jacksonville Test Date(s): March 15-17, 2008
Client Name: Blue Ridge Companies, Inc.
Client Address: 5826 Samet Drive, Suite 105 High Point, North Carolina 27265
Mat Source: Site: B-17 Sample #: Sample Date: 3-10-08
Location: Jacksonville, NC Depth: 15' - 17'
Sample Description: Dark Gray CLAY
Pon #
Liquid
Limit
Plastic
Limit
Test #
1
2
3
4
5
6
1
2
3
Tare #
3
1
2
A
Tare Weight
11.64
I1-08
10.66
B
Wet Soil Weight + A
21.01
15.81
15.59
C
Dry Soil Weight + A
16.77
14.99
14.72
D
Water Weight (B-C)
4.24
0.82
0.87
E
Dry Soil Weight (C-A)
5.13
3.91
4.06
F
%Moisture Content (D/E)*100
82.7%
21.0%
21.4%
N
# OF DROPS
27
14oisture Contents determined
by ASTMD 221.6
LL
LL = F * FACTOR
83.4 %
Ave.
Average
83.4%
21.2%
90.0
88.0
86.0
84.0
0
U 82.0
80.0
c 78.0
76.0
74.0
72.0
70.0
10 15 20 25 30 35 70 100
# of Drops
1'
One Point Liquid Limit
N
Factor
N
Factor
20
0.974
26
1.005
21
0.979
27
1.009
22
0.985
28
1.014
23
0.990
29
1.018
24
0.995
30
1.022
25
1.000
Notes: Estimate the % Retained on the #40 Sieve N/A
Special Sampling Methods:
Sample Preparation:
Wet Preparation
❑x
Dry Preparation
❑
Air Dried ❑ NP, Non -Plastic
❑
Liquid limit Test:
Multipoint Method
❑
One -point Method
El
Liquid Limit
83
Classification:
ASTM D 2487
❑O
AASHTO M 145
❑
Plastic Limit
21
Liquid limit Test:
ASTM D 4318
❑x
AASHTO T 89
❑
Plastic Index
62
Plastic limit Test:
ASTM D 4318
21
AASHTO T 90
❑
Group Symbol
CH
Technician Name:
ICE
Technical Responsibility:
Randy Martin, P.E.
Branch Manager
Position
S&ME. INC. 6409 Amsterdam Way-133, Wilmington, NC 284nS 1581-08-033t11 Att

Laboratory Record Version 4.2 e
Liquid Limit, Plastic Limit, and Plastic Index *S&ME
Project #: 1581-08-033 ReporE Date: . March 17, 2008 .
Project Name: Proposed Apartments -Jacksonville Test Date(s): March 15-17, 2008
Client Name: Blue Ridge Companies, Inc.
Client Address: 5826 Samet Drive, Suite 105 High Point, North Carolina 27265
Mat Source: Site: B-20 Sample #: Sample Date: 3-10-08
Location: Jacksonville, NC " Depth: 0' - 4'
Sample Description: Gray/Tan Sandy CLAY
Pan #
Liquid
Limit
Plastic
Limit
Test #
1
2
3
4
5
6
1
2
3
Tare #
4
5
6
A
Tare Weight
11.35
10.72
11.22
B
Wet Soil Weight + A
22.02
16.26
17.01
C
Dry Soil Weight + A
17.70
15.38
16.07
D
Water Weight (B-C)
4.32
0.88
0.94
E
Dry Soil Weight (C-A)
6.35
4.66
4.85
F
% Moisture Content (D/E)*100
68.0%
18.9%
19.4%
N
# OF DROPS
23
Moisture Contents determined
byASTM D 2216
LL
LL = F *FACTOR
167.3%
Ave.
Average
1 67.3 %
19.1 %
70.0
68.0
66.0
64.0
0
U 62.0
60.0
0 58.0
56.0
a
54.0
52.0
50.0
10 15 20 25 30 35 50 # of Drops 100
11
One Point Liquid Limit
N
Factor
N
Factor
20
0.974
26
1.005
21
0.979
27
1.009
22
0.985
28
1.014
23
0.990
29
1.018
24
0.995
30
1 1.022
25
1.000
Notes: Estimate the % Retained on the #40 Sieve N/A
Special Sampling Methods:
Sample Preparation:
Wet Preparation
El
Dry Preparation
❑
Air Dried ❑ NP, Non -Plastic
❑
Liquid limit Test:
Multipoint Method
❑
One -point Method
G
Liquid Limit
67
Classification:
ASTM D 2487
❑x
AASHTO M 145
❑
Plastic Limit
19
Liquid limit Test:
ASTM D 4318
91
AASHTO T 89
❑
Plastic Index
48
Plastic limit Test:
ASTM D 4318
❑x
AASHTO T 90
❑
Group Symbol
CH
Technician Name:
JCF
Technical Responsibility: Randy Martin, P.E. Branch Manager
Position
S&ME, INC. 6409 Amsterdam Way-B3. Wilmington. NC 28405 1581-08_033(a) Att

STATE OF NORTH CAROLINA ) AGREEMENT FOR PERMANENT SLOPE
EASEMENT AND TEMPORARY
CONSTRUCTION EASEMENT
COUNTY OF ONSLOW
THIS AGREEMENT FOR PERMANENT SLOPE EASEMENT AND
TEMPORARY CONSTRUCTION EASEMENT (the "Agreement"), is made this
the ?" day of October, 2008 between BHP WESTERN, a North Carolina
General Partnership ("BHP Western"), and SOUTHEASTERN SITE
ACQUISITIONS, LLC, a North Carolina limited liability company
("Southeastern").
WITNES8ETH:
THAT WHEREAS, Southeastern, as "Buyer", entered into Agreement for
Purchase and Sale of Real Estate on the 20t' day of November, 2007, with BHP
Western, as "Seller", concerning that certain parcel of real property located on
Carolina Forest Boulevard, Jacksonville, NC (being the "Property", as such term
is defined therein); and
WHEREAS, BHP Western owns property which is located to the
southwest and adjacent to the Property, and BHP Western has agreed to grant
Southeastern, or its assigns, a permanent slope easement and temporary
construction easement subject to the terms and conditions of this Agreement in
order for Southeastern to construct and maintain a graded slope upon the
easement, as described herein.
WHEREAS, the parties wish to enter into this Agreement to confirm writing
in the agreement set forth herein_
NOW, THEREFORE, for and in consideration of the mutual covenants and
conditions contained herein and other good and valuable consideration, the
receipt and sufficiency of which are hereby acknowledged by the parties, the
parties hereto agree as follows:
1. BHP Western shall grant to Southeastern a permanent, appurtenant,
exclusive slope easement (the "Permanent Slope Easement°) and
temporary appurtenant, exclusive construction easement (the
"Temporary Construction Easement"), in the approximate shape and
location as shown on the attached Exhibit "A", which is incorporated
herein by reference. The Easement shall be approximately thirty (30)
feet wide by one hundred fifty (150) feet long, The granting of the

Easement is specifically subject to the purchase by Southeastern or its
assigns of the Property and the Easement shall be executed and
delivered to Southeastern, or its assigns contemporaneously with the
closing of the purchase of the Property.
2. BHP Western shall also include in the 'Easement the right for
Southeastern to maintain the easement area.
3. Southeastern shall construct on the Easement a graded slope as
shown on the attached Exhibit "A" which is incorporated herein by
reference. The slope shall comply with all applicable zoning and
building regulations of the city of Jacksonville, Onslow County and all
other applicable municipal agencies. The plans for the slope and the
landscaping surrounding the easement shall be approved in advance
by BHP Western, which approval shall not be unreasonably withheld.
4. This Agreement may be assigned by Southeastern to another
purchaser of the Property without the consent or permission of BHP
Western, provided the assignee is bound by all of the terms and
conditions of this Agreement.
5. This Agreement shall be construed in accordance with North Carolina
law and shall be binding on the heirs, personal representative,
successors and assignees of the parties.
IN WITNESS WHEREOF, BHP Western and Southeastern have caused
this Amendment to be executed as of the date first set above.
BHP Western, a North Carolina
General Partnership
By:
Name: L y�
Title:
1
By: —
Name:
Title:
Southeastern Site Acquisitions, LLC
By:
Name: j�)0.,An=f Nt. +
Title: 1Vlc.s�.o c,L r

�o�eD� III
RwckGE{
-lzro��n� t
[l 1 ]p
R�dAF
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L
T
x-
s
GRADING 8c STORM PLAN
n�.
THE LEGACY at CAROLINA FOREST
CLUMUMM 4ncK9~LW TOV#I! r� otmon ccu+rr
2

,.. STATE THa.` -- 4 Q 1 3 2
- pLINA ,tj EliNsc T x.
G MA{:1vsi 0 01 WORDED
oa
4U100110 t;'�lit;TY, �11,
Km 19 4 a PH'87
h:x-,str T9Y $ 1 , 4a i lZerur ding Time. S(nk and Page
Tax Lot No. Parcel Identifier No.
Verified by .. County on the day of 19
by
atafter recording to Grantee
Thin Instrument was prepared by Daniel Zx Daniel, Attorneys at. Law, P. 0. Box 179
Yanceyvill.e, NC 27379
Brief description for the Index FriendshipTwnShp . - 4.Ot AC .
NORTH CAROL INA GENERAL WARRANTY DEED
THIS DEED made this .. 17th day of March 19 87 , by and between
r GRANTOR GRANTEE
DAVID EDWARD BROOKBANK, Widower PATRICIA TOWNSEND BROOKBANK
SEMORA. N.C. 27343
Eater in appropriate block for yarn party: name, address, and, if app)
Route.l, Box 7-B
SEMOP.A, N.C. 27343
03/14r87
1 DEEDS 240132 4.00
CELCIS PION PAGE(S) 1.50
1 FROPATE FEE 1-00
i E'sC-ISE TAX STAMP 1.00
opriate, characirr of entity, eq. eorperalion or partnerabtp.
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and
shall include singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that the Grantor. for a valuable consideration paid by the Grantee, the receipt of which is hereby
aclmowledged, has and by these presents does grant, bargain. ,ell and convey unto the Grantee in fee simple, all that
certain lot or parcel of land situated in the City of Friendship Township.
Guilford County. North Carolina and more particularly described as follows:
BWGINNING at a stake in the North margin of the driveway, corner with W.R.
Brown, Jr., runs Northward with his line 1079 feet to the line of Clarence t
Idol; thence Eastward with Idol's line 167 feet to a stake; thence South-
ward parallel with the first line 1079 feet to a stake in the North margin
of the driveway; thence Westward along the North margin of the drrveway, 167
feet to the beginning, containing four acres, more or less.
The driveway referred to is the driveway which extends from the public road
Eastward to the dwelling of W.R. Brown.
TITLE NOT EXAMINED
BK3572PG 1 135
♦ t nn \... 1 ,rtm �., : 19'e. Rv, -d - 19-' _ +. a .. ... ..•

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PF
The property hereinabove described was acquired by Grantor by instrument recorded in
A map showing the above described property is recorded in Plat Book Page
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to
the Grantee in fee simple.
And the Grantor cotenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey
the same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and
defend the title against the lawful claims of all persons wbomsoever except for the exceptions hereinafter stated_
Title to the property hereinabove described is subject to the following exceptions:
LEI WITNESS p'IIEREOr, the Grantor has hereunto set big hand and seal, or i[ eorpamtr, has caused this instrument to be signed in Its
corporate acme by Its duty xotberised officers and its seal to be hereunto affixed by authutitr of its Board of Directors. the day and Year mist
above wfltlea_
_-_--------
(SEAL)
- -- ------ avi war coo an
(Corporate Name)
Name) i
___________ (SEAL)
___________President .�
ATTEST: .________._(SEAL)
_____________________s__.._-__-____ ..
_________________ __ __ ___Seceetary (Corporate seal) ______(SEAL)
-------- ................________________________
(` TH CAROLINA, -dar 11_- ---______County.
SEAL-$T___
Crt': ;'fir;--------
f w� f" r.Ei Nolafr Public or the County and State a/vtesaid. certify that _-_._ .-••�------------------^••-
,. Grantor.
• T A p & ,ward-$r-ookbank,-wsdawex------ ------- --------------
: • '� y : a :• s'
• e + ; any appeared before me this day and acknowledged the execution of the fare{o)n{ lastroment. R'(tarss mY
'q March
sU / ► + G ,� V d and Official stamp or seal. refs day o[--_------�------------ -------• --••••
Ap
<< j -40 Sly' commission expires: __ 9-2 �8 7_ Notary Puttnc
NORTH CAROLINA, ------------------------ County.
f
SEAL-STAYIP •----•----
t
I, a Notary Public of the County and Stale aforeuld, certify that ----------------- t
y� persunAltY tams before me this day and acknowledged That __-- be Is ________ _______________ Secretary o!
----__-_- _----___- a North Carolina corporation, and that by authority ddlY
a---__------------- )
9 given and as the act of the terperatlon, the foregoing Instrument was sighed In its name by s _________--
----
t0 _ Sectrlary•
o as Its --- _____________________.._
President, seated with its corporate seal and attested by ___________
a
________. _____ ________, 19---------
Witaess my hand and officW st
amp of sea[. this _______day of ____
11y commission exFlres: ___ ____ __________..______________. -------------------------
---------------- Notary Public
i
�
The foregoing Cerlificate(s) of _----- --"-"-------•--------- 1
______
----------- _-------------
ii are rertltted to be r.rrert This instrument and this cell ifirate are duly fegistf red at the date and lime and in the Book and Page shetrn on the
first page hereof. 7CC V 1 c `pULL 0i
KPY F. i.� A.CLR", ¢�
_.__-____REG[SiF.R Or DEEDS FOR-__ .._ _+.-.-... _____. COCNTY
..... ........
A�rrl�t - Registef oI Deeds
v _
BK3572?G1136 g
\ l Itn t...M I .vn: \,. 14-,. Ife..v,i 1.1-' • . • �.