20041764 Ver 4_More Info Received_20110217

^
S`to~mwate~ Impact 14nalysis
Shiloh Crossing Shopping Center
Highway 5 4 at I- 5 40
Morrisville, North Carolina
Prepared for:
Wal-Mart Stores, Inc. and
Shiloh Morrisville, LLC
©ICirnfey-Elorn and Associates, Inc., 2006
March 2006
Revised December 2006
Revised April 2007
^ ~ ^ Kimley-Horn
~ and Associates, Inc.

TABLE OF CONTENTS
OVERVIEW
FIGURES
USGS QUADRANGLE MAP
FEMA FLOOD INSURANCE RATE MAP
FLOODPLAIN MAP
2 & I0-YEAR STORM PRE-DEVELOPMENT DRAINAGE EXHIBIT
2 & 10-YEAR STORM POST-DEVELOPMENT DRAINAGE EXHIBIT
PRE-AND POST DEVELEOPMENT DRAINAGE AREA PROPERTIES EXHIBIT
Tc DETERMINATION EXHIBIT FOR PRE-DEVELOPMENT DRAINAGE AREAS
(SHEETS T1-4)
WEIGHTED CN EXHIBIT 1: 2 & 10-YEAR STORM PRE-DEVELOPMENT
WEIGHTED CN EXHIBIT 2: 2 & 10-YEAR STORM POST-DEVELOPMENT
NITROGEN EXPORT EXHIBIT 1: ENTIRE SITE PRE-DEVELOPMENT
NITROGEN EXPORT EXHIBIT 2: ENTIRE SITE POST-DEVELOPMENT
NITROGEN EXPORT EXHIBIT 3: DURHAM JURISDICTION PRE-DEVELOPMENT
NITROGEN EXPORT EXHIBIT 4: DiJRHAM JURISDICTION POST-DEVELOPMENT
SOIL CLASSIFICATIONS
USDA SOIL SURVEY MAPS {WAKE AND DURHAM COUNTY)
SOIL CLASSIFICATION SUMMARY (L]SDA TABULAR DATA)
HYDROLOGIC SOIL GROUP TABLE FOR DURHAM COUNTY
TR 55 HYDROLOGIC SOIL GROUP TABLE (WORSHAM DETERMINATION)
WEIGHTED CN CALCULATION SHEETS (SPECIFIC TO DRAINAGE AREAS)
CN VALUE TABLE
R.AIl~FALL DEPTH CHART
RAINFALL INTENSITY CHART
TR-55 MANNING'S N TABLE

WATER QUALITY
EXTENDED WETLAND DESIGN SU1VIIvIARY
LEVEL SPREADER DESIGN SUIVIMARY
NITROGEN EXPORT CALCULATION: ENTIRE SITE PRE-DEVELOPMENT
NITROGEN EXPORT CALCULATION: ENTIl2E SITE POST-DEVELOPMENT
NIRTOGEN EXPORT CALCULATION: DURHAM JURISDICTION PRE-DEVELOPMENT
NITROGEN EXPORT CALCULATION: DURHAM JURISDITION POST-DEVELOPMENT
WATER QUANTITY
STORMWATER QUANTITY REDUCTION SUMMARY
PRE-DEVELOPMENT STORMWATER CALCULATIONS (ICPR DATA)
ICPR PRE-DEVELOPMENT MODEL
ICPR PRE-DEVELOPMENT MAXIMUM NODE DATA
ICPR PRE-DEVELOPMENT MAXIMUM LINK DATA
POST-DEVELOPMENT STORMWATER CALCULATIONS (ICPR DATA}
ICPRPQST-DEVELOPMENT MODEL
ICPR POST-DEVELOPMENT MAXIMUM NODE DATA
ICPR POST-DEVELOPMENT MAXIMUM LINK DATA
ICPR STREAM CROSS-SECTIONS
APPENDICES
APPENDIX A USACE NOTIFICATION OF JURISDICTIONAL DETERMINATION
APPENIDX B USACE SECTION 404 NATIONWIDE 39 PERMIT
APPENDIX C DWQ ON-SITE DETERMINATION FOR APPLICABILITY TO THE NUESE
RNER RIPARIAN AREA PROTECTION RULES
APPENIDX E FLOOD STUDY
APPENDIX F STORMDRAIN SYSTEM CALCULATIONS

OVERVIEW
Background
This report is based on the stormwater Impact Analysis {SIA) dated March 2006 included with the Town
of Morrisville approved Special Use Permit Site Plan dated 6126106 and City of Durham approved Minor
site Plan dated 1016106. The proposed shopping center development is located on the East side ofNG54,
South of Surles Court located on the Wake County and Durham County line, in the Town of MarrisvilIe
and the City of Durham, North Carolina. The project encompasses approximately 115.70 total acres and
consists of approximately 650,000 square feet of retail stores, and all associated parking. The project
will also include roadway improvements to NC-54, and a new public roadway through the site. The
properly currently has light residential development along NC-54.
Based on review comments received from DWQ on the Section 441 Water Quality Certification
submitted in September 2006, stormwater runoff for the final build-out will be routed through extended
detention wetlands rather than wet detention basins as shown in the SIA dated March 200b. In addition,
four level spreaders will diffuse stormwater run-off from the on-site public roadway (Shiloh Glenn
Drive) through the stream buffers into the existing perennial stream channel. These stormwater
management facilities will provide 85% total suspended solids (TSS) removal per the North Carolina
Division of Water Quality {DWQ) Best Management Practices Manual (BMP Manual}, nitrogen export
reduction per the City of Durham stormwater Design Criteria, and detention designed to reduce the post-
development peak flow discharge per both the Durham and Morrisville stormwater requirements.
The SIA revised in December 2006 specifically addressed the stormwater management design for the
initial phase of the project which included construction of the Extended Detention Wetland A for
development of Lot 1, Lot 13 (Sam's Club), and Lot 14 (Wal-Mart), and construction of four (4} level
spreaders for the on-site public roadway (Shiloh Glenn Drive}. The SIA revised in Apri12007 addresses
the stormwater management design for Phase 2 of the project which includes construction of Extended
Detention Wetlands B and C for development of Lots 2 through 10. A final revision to the SIA will be
submitted at a later date for construction of Extended Detention Wetlands D and E for Lot 12.
Wetlands and Streams
Approximately 1.5 acres of wetlands are located within the subject property. Refer to the USAGE
Jurisdictional Determination issued for the on-site wetlands on 414105 (USAGE File #200421479) in
Appendix A. The site is located in the Stirrup Iron Creek Watershed within the Neuse River Basin.
Approximately 4,500 linear feet of primary and secondary unnamed tributaries to Stirrup Iron Creek are
located on the subject property. The site is subject to the North Carolina Division of Water Quality
(DWQ) Neuse River Basin, Nutrient Sensitive Waters Management Strategies {15A NCAC 2B.0233)
stream buffer regulations and provide a 50-foot wide riparian buffer "directly adjacent to surface waters
in the Neuse River Basin (intermittent streams, perennial streams, lakes, ponds, and estuaries)." Refer to
the DWQ on-site streanc~ buffer determination dated 1 ll10104 (DWQ EXP #04-1764) in Appendix C.
The proposed development will impact approximately 0.457 acres of wetlands, 254 linear feet of stream,
8,318 square feet of Zone 1 buffer, and 6,789 square feet of Zone 2. Refer to Appendix B far the
approved Section 404 Nationwide 39 Permit from the USAGE.

Soils
The Wake County soils survey indicates that Colfax sandy loam {Cn}, Creedmoor sandy loam {CrB2,
CrC2, CrE}, Mayodan silt loam {MyB2,MyC2), Gullied Land (Gu), White Store sandy loam (WsB2,
WsC2}, White Store clay loam (WvD3), and Worsham sandy loam (Wy) are present onsite. The Colfax
series is classified as hydrologic soil group C. The Creedmoor series is classified as hydrologic soil
group C and has slopes ranging from 2 to 20 percent. The Mayodan series is classified as hydrologic soil
group B and has slopes ranging from 6 to 10 percent. The Gullied land is classified as hydrologic soil
group D. The White Store series is classified as hydrologic soil group D and has slopes ranging from 2
to 15 percent. The Worsham sandy loam is classified D according to the USDA TR-S5.
The Durham County soils survey indicates that Creedmoor sandy loam (CrB, CrC), Gullied land (Gu),
Pinkston sandy loam (PfC), Wehadkee silt loam (Wn), and White Store sandy loam (WsB, WsC, WsE)
are present on site. The Creedmoor series is classified as hydrologic soil group C and has slopes ranging
from 2 to 10 percent. The Gullied land is classified as hydrologic soil group D, the Pinkston series is
classified as hydrologic soil group B with slopes ranging from 2 to 10 percent. The White Store series is
classified as hydrologic soil group D and has slopes ranging from 2 to 25 percent.
Weighted CN values have been calculated for each individual drainage area, using the hydrologic soil
groups listed above. Because the drainage areas vary between pre and post conditions CN exhibits have
been added to the "figores" section of this report. Within each drainage area, the area of each
hydrological soil group was delineated. A spreadsheet was then used to calculate the CN number for
open space {pervious area) and wooded areas based on the percentage of each soil present in the drainage
area. This spreadsheet can be found in the "Soil Classification" section of this report. A fnal weighted
CN number for each drainage area can be found on the "Pre-Development and Post-Development Area
Properties Exhibit" found in the `figures' sections of this report. This number is the weighted CN of the
impervious area, open space, and wooded area for each drainage area.
Water Quality
Five (5) extended detention wetlands and four {4) independent level spreaders are proposed for water
quality purposes. The current site has approximately 0.4 acres of impervious area and the proposed site
contains approximately 75.92 acres (6S%) of impervious area at full build-out.
Extended Detention Wetlands A, B, and C have been designed per Town of Morrisville and NCDENR
requirements to treat the first 1" of runoff and remove SS% Total Suspended Solids {TSS). Additional
details for Extended Detention Wetlands D and E will be added as part of the construction plans for the
subsequent phase. Approximately 22.59 acres of undisturbed grass/wooded area will continue to drain to
the existing perennial stream and drainage swale along I-540. Please refer to the "Water Quality" section
of this report for design summaries and DWQ worksheets for Extended Detention Wetlands A, B, and C.
Four (4) level spreaders with a NCDOT type B silt basin have been designed for treatment of run-off
associated with the on-site public roadway (Shiloh Glenn Drive). These level spreaders have been
designed per Level Spreader Design Guidelines dated 0111107 and provide diffuse flow through buffers
for compliance with riparian area protection rules. A splitter box is located in the upstream drainage
system to allow the 1"/hour discharge to flow to the level spreader, and to allow remaining flow to
bypass the level spreader and release into the existing perennial stream channel. The bypassed flow will
be dissipated by rip-rap pad before entering the stream. Please refer to the "Water Quality" section of
this report for design summaries and DWQ worksheets for Level Spreaders LS-1, LS-2, LS-3, and LS-4.

Nitro en Export
The proposed stormwater management design effectively reduces the nitrogen loading rates below 10
lbslacre/yr per the Neuse Stormwater Rule (15A NCAC 2B .0235) for the entire site. However, this rule
is only applicable on the Durham portion of the site. Morrisville does not currently have any nitrogen
export requirements; therefore, only the Durham portion of the site is subject to the Neuse River nitrogen
export requirement. Calculations have been performed for both the Durham portion of the site, and the
entire site as a whole. In both cases, nitrogen loading rates have been reduced below 10 lbs/acre/yr.
Please refer to the Nitrogen Export Exhibits in the "Figures" section, as well as, the Nitrogen Export
Calculation Sheet located in the "Water Quality" section of this report.
Water Quantity
Water quantity storage will be provided by using the flue (5) extended detention wetlands located onsite
for all developed areas excluding the public roadway. This storage is designed to reduce post-
development site runoff to pre-development levels for the 1, 2 and 10 year storms. "POI-3" is the main
point of discharge from the site. The proposed system reduces post-development peak flows below pre-
development peak flows for the 1, 2 and 10-year 24-hour storms. Please see the "Stormwater Quantity
Reduction Summary" located in the Water Quantity section of this report for more information.
For the i~aitial phase of the project, the main point of discharge (`POI-3') from the site was used to
evaluate peak flow conditions for the 2 and 10-year storm events. Additional analysis of the 1-year storm
events for locations downstream of each discharge point for the ultimate build out will be included as
part of the construction plans for the subsequent phase.
The construction of the on-site public roadway (Shiloh Glenn Drive) and widening along of a portion of
NC54 for turn lanes and site access does not require stormwater quantity treatment because the increase
from pre- to post-development peak flows is less that 10% for the 2 and 10-year storm. An existing
NCDOT permanent drainage easement located on the site for NCDOT's widening of NC54 associated
with the `T1P R2000ab' will be abandoned and to off site drainage will be routed through the existing
wetland on-site to the headwaters of the existing perennial stream channel without impacts to the overall
site drainage. Refer to the "Roadway Stormwater" in Appendix F of this report for more details.
Storm Drain System
Two (2} culverts are proposed for stream crossing along the proposed on-site public roadway (Shiloh
Glenn Drive). The first culvert has been designed with one 36" and two 24" reinforced concrete pipes to
provide additional storage upstream of Extended Detention Wetland A. Sizing of the second culvert was
based on matching the NCDOT hydraulic design for the existing twin 10' x 8' box culvert under I-540.
Refer to the "Flood Study" in Appendix E for additional hydraulic modeling and floodplain
encroachment information. Two (2) other culverts are proposed for linear wetland crossings along the
proposed on-site private shared access easement {Lower Shiloh Way}. Calculations for the culverts were
completed using ICPR and indicate that stormwater staging will not overtop the roadway surfaces during
the 25 and 100-year storm events. Refer to the "Water Quantity" section of this report form additional
details.
The proposed storm drain system will also include catch basins, drop inlets, junction boxes, and concrete
piping. Calculations were performed to identify the preliminary sizing ofthe proposed system. Refer to
the "Storm Drain System Calculations" in Appendix F for additional information regarding storm drain,
and gutter spread calculations.

Methods
The proposed stormwater management facilities were sized using methods prescribed by the
aforementioned resources. The extended wetlands were routed using "Interconnected Channel and Pond
Routing," {ICPR} a Streamline Technologies, Inc. computer software program that utilizes SCS methods
for generating hydrographs. Tirane of Concentration (Tc} values were calculated using TR-55
methodology. The stormwater conveyance system was designed using "StortniCad," a Bentley Systems
software program.
Conclusion
Based on the analyses provided herein, the proposed stornnwater management facilities designed for the
initial phase of the project (WaI-Mart and Sam's Club) and Phase 2 of the project (Lots 2 through 10}
will be adequate to address the stormwater requirements ofthe Town on Morrisville, the City of Durham,
and NCDENR. Additional information regarding the design of the stormwater management facilities for
the subsequent phase of development (Lot 12) will be submitted at a later date. As such, the enclosed
stornawater impact analysis related to Extended Detention Wetlands D and E should be considered
preliminary in nature.

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Project:
r ~ Retail Shopping Center
High way SA at 1-540
Morrisville, North Carolina
Kimley-Hom and Associates,lnc.
Date: Scale: Project ?~10. Append+x:
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(SEE NOTE#31 TOTALAREA:10.00
SEE NpTE # 3
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~ Kimle -Horn wALMART STORES 1NC.
Y ANC} SHILOW MORRI5VILLE, LLC
' zz °' JFK `"'° ~ and Associates Inc, ,~
~~' ""~'~ ~ PRE-DEVELOPEMEN7 pHAINAGE AREA
w n.+X a m ~ ~. ,. r ~ oPV~ P.O. BOX 33088 ^ Po0.L5Cy'4 NOFIIH CAFIOLNA 21838-0088
~~ m a~ ~~ ~`" `~ `~°~ br EXHIBIT, 2-YR AND 90°YR STORM
~ ~~~ ~` PFIOhFa (9181877-2000 FAX f°18) 877-2p50
SIiILOH CROSSINGS
MORRISVILLE, NORTM CAROLINA
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OTES
]. DRAINAGEAREASAREIDENTIFIED BYTHE DOWNSTREAM NODE ID.
2. NODES P01-S, P01-2, POb3, POI-0, AND POI~r ARE PO]NTS OF INTEREST AT THE
PROJECT BOU NDARY. POST DEVELOPMENT PEAK FLOYVS FOR THE 2 AND
10-YEAR %4•HOllR STORMS DO NOT EXCEED PRE DEVELOPMENT PEAK FLOWS
AT THESE POIN75.
3.OFFSITEAREASFLOWINGTOANDTHROUGHTHEPROJECTSITE HAVE BEEN
DETERMINED BY USING FIELD SURVEY, GIS MAPPING, USGA QUAD MAPPING
AND NCDOT CONSTRUCTION DRAWINGS. OFFSITE DRAINAGE FLOWING
ONSITE HAS BEEN INCLUDED iN THIS ANALYSIS. DETAILS FOR OFFSITE
6RAINAGE AREAS CAN BE FOUND IN THE APPENDICES.
4: PRE. VS. POST PEAK FLOW ANALYSIS FOR THE PUBLIC ROADWAY
IMPROVEMENTS INDICATES THATTHE INCREASE TO PEAK Fi0W5 DOES NOT
EXCEED 10%, PLEASE SEE APPENDICES FORTIIE COM?LETS DETAILS.
5. PROPERTIES OF EACH DRAINAGE AREA INCLUDING GROUNp COVER,
HYDRAULIC SOIL GROUP AND WIEGHT CN VALUES OAN BE FOUND ON THE
DRAINAGE AREA PROPERTIES EXHIBIT:

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INFORMATION AND GALCULATTEDPRE-~EVELOPMENT:Tc
' VALUES FOR EACH DRAINAGE AREA, FOR POST DEVELOPMENT
CALCULA710NS, Tc WAS CONSIDER TO BE S.OO MINUTES FOR
Z ALL DRAINAGE AREAS
. cwp+leav in nre oma a: GJENT:
WALMART STORES INC 12-21-06 LOCAi16N:

~ Kimle
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SHlLOH
R
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LLC ,~~ OSSINGS
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PFEONFs (>'1~ 877-2000 FA74 (918} W7-20.5D PRE-DEVELOPEMENT OVERALL Tc FLOW

PATH EXHIBIT

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wALMART STORES INC.
- KimlB 'HO~CI
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1 CONVERT WET DETENTION BA9N5 4 09 07 ~JPK CND n
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POST°DEVELOPEMENT DRAINAGE-AREA
m aMafa rt ww aa~~ . d an~r ~ w+udt .~ amorommyQ,a m~vwnm ny~
,, ~,,~ ~ PA. BOX 33088 - RALC~d~I, HOfilii CAflOL1VA 2783P 3088
~oN~ care) sn-sooo r-a~v ceoa> en-zo~D
ExHIBIT, 2-YR AND 10-YR STORM
NOTES
1. DRAINAGE AREAS ARE EDENTIFIED BYTHE DOWNSTREAM NODE ID
2, NOTES POET, P062, P01-3, POI-0, AND POI-5 ARE POINTS OF INTEREST ATTHE
PROJECT80UNDARY. POSTDEVELOPMENTPEAKFLOWSFORTHE2AND
10.YEAR 24HOUR STORMS DO NOT EXCEE6 PRE DEVELOPMENT PEAK FLONlS
AT THESE POINTS.
3. PROPERTIES OF EACH DRAINAGE AREA INCLUDING GROUND COVER,
HYDRAULIC SOIL GROUP ANp WEIGHTED CN VALUES CAN 6E FOUND ON THE
DRAINAGE AREA PROPERTIES EXHIBIT.
SHIL4H CROSSINGS
MORRISVILLE, NORTH CAROLINA
~ ~ D73511446 ~~

T
PRE-DEVELOPEMEN T DRAINAGE AREA PROPERITIES AND WEIG HTED GN YALU ES

Deserlption Wooded a Forest
Land (ac) Open Space
(ac) Im pepeous
(ac) Thal Area ac
() Wei hied CN
9

P01-5 2.56 0.00 0.00 2,5fi 65
P01-1 7.92 0.00 0.00 7.02 70
P01-2 0.56 9.00 O.OD 0.58 7l
POL3 2.47 9.00 0.00 2.47 77
P01-0 2.55 0.00 D.DO 2.56 77
PRE-035 2.57 0.37 0.00 2.94 7i
PRE-DAD 5,15 0.58 0.00 5.63 73
PRE-045 8.65 1.39 0.00 10.07 72
PRE-050 0.92 0.23 '0.00 1.15 72
PRE-055 1.77 0.32 0.00 2.09 72
PRE-055 5.22 0.74 0.00 5.96 72
PRE-070 4,35 9.24 O.DD 4.59 79
PRE-OI5 2.79 0.25 0.00 3.04 64
PRE-D~ 8.35 0.47 0.00 8.82 66
PRE-085 2.16 0.00 p.Ob 2.16 73
PRE-090 2.19 0.21 0.00 2.40 57
PRE-095 1.79 0.00 0.00 1.79 57
PRE-1m 2.84 0.91 0.00 3.75 63
PRE-110 2.5,3 0.27 0.00 2.00 74
PRE-120 NIA NIA NIA 1D.b1 70.00
pRE-325 2.79 0.56 0.09 3.35 67
PRE-130 0.30 0.00 0.00 0.30 55
PRE-149 1,57 0.71 0.00 2.38 78
PRE-145 9,28 9.23 0.00 19.51 74
PRE-1E~ 4.58 1.81 0.00 6,39 74
PRE-160 2.74 1.23 0.29 4.26 75
PRE-165 NiA NiA NIA 18.53 BD.DO
PRE-170 29.06 0.57
POST-DEVELOPEMENT DRANAC~ AREA P 0.40.
ROPERIT~S 21.03 75
AND WEIGHTED CN VALUE

Description Wooded ix Fprest
L33nd (ac) OpeT1 Space
(ac) Imperlify05
(ac}
T[Q~ Area (ac)
Wdghted CN
EWE ..0.000 1.583 8.970 10.553 94
POSTPOh3 N!A NIA NIA 2.000 77
.POST-035 ..2.452 0.448 0.000 2.900. 71
POST-040 2.660 0.960 0.000 3.629 7fi
POST-A45 2.637 0.503 D.DDD 3.140 74
.POST-050 0.520 0.194 0.000 0.714 69
MANHOLE-050 OA06 0.684 1.316 2099 92
POST-U55 1.108 9.175 -0.000 1.~3 50
EW-A OADO 5.880 36.470 42.350 95
POST-065 1,506 p.000 0.000 1.506 74
MANHOLE-074 0.000 0.190 1.210 1.400 96
HOST-075 9.967 0.013 O.ODO 0.980 71
POSr-ODD 1.194 D.DOD aooD 1.144 64
POST-065 O.fi86 0.000 0.000 0,686 61
POST-09D 0.061 D:0-0 O.OOD O.D63 55
POST-095 0.890 9.000 O.OOD O.B90 55
PDST-1DD D.D7s D.DQD o.DDD D.m3 55
EW-0 0.000 2.247 8.986 13.239 91
POST-119 0.000 0.000 0.390 0.300 98
POST-115 0498 0.299 0.000 0.797 61
POST-116 0.505 0.252 O.ODD. 0.757 70
PDST-117 0.758 9.000 0.000 0.758 77
POST-120 N1A NiA NiA 117.019 70
PO5T-125 1.049 0.531 0.000 1.580 61
P05T-130 0.209 0.000 0.000 0.209 55
EW-C 0.556 3.984 6.593 11.2317 87
PO5T-140 0.562 x.348 0.000 0.910 74
MANf€OLE-144 0.090 2.253 3.247 5.500 91
POST-195 0.538 0.122 0.000 9.760 77
POST-155 9,824 0.000 0.000. 0.824 55
POST-160 0.608 0.000 9,900 0.608 66
POST-165 N!A NIA NIA 18.527 80
EW-l9 0.197 2.268 4.380 6.845 91
POST POW 0.999 0.000 0.000 0.990 77
POSTPOE-5 2.300 O.ODO 0.000 2.300 77
S
PRE-DEVELOPMENT HYDROLIC 501E GROUP 6REAKDOWN USED TO CALCULATE WEIGHTED CN
r--.--_-_.._..____~.....
HydroliCSoi]Groupl~l ...

~~
Hydolic Shc L7oup lae{ --
Hydrds SON Group{qA
_
welgmed [N
NI+IgMed EN
Drainage Area A B 0 0 Total Area
~ A B C 0 Tdal Area A B C D Cpen $an wooded Aree
P013 0 55757 721ff 33541 111.514 _ O.CO 1.28 0.5} 0.77 256 O.CO°,5 50.00°,b 19.32% 36.08% Qi 65
POI-4 0 0 30;791 0 305191 0.00 0.66 7.02 8.00 7,02 _ 0,69",5 O.OD'6 100.OD"k O.OQ% 74 70
P01.2 0 0 0 2$ti5 25,265 __ 0.60 0.00 0.03 0.59 0.58 0.00% O.OD% Q00°k 100.W%
~ a4 l7
P013 0 0 0 107593 107,543 O.Oa 0.07 a.08 247 247 _ O.C6% 0.00?C QW% 100.Oa°,i 80 77
POId
PRE-035 0
0 15,605
0 67,082
115434 0
12632 111,666
12$068 _
__
_ O.W
O.Oa i.D2
0.00 1.54
265 060
0~ 258
284
_ 0.00%
O.Ip% 39,94%
0.60°R 6D.Ofi°A
90.14% D.OiP6
8,86% 89
75 64
71
PRE-040 0 f2,19i 96,010 135036 245243 0.00 028 225 3.10 5.83 0.00% 4.97°k 39.96% 55.176`3, 77 73
PRE-045
PAE415D 0
0 80.150
0 87.150
+10.075 277.041
ig069 437,352
50.E-1 0.00
0.06 1.81
O.LG 1.87
0.92 6.36
023 10.04
t.15 0.06%
O.OD% 18.3:1%
O.D~ 18.33°b
80.99% G135%
200096 75
75 72
71
PRE955
PRC-965 0
0 0
51,836 72,743
2$736 18295
181 fiJ5 93.040
259,648
-~~
~-~~ 0,66
0.00 Oi0
1.19 ifi7
0.60 0.42
4.17 209
5.96 _
_ 9.00°,6
0.00°,6 0.00%
19.97°F 79.9Q%
30.97°k 2010%
BA97% 7$
l6 71
72
PRE-070
PRE-07s 0
D 30,056
63.143 10,019
79.276 159.6A5
D 1.49.94(1
1?z422 _ 0.00
6.aa 0.89
r.z7 0.23
tBt 3.67
aw 4.59
3.94
-
~~~~ 0.00%
a.aD% 11.93%
49.13% 501%
s4.srR 79.9E%
0.66%
...
~ ~ 77
69 73
6a
PRE-080
PRB-085 ~ 0
0 153.767
13,939 H5434
4,792 11543!
75359 381635
94,099

~
~~~ 0.00
0.00 353
0.32 265
Qi1 265
1.73 8.83
21B
_ D.00°A
000% 39.98%
14.81% 3401%
5.0996 30.01%
80.09%

~~ 71
7l 56
73
PRE-090
PRE4NJ5 0
0 99,317
70,132 2178
7,8;1 5,227
0 iA6,7Z2
17,972 _

"~ O,Oa
0,00 228
7.61 0.05
0.18 Qi2
Q00 245
1.74 __ A00%
0.00% 93.06%
89.94% 261%
10.06% 4.90°5
0.00% 62
62 56
57
PRE•100
PRE-110 0 98.070
0 B2291
51896 $048
67,02 166.399
121,968 _ O.W
0.00 225
O.R7 1.43
1.26 Q14
1.54 3.82
28a
_ 0.00%
0.06'% 55.90%
g.OD% 37.43%
45.00",6 3.6B°h
5500% _ 61
77 ~ fif
74
PRE-128 !YA WA WA WA WA WA WA WA WA WA _ WA WA WA WA WA WA
PRE-125
PR6130 0
0 70,132
73,068 3,OA
0 73,181
0 146,362
13,CE'8 _

~~ 0.00
a.00 1.61
0.30 QOT
aCG 1.63
0.00 3.36
0.30

~~~~~ 0.00%
000% 47.9296
100.00% 206%
0.00% 50.00%
0.00%
_ 71
61 66
55
PRE1A0 0 871 2,178 iDg62d }03,673 0.00 0.02 A05 231 238
- 0.00% 0.84% 210% 47.06% _ 80 77
PRE445 0 68,825 0 388,99} 457,816 _ 0.00 1.SY OW $93 10.51
~~~
~ 0.00% 15.03% 0.00% 89.97%
~~ 77 74
PRE150
PRE•160 0
0 55154
37,025 0
0 722542
798,510 27$398
185566 ~_~~~
_ 0.00
O.Oa 1.28
0&5 00.3
0.03 5.11
3.41 6.39
4.26 _
~
.~ 400%
Q00% 20.03%
19.95% 0.00%
0.60^A 79.97%
80.65% 76
7fi 73
73
PRE•165
PRE•170 WA
0 WA
0 WA
380,279 WA
50636 WA
950915 __ WA
000 WA
0.07 WA
8.73 WA
.13.10 WA
21.63
~ WA
A0716 WA
0.00°,6 WA
39.99% WA
60.01% _ WA
78 WA
74
POST-DEVELOPMENT HYDROLIC SOIL GROUP BREAKDOWN USED TO CALCULATE WEIGHTED CN
fydrNic Soil Group fsn _
~ Hyd~ofic Soil Group fadl
~~~~ Hydrdic Soil Group ~/1
~~ Vk]gMed CN Mlghted CN
Orafnage luaa IMP 6 C 0 Total Area _
_
~ ~ IMP B C D Total A6ea IMP B 0 0
-~~ Oyen Space YbNedArea
EW43 0 114,389 14B,5W 156,380 449,309 0.770 2.63 3.41 3.54 8.628 0.60% 27.28% 35.42% 37,29% 73 69
P01.3 0 0 0 81,120 87,120 0 O.OW Q000 2000 2.000 _
__ 0.00% 0.00% 0.00% 100.00% _ 60 71
POST-035 0 0 126,329 0 126,324 ~~ ~ ~ 0 OIMX1 29(A 0.00.7 2.900 _ 0.00% 0.09% 190.00% 0.00% 74 70
POST-040 0 0 41,818 115870 157687 0 O,LYA7 a9~ 2660 4.620' 0.00% 0.00% 2852°6 73.48% TB ~ 75
POS7-015 0 21,911 0 114868 136.778 ~ 0 O.S73 RC00 2831 3,140 0:0096. 18.0296 -0.00% 89.99% _ 17 73
POSi4150 - 0 5924 2$130 204! 31,102 0 Q138 a`a7t 0.047 0.714 _ D.D3°k 19.05% 74,37% 6.56%
~ 72~ 68
POST4755
MAM30LE-0SB
EW+4 0 -
0
0 49,264
0
646,437 -7,833
29,795
- 0 0
57325
i, 188,816 55,887
87,120
1,840766 _
_
_ 0
0
0.00 1.10.4
O.IXp
44.& 0175
Q6B9
O.GO O.OOD
1.376
2753 1.283.
2.000
42350
__ 0.00%
O,W%.
0.00% 86.36%
.D.W%
3504% 13b4%
34.20%
000% O.GO%
05.80%
69.96%

_ 63
78
73 ~ 57
75
69
P0574165 0 - 0 31,755 33,846 b5,601. 0 0.(10.3 0.129 0.777 3,508 0.00°k 0.00% 48.41% 51.59% T1 74
POST-010 - WA WA WA WA WA WA- -"WA- WA WA WA WA ~ WR WA WA WA WA
MANHOLE-07A 0 0 _36,721 2$066 62;726 _ 0 OA07 AB43 0.597 7.490 _ 0.00°6 0,99% 58.54% 41.46% _
~ 76 T3
POST4175 0 0 36, 721 5968 42689 _
~ 0. O.ON 0893 .0.137 .0.490 9,00% 0.00% -88.92% 13.98% 75 71
POSTAW 0 19,684 30,144 0 48,833 0 0.4~ 0692 0.000 1,144 0.00% 39.51% 60.49°h 0.00% 69 67
POST-085 0 28517 2,PS7 4708 29,882 _ 0 0.471 D.Dffi 0.151 O.BB6 __
~ ~ 0.00% 88.66% $89% 22.45% _
__ 66 61
POST-090
P.O5T-095
POST•100~ 0
0
0 2,657
38,768
3,183 0
0
0 0
0
0 2,657
38,788
$180
__ 0
0
0 0.061
0.890
OA73 0.[00
0.000
0.000 0.007
0.000
O.OOD 0.061
0.890
0.073
- _

__ 0.00°.8
0.00°,6
0.00% 100.09%
300.00°A
700.00% 9.00°k
0.00%
0.00% 000%
4.00%
4.00%
_

.. 61
61
61 55
55
55
PNA 0 3a?~7 8$330 25483 489,309 0 8.735 }.913 0.585 11,233 0.00°A 77.7654 17.93% 5,21% 64 59
POST-110 D g4B7 $581 0 13,068 0 0103 '0497 0.0~ 0.'AD O.OOek 34.33% 65.6/°A 0.00% 70 65
POST•115 D 21,867 $9?D 0 36,797 0 OS02 0.205 O.OLO 0.797 __ O.W% 71.W% 29.00°,5 O.CO% 65 59
PO5T•116 0 0 0 32,975 32,975
~ 0 0000 0.0:0 0.7A 0.757 O.W% O.a~, 0.00°k 1W.00°,6
_ 60 77
POST•117 0 0 0 33,018 ,1'3,018
~ 0 0.000 0.000 0.759 0.758 __ 0.00% 0.00% 0.0046 190.00°A 80 77
POST•120 WA WA WA WA WA WA WA MBA !d'A WA
~~~~~ WA WA WA WA N!A WA
POST-125 0 56,5R~5 0 122A7 68.825 _ 0 7.299 0.070 0.287 1.589
~-- 0.00°A 8222% 0.00% 17.7E% 64 59
POBT•930 0 9,101 0 0 9,104 __ 0 0.209 0.060 0.009 0.294 0.00% 709.00% 0,00% O.W%
~-- 6f 55
649t 0 217,931 4833) 234046 4,309 ~-- 0 5.003 0.880 5357 31.233 4.00% 4.1.54% 7,83% 47.63% 71 67
POST•1A0 0 7,579 0 3206] 39,640 0 O.iW 0.060 0.738 0.910
- fl.00% 19.12% 0.00°.6 @},88% 78 73
MANHOIE•144 0 0 24,132 2}7,626 291,iW ,,, 0 0.000 0.557 9.993 5.550 9,00% 0.90% 9.98% 99.02% 79 16
POST-4A5 0 0 0 3$iW 33,106 0 O.Om- 0.007 0.760 0.760 ~ 0.00% 0.00% 0.00% 100.Ory% BD 77
POST•155 0 35893 0 0 35.893 0 0.824 0.000 O.OD7 0.824 ~ 0.00°A 100.00% 0.00% 0.00% 64 55
POST-160 0 13416 0 1$068 26.481 0 0.308 0.000 0.?D7 0.608 _
__ O.ODX 50.66% 0.00% 49.34% 70 66
P08T•165 WA WA WA WA WA WA WA WA Wp WA WA WA WA ~ WA WA WA
PJ9•B 0 9 0 24$368 298.168 ~ 0 0000 0,090 6.845 8.645 _
_ 9.00% 0-00% 000°,4 100.00% 80 77
POST POId 0 0 0 4$124 43,129 0 0000 0000 0,990 0.930 0.00% O.IQ% 0.00% 100.QP% 60 77
POST P01.5 0 0 0 10$673 103,873 0 0000 0.0:0 2380 2.380 0.90% 0.00% 0.00% 1W.a0% 80 17
PREPIAE7) W 76 0 OFFICE OF: wen 1: ~
WALMART STORES INC.
1z-s1-Ds un,xtlur:
Kimley-Horn LLC
AND SHILOH MORRISVILLE ~ SHILOH CROSSINGS
,
1 CONYFRI' WE7 027EN160N BA.9N6 4 09 07
~ ~ JPK 1340

~

InC
an
l Associates
n71~ en
MORRIS111LLE, NORTH CAROLINA
~~ ~ a~ ~ar»n ~~ a
}
e PRE AND POST-DEVELOPMENT
ID aonerer,.ma.ui~.w rF~an4~ra K mid Yrlpfnpr w~ er, d1m1.Q1eoem~t rina~i :np ba8,arrteow va m~1m1
~•Ilt
d A
dd
' q~
l
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tl
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MW
t Ikw1l
15N
f1
h
~ m q C01 P.p. gpp(',~' OBB' RAl6(iF'4 NOHTt•I CAROLHA'17838-.9088
DRAINAGE AREA PROPERTIES JPIC JG~I enwm iarvui¢ na m mreoc a,amn
n
q
o
m
m
o
.
,r.
e
w
a
ae an
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FAXr (srel en-zoso

mil;
D12571ato

L~~ ~~ ~-~ ,I ~ ~' ~ '==µ ~4 ~- ~ TIME OF CONCENTRATION

\'
L=43.
L~PE _
\~~
~\ ~
~, ~ ~~ ``
! ~ ~ ~~f ~ ~ POI-1(A-C] Tc = 31,72 min
tr
f ! ~ ~ `-- ° ~ ~~\ \\ ~ P01-2 (U-UU} Tc =15.34 min
~ / ~~ 1/~~ ~ ~ / ~ ~'""'~'~ ~_"` ' •. ti~ ~ \~ DURHAMIWAKE
s. ~ ~ 1s/ / °~ ~ It /'~-~~w \~-~-~~ \\ ~ \\\ cou I PRE-170 (D-G) Tc = 20.72 min
~..: s ~F}-~~?~1 \ \ \ ~ ~[ ~'~',~~ ~ti ~~ ! 01 ~~ t11 ~ PRE-150 (H-K) Tc = 21.42 min
J~ 1If / ~r ~6~P~ ~~°° ~~ ~ ! J ~ ! ~ 1 l~l n ~ I ~ ~ / I I l ~ ~ ~ s Poi-z PRE-145 (L-P) Tc =21..98 min
1/r/ (per ''.---`~ ° ~ I~ijilrf~~, ~ ~ ~ j~~j 1a0F
~ ~ ~(!>' '~ "~ - ~ - \~ l ~ 11 I~~ I I I ~ ~` ~~~ \ t ~ ~ 1 ---.. -~`- PRE-140 (Q-T} Tc -15.72 mm
~ 1 ~ ! t ~ _ ~ ~ \ Il ~ (` 1 ! ~~\` \\~ 0 11 ! t 1 -„ ,~ ~ ~~ ~ _% ~ -SHEET FLOWN 100' @ 6.0%
``~ ~ ~ ~ s•~ ~ / s ~ ~, ~\~ t '~ • °~ ~" "` ~iri' ~-~ ~f /~ -CON. FLOW: 465 @ 8.2°l0
.1~ ~
~.~ .s ,.- ~` js~, / '~' (`1 ~1 ~ ~~' ~ ~ ~Z~ ~ ~~ rrrr~~ =.~`-~ -i. ~ - CHAN. FLOW :149' @ 1.38%
~\ ~ ~'' ''~~`' ~I I1t~,ltl~~~l~'ll~~l ! I t 'I ;~ ~~~~ qw` u ~ /~•~=~~=~'=:= .
\. :' ~ ~~OO~° ~ ~ i ~ ~! 1! ~tll ~~~ t ~ 11 ~ 1 1 1 (( / ~, ~ ~~11~ ~ ~ /~i/~ ~jl~r ~ ~ .= _"~ -
r .- -~.- rr r / l I 1 j 11 I i~,(~ 1 !11 I I ~ ,~ ~o~ - ° ~~~,_ /J/!lr~,-r, -~ ~ PRE-125 (U-X) Tc -17.24 mm
s ~.... ..~~~r-'~ /~~jli ~I j t~ ~i~~t~\\\ (tt~ t t i ~jj ~„~ ~°s ~~. ~ ~///l(~~ ~.y -._,~ -SHEETFLOW:100 @5.0%
," rrri )~/J ljCfjl~r\11111~~l~~ f j (j1~ ~~ '`~~~ 1\ .r ll~ l ;'`''~ ~ °
~ ? r rrr/ ~~-J / ) ~ jj~ ~ ~(1\,~lttt ~~~ ` ~ ~j~ \ ~` `.~, j ~ f if/ ffl /~/'~ -` ~@ o
// / i,, / _ (~ (~ \\ J ~( ....,,,~. ~ I ~ ,r//l /(/ I ~ / trt~. y„~,y~ -CON. FLOW: 726 7.6/0
. ~ ~ ~ l / ~ j J ~ i ~~/J ~ j j~jj~'jl~~~~~ `1~\~~111~1~ ~ \H ~ ~~ ~ ~, -~ r.~.~- Ag ~ Jl~f (1~ ~ // ~.~~~ -CHAN. FLOW : X62" @ 2.6%
~~ (l / / ~.~ l I \\ ~ 11 V llj ! Ij ~ t(~ll ~a ~ 1fJ/!!/~ /=~~~~ t
1 ~ f / J 1111 ~ 14 1~ 111111 ~ t1 ~ J f t1 ~ 1! ff ~ lt..
~~ 1 ~,~ 1j/ ~ ~ , ~ a)s~l /f ~ \\ 1fi,A \~~ 9?1~~~~ ~ -', /~ /I11 l ..,
~. ~ \ \ ~~~` ~ ~ / rr I ~~\\ 1 1 \~ l \~- / //if ! f f Jl~ ~~~~`~ PRE-130(Y-AA) Tc =.9.65-min
~ ; ~)1~'~~~~~\~ \\1.f ~•,~11~j~ ~. 1\\~ ~~- fllJ =~ ~ \\\~ ~ it ~ ~//~~fl l' ,~~ °
~ \: ,~: f ~~ ~~ \ ~ \~. / -~' ~ ~.~ ~ ~ \ ~ f fJ ~. .. ~ ~ s~ll i ~ N - sH~1=7 FLOW: X00 @ 1a.o%
~, ~ ~ I \ 1 11 ~ _~ i .~~",,I r t11! 1 \\\ ~~`- ri IJJ I ~\\ ~`c~~~ ` ~ .r// / // f if S `t~! t~ ~~.` ~ -CON. FLOW: 85 @ 5.9%
1 ~ ~ ~ ~ ~ ~ ~ ` -- ~ .~i 11~ ~~\~ ~~- is ! ~W ~~ '~r~ / ~I/ ~ 1~ ~.-v ti
~ \ ~ , ~ -` ~ 1 I ~ ~t~\` \~~, `` -~.-/ 1111 \~\\~\~~ _ lf~ ~ ~\~~~~~ \~ ~~ 1 / /ll 1 ~~: W
~~ ~ ~ ..rill (1J I tt~1 \~~`\~1~) ~1` \ ~~`~-. ...~ // l ~J ~ ~\\~~ ~\~~ . ~. r~~r ,- / //~// , Z PRE-095 AE-AF Tc ='SA0 min
\ ,. ,. / ~ ~ ~, ~ \~ ~ _. r / , / i PRE-85(U-AD) Tc =19.48 min
"~ , ~ ~ -%%-~~ ~~~ ~~f ~ ~~-~.~ ~ = -- ~/1/!~ ~~~~ _° ~ ~i ~, f // P~ ~o W -SHEET FLOW: 100' @ 3.0%
r' ,:,~ `~.. ~ _., i L- ,~ ~ ~~~ ~ _ ~~/ %/ \~~ _ - ~ ~,= = ~ -CON. FLOW: 631' @ 10..0%
~----
-''" ~--- ~ ` ~ r. f~f!!j ( /1_ ~ ~ ~~~\\ ~ ~~~ - - ~ ~ ; ~'"~. f!F f =~ ~ -CHAN. FLOW: 40' @ 2.5°/a
~ '' '~-- ~ ` 111 ! ll ~ ~ ~4 r
1 /°~ ~ ~ `~ - ~~ --- ~/ ~~1Y Y`'~~ ~ ~ ~ f ~ '~ PRE-15o
~.~`'~~;,~ ~ f~ / ~ / ~ r \, j j {l ~ ..,~ f / PRE-145 ``"~'`- = ~ ~,
~,,,. 1, - r _ f~'° t l ?? 1 P~E~6~1 I I/~ ~ .. --.~ ~jr - ~ = ~.`~ '~ Intl ~, ~ I
,,r ~ ~ ~ ~ , ~-1 /1 ~ \) ! ) ~HAN>~E'~s ~~Q ~ ~' ; ~ = + ~! !~l 't~1 ;»~s:;::~.,
~, ~ f ~ / , ~. - r. 1t~J~II~jI 1!I ~ 1 :~`: /ice
f `5L'BPF,=0599k / ,•~ ~ ~~~ ~~ j j ~.~'~ /
LEDGEND
'/ ~ ~ t 1 ~rr ~:~•~:~ ~'/ ~ ~'~i % " ~ `~ ~ r% ~,~~ ~ ~)1 Jl~llJi~ijjj jj ` / ~jr `~c
/ ~ ~ °^ ~` -- _.,...- "~ ° %~ r--" = ~ - i ~ ~i i r /// /~//f j~~% ~ / 1, r ~s " ,,.- TIME OF CONCENTRATION (Tc) WAS
/ `~ ~ ~ ~, ~~-~= ~ ~ ~-~ ~' . ~ ~ =~-'~~~ ~ l/~~~f//// l/!~f/ f r ~~~ ' ~ CALCULATED USING TR-55 METHODOLOGY
vawu~m IN ttE UPflcF °i: GJENT: 12-21-06 L°CA110N:
WALMART STORI=S INC.
~ Kimley-Horn AND SHILOH MORRISVILLE, LLC „~D0 5HILOH CROSSINGS
~~ ~~ ~~~ ~~ ~ aed Associates Inc, ¶"~ ~ MORRISVILLE, NORTrI CAROLINA
,„,,,~,,,„ ~;, ~, ~„~ ~,,,~„ ~,,.,,, ,.,,,, v „,.,,„ ~,,,~ ~, ~„„ ~,,,. ~ PpE-DEYELOPEMENT Tc FLOW PATH ~~
~ wrt to n,m pnpvq. Rww w o.a r~wenc. ~m'n~ ae~~~ NnoA,na.. wm~aoum and aww~a. h JPK JGf~
ia+.i-x~ and ,~.~raw ~ .ea e. ,iuat mw`pr~om ma ~oabw wc. P.Q BOX~f088 - RAL9(~~ NOHfH CAfi~LINA 27&98~OBB ~nwm imeoia wrs ,ne lame am ia~me
croxk~~+~+M~ ma a..~~ ~. mm PFIOM@ (BR) B77~W0 FAX {9181077-2060 EXHIBIT ~ mz5>>am T-1
Poll Drainage
Area Node
~~ Tc Path
. 7c Path Lode

TIME OF C~NCENTRATI4N
SEE SHEET T 9
t ~t ~-r ~ `..y ,~~! f ~i~,'11~\~ ~~ ~. X11 ~~1~ } ~1\\ ~~ - ` .li // 1 ~l /l~~f ~!Il.~l
,./~ ~ ~ Its ~~~ ~ ~ /~~1) \\ \~ ~ / /
_ .~-,~'
'-.-
~ _
_ // ~,.
~ ~- - / \ ~ ~ ~ ~ PRE-150 -' •.`- \ 1
/
' f ~ s /f ° / f r i ~ ` P~RE`16' // r `" --~/ fir/ ~ - -,~,~ ~ ~° ~I
1 ~ ) ~ C~HANNEtIZED Fx4~ ///Y ~ ` ' J~~
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LEDGEND
Poi 1 Drairlage
Area Node
r~r» Tc Path
. Tc Path Node
TIME OF CONCENTRATION (Tc) WAS
CALCULATED USING TR-55 METHODOLOGY
vr~ruan w nc artier w: d!ENr: 1z-21-os LOCAII°N:
K~mle -Horn wALMAIar sTaRES INC. ~ SHILOH CROSSINGS
Y AIVb SHILOH MORRISVILLE, LLC '~0°
,,,,E ~.~ MORRISVILLE, NORTH CAROLINA
~~ ^^~ ~~ ~ ~ and ASSOC~a~es, Inc. PRE-DEVELOPEMENT To FLOW PATH ~~
aeomn~ w Mu, e.,m~w~t. ow aa~. a,.nw m.~dw r ~ ~. w~ vow.. PA. BDX 33088 - EXHIBIT
JRK JGM
and u.m a R w ono>vL Hux err ad nlNna m a~i awm~.rt duct Mmr~ ouaeomr~ ana oeeo« di HhIBGFI, NORTIi CAf10L.NA 27838-3088 ~ maammvn«xxiea: - ar010 ~r-2
Xhdr/-Nxn end w.odm.. be d,dt a .iu t mta,a.rNa* and +~dm.4 to PFIONB ~) 877-' 1N PAIG (8!D) 877-205D amo-n sr:
Rnypit NImMY*nn trd eeuM.a Ine, mm SEFL
-' r
r- w-- °' r~ ~~- =
~-~ ~.
PRE-160 (AH-AK) Tc =15.67 min
~" ~ y,, ~ l .9 - SHEET FLOW:100' @ 6.0%
• J ~ / i/~ -CON. FLOW: 295' @ 7.6%°
-CHAN. FLOW :109 @ 0.91°
f: ,~~ ~ -
_ // l / / r ~ J ~- PRE-110 (AG-AE) Tc = 5.0 min
.~ PRE-100 (AL- AO) Tc =15.84 min
- ~ ~ ~~~~(~fl - SHEET FLOW:100' @ 5.0°/°
\~~~~ ~ ~; ~ I ( -CON. FLOW. 355 @ 7.3 /°
=~ 1~ ~!~ ~ -CHAN. FLOW :114' @ 2.6%
:`:l/ %/
~~~ j// PRE-090 (AP-AR) Tc =17.37 min
s %~ / a • SHEET FLOW:100' @ 5.0%
/.
°
1 _~
,--~ //1/ -CON. FLOW: 701 @ 4.5 /°
'..-~ ~°--'/r -.
~` '~
"'~ ~ `~ PRE-075 (AS-AV) Tc =19.50 min
~\ -' `~- ~ - SHEET FLOW:100' @ 3.0%
-- ` ~ w. ` W • CON. FLOW: 583' @ 9.3%
~- ~ W
~ ,, ~ ^ ~`~ ~ ~ y PRE-065 (AW- AZ) Tc =16.19 min
a >r W - SHEET FLOW:100' @ 5.0°/°
~g(~ W -CON. FLOW: 622' @ 8.2%
/ ~ ~~/' -I ~ j ~ -CHAN. FLOW; 50' @ 1.2%
SHE,o`s`~ ~~ i
/~°~f - ~/i/~ ~ PRE-080 (U -CI) Tc =16.01 min
/ ////l1//,r// - SHEET FLOW:100' @ 5.0°!°(PAGE T-1)
//j~~~~r(j -CON. FLOW: 284' @ 11.6% (PAGE T-1)
/~~~~(~~1 -CHAN. FLOW: 383' @ 7.8°/°
f~r~~ PRE-70 (CJ-CM) Tc -19.57 min
- SHEET FLOW:100' @ 3.0°/°(PAGE T-1)
~~ ~ - CHANFF OWS 67' @ $ 2%(PAGE T-1)
.-

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s,`
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Poi 1 Drainage
TIME OF CONCENTRATION {Tc) WAS
CALCULATED USING TR-55 METHODOLOGY
PfY~PARE° N 71 1E 9FFlGE a: wcn is
WALMART STORES INC.
is-a~-os ~wnl~Vfl:
~ Kimley"Horn - °
° SHILOH CROSSINGS
SHILOH NIORRI5VILLE, LLC
AND .,~
~~~ MORRISVILLE, NORTH CAROLINA
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PRE-DEVELOPEMENT Tc FLOW PATH
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TIME OI= CONCENTRATION
Pt}I-4 (BU-SW) Tc =10.08 min
P01-5 (BA-BC} Tc = 21.91 min
PRE-045 (BD-BH} Tc = 20.34 min
PRE-055(61-BL} Tc =16,83 min
- SHEET FLOW:100' @ 5.0%
-CON. FLOW: 395' @ 8.9%
-CHAN. FLOW :223' @ 1.20%
FRE-050 {BM- BP} Tc ='16.04 min
- SHEET FLOW:100' @ 5.D°lo
-CON. FLOW:284' @ 13.4%
-CHAN. FLOW: 236' @ 2.5%
PRE- 040 {BQ- BT) Tc =16.67 min
- SHEET FLOW:100' @ 5.0%
-CON. FLOW: 530' @ 7.2 °1°
-CHAN. FLOW: 23D' @ 9.0
Area Node
Tc Path
• Tc Path Nade

TIME OF CONCENTRATION
NRGEAREA
BY
ij
~: , l~ J ~'~ ~ir~ ~~ . i
r r
W ~~~ ~~ ~~~~~%f ~
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y f~~~ ii ;~ ~ .1
--:~ ~~ ~~ fr rfi~r rir rlf ~~` ~ i
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SEE SHEET T 3
~~ CCl`4~}}~~~~~~
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P01-3 (CB-CE} Tc =15.45 min
PRE-035 (BX-CA) Tc =15.93 min
• SHEET. FLOW:11)U' @ 5A%
-CON. FLOW: 268' @ 6.3%
- CHAN. FLOW :175' @ 6.3°/°
~~~-~
~~
s
Area Nade
Tc Path
• Tc Path Node
Poi 1 Drainage
TIME OF CONCENTRATION (Tc) WAS
CALCULATED USING TR-55 METHODOLOGY
. fFEPMID 711 1E OFFICE OF: -
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UNDISTURBED AREA B
-003 70TAL AREA: 9.09 AC
IMPERVIOUS AREA: 0.00 AC
~w PERVIOUS AREA: =1.09 AC
~ ~ WOODED AREA: = 8.00 AC
~ 4 ~ ~.
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\ ~-"~~.~ ..-'~=W'~'~4 ! p`~=°5~.~--~,,,....c^i ~`+~ 70TAL AREA: 42.35AC ~ ~ ! f ff ~r r .~
~ Y '`~~,!-~- ~5=+; /'' ~\ '~~~: IMPERVIOUS AREA: 35A1 AC ~ i ~ l / ~ / 1/ ~ / ,+~`
t~;y ~~ ' pERWWSAREA: 5A8 AC J l / // / J~
~~ lr ~ ~ } ;j$ \ fd ~E r"~(w~, ~} i ~ .-.y/l '~• ~ } ~^ 1 )~a i ~ ~ _ .+~ >I ~ f ~ f ~~~ /`! ~ J OST-0d0 / ~ •I~•
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j ~ ~ IMPEF~VgUS AREA: x.86 AC ~4 ~/1 ''-"'~ ~ •• ~ ~ f ~_,,,~
-~ ,PER ~SAREA: 7.s~A~/~ \~ ~ f ~ y ~w-.~~'~; ~~ .• ! ! f .-. /~~u-""/ ~
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~ ~"~ 1 /TOTAL REd 8.9~ 't
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~ ~ ~ ~PjA ~ ~ ~ } } jPE IOUS AEA: ~.Bq Ar7l
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~ONSITE B ,. °\ ~. ?SITE r ~ i L ~QNb~I © J ~~ /
~ ~ TOTAL AREA: 6.84 AC / ~ ~ i f / f OTA!/~R ' 11.27 AC /
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IMPERVIOUS AREA;ggSAC NOUS AREA: / r 1 pC /
PERVIOUS AREA;,&'41. AC • 163 ~ VI~llS'74REA'~`2. AC / / ~ P SUS AR A: x,97 AC J
- ` f - B ED AREA: 1. ~-~ P IWSABE~~49 AC J f
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// 1 ~ ~ ; ~. f„ _..- ` ~ --,~ r ~ TOTAL AREA: 1A4 AC
`~ _ ~„ _ ,~' '"'~ `~- --..~,~ ~ ~ ~ ~ ~ / r' ~ IMPERYgU9 AREA; 1,15 AC
~ pERVI0U5AREA:9.29 AC
~" ~' ~" ~' OFFSITE AREA D ~ ~ ~ ~-
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(ROADWAY DRAINAGE] ~ (
TOTAL AREA: 0.61 AC ~ I UNDISTURBED ARE r
]MPERVIOQISAREA: 0.00 AC Tatfat ARPa zzoA
PERVIWSAREA:0.80 AC ~ __ .- '-~ IMPFAYgpS AR
WOODED: 0.61AC PERYI003
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1. THIS EXHIBIT IELUSTRATES DRAINAGE AREAS CONSIDERED
TO DETERMINE TOTAL EXPORTED NITROGEN FROM THE
ENTIRE SITE, UNDER POST-DEVELOPMENT CONDffIONS.
2, POST-0EVELOPMENTGRADINGDIVERTS RUNOFF AWAY
FROM POINT OF ANALYSIS B. NO DRAINAGE AREAS ARE
ASSOCIATED WIT} POINT OF ANALYSIS B.
pIEPUED RI iFE RFRE ff: LLhJi 3:
- K~m~2 "HaCn WALMART STORES INC.
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~r,...~~` ~ ` ~ , ~ ~ ~ ~ y ~ ENTIRE 51I'E': 77.33 !BS/YR = P.67 LBS/AC/YR
a DURHAM PORTION: 8.15 LBSNR = P.A1 LBSIAC/YR
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WALMART STORE$ INC.
. K~miey'Horn AND Sl~LOH MORRISVILLE, LLC ~ SFgLOH CROSSINGS
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xm rxan me woJm~. im rya w ~u~ naab°~a m,rr~ ma e~an., u~ P.dt BOX 33006 - W4ll~OF1, NORM CAFIOL.~~4'27~96 30EB JP JGM uuaio m~+a nFS m ~ am».~
~a n~wey „~. ~ PFI~NB rows ~n-2ooo Fwu comp erg'-~aao PORTION PRE-DEVELOp1~NT ~ a,as„a,o

j (Ei~ t; i't I ~I ~~~~
DURHAM A DURHAM B: ,~i
~-r ~ (TREATED WlTHEXTENDED WETLAND) ~„~-~-'''r ~ (TREATED WITHLEI/EL SPREADER)
TOTAL AREA: 630,446 SF =13.93 AC {~~ TOTAL. AREA: 8,084 SF = 0.19 AC ~ ~ /j
~ 1MPERVIOUS: 501,17& SF=11.00 AC ,~~-I~ ~ PERVIOUS AREA: 8,084 SF = 0.19 AC ~,j~,/+J
~. ~ ~' PERVIOUS: 129,270 SF = 2.93 AC ~~~ `, ~ PERVIOUS AREA: 0.00 SF = 0:00 AC -~//
~ WOODED AREA: 0.00 SF = 0.00 ;4C "-~ //~~ ~
,~ "` -~-~ WOODED AREA: 0.00 SF = 0.00 AC ,
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nY J
r ~~ / ~ ~ ~ ` `r _,~~ ~, . I .~ I ~ ~ ..~, / j(INTREA~'ED)
~ ~ ~ ~.-- ~. ,~ ~ ~ ~ ~ I f ~ ~~, TOTAL AREA; 21 ,27,2 SF = 5.63;4C
~ r'~, ^ ~ ~ ~ ~ ~ ~ f "~' ~,~ IMPERVIOUS A A: 0.00 SF = Q.OO AC
.-~ '~ ~ ~` ,,,,, ~~ ~') ( ~~ ~ ~ ~ ~ ~ ~ ~ ~ f PERVIOUS A A: 126, 796 SF = 2.82 AC
~'f/ '~ _... ~` ~ ~ J ~ i ~ ~µ`` .~ ~ ~ ~ 1~,~-~f WOODED AREA: 91;476 SF = 2.81 AC
t ~~ ~/ ~ _ ~ ~~/
,~~ ~ r .~. .--
~ ~ ~- .~ f ~ POA
~ /~ S ~ ~~~ ~~~ ~• ~-- ~
~ ~ ~
.~
~\ ,®~
POST-DEVELOPMENTSUMMARY OF NITROGEN EXPOR7
ENNRE S1TE: 843.4 L8S/YR = Z3 LBS)AC/YR
DURHAM POR'fiON: 134.4 tBSlYR = 8.81 iBSlAC/YR
rraram N ,~c ~+ a+aT: ~ocnnan:
WALMART STORI=S INC. ~~-~1-os
~ KlmleyHOrn AND SH~OH MORRiSVILLE, LLG ~,~ SHILOH CROSSINGS
~ and Associates Inc. ~'~~ a„ MORRISVILLE, NORTH CAROLINA
M M4 M 1 8111 a101 r yYryW ~~~ '
~` "' ~" ~~ `""" ~ °`°'°~" ~ NITROGEN El(PORT EXH~IT 4 DI~RHAM "
a a~i.ror.n a .m ww6.s0°°O~:A. ~ ea ,ems R un ~>nc .rc~.l ~wu.~ .~uaa~nm mw aaq~Ndhwi er P.Q BO7I33088 - AN.9f8~, NOFCM CARDLF7A ?7838088 JPI( JGM maom we~so+ naa +x xusx em nn~
~~, „„~~~°''~'°''"""'"a""°~' PHOr~csie)en-2ooo Fa~c~csw)en~oso AORTION POST-DEVELOPMENT ~ o+zs+io+n

Title: USDA Soils-Map (Wake County 1970)
Project:
®~ Retail Shopping Center
® High way 54 at I-54D
MprrisviE]e, North Carolina
Kimsey-Hflrn and Associates, inc.
Date:. 5ca1e: ~ Project No. I Appendax:
3une 16, 2005 ] :15840 41211,OD6

I Title:
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~ .~ --- `
USDA Soils Map (Durl~arz~ County 1970)
Project:
.~ ®~ Retail Shoppin; Center
High way 54 ai I-540
Morrisvi]le, 1~orth Carolina
}{imley-Horn ar~~ Associates, inc.
Dale: Scale: Project ?~o. Appendix
]une 14, 2005 ~ 1:15840 ~ 012] 1 D06

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Map Unit Legend
Wake Goun#y, North Carolina
lvlap
Soik name
Cn Colfax sandy loam
CrB2 Creedmoor sandy loam, 2 to ti percent slopes, eroded
CrC2 Creedmoor sandy loam, fi to 10 percent slopes, eroded
CrE Creedmoar sandy loam, 1 o to"20 percent slopes
Gu GUllied land ,
MyC2 tvlayodan silt koam, thin, fi to 10 percent slopes, eroded
NoB2 Norfolk loamy sand, 2 to 6 peroent slopes, eroded .
W s82 White Store sandy loam, 2 to fi percent slopes; eroded
WsC2 White Store sandyioam, 6 to 1t7 percentslopes, eroded
Wrip3 White 5ton: clay loa^i, 2 to 15 percent slopes, se~ereiy enxied
Wy Worsham sandy loam
USdA Natural Resources Tatrular Data Version: 3
~- COitSel"V+3tkOlA ~er'P1Ce Tabular Data Version Date: 12!31!2003
Page 1

Map Unit Legend
Durham County, Nor#h Carolina
l+Aap
symbol
Gri3
CrC
Gu
Wn
Ws$
WsC
WsE
Map unit name
Creedmoar sandy loam, 2 to 6 percent slopes
Creedmoor sandy kaam, 5 to'1D percent slopes
Gut6ed land, clayey materiaks
W ahadkee silt loam .
White Stun: sandy laam, Z tD $ percent 516pe5
White Store sandy koam, 6 to 1 D percent slopes
White Store sandy loam, 1 D to 25 percent slopes
U~dQ Natural Resources
Tabular Data Version: 3
~~' Conserwatian Servitce Tabular Data Version Date: 011p312DD5
Page 1

Table I
Hydrologic Soil Grpup for Soiis in Durham County
Soil Abbreviation aril I't e H droEo is Soil Grau
AiA Altavista ~ C
AiB Altavista C
q g A lin $
A C A kin B
Cc Carteca C
CEB Cecil B
Cfe Cecil B.
C fg Cecil B
Ch Chewacla C
C Con arec H
CrB Creedmoor ' ' C
CrC Creedmoor ~ C
DaH~ Davidson H
DEC Davidson B
GeB ~ Geor cville B .
GeC Gev eville ~ B.
GcD
GiE Geor evillc
Goldstvn B
C
GiF
GrH ~ Goldston
Granvilic ~ C .
[3
GrG Granville ~ B
Gu Gullied Land D
HeB $eiena ~ C -
HeG Helena ~ C
HrH
HrC Herndon
Herndon B
B
F1sC - Herndon B
... ....._- - - - --
. _ .... -Iris ... -- •-- .: .....17edcli - D .
1rC Iredeli ~ D
IuB ~ Iredcll D
IuC ~
L lredel]
Li um D
C
M{,g Ma odan ~ B
M1;C Ma odan B
Mt77 Ma odan B
MfE Ma. odan B
M~ Ma odan B
MrD Ma odan - B
MuB Mecklenbur - C
MvC Meoklenb C .
NaD . Nason - - C
NaE Nasvn C
NoD ~ - Nason C
p{C Pinkston ~ $
p~ Pinkston B
Ro ~ Roanoke ~ D
• Tag Tatum ~ ~ ~ C
L3r 1lrban Land ~ D
~ .
WmD Wahee
~ Wedowte - D
B
yf~ Wedowee B
~rrn W ehadkee D
WsB White Store D
wsC whit store D
WsE Whit Store D
- WvrC Whitt Store ~ D
WwE White Store D
WvC2 Whit Store D
WvB2 White Store D
WxE Wilkes C

~'
~'

`'

Exhibit A: H~dro~agic Soil G;raups for the United States
W I NTON ......................................... C
WINTONER ........................:........... B
w[NU ..............................................c
wINwELL .......................................c
wisBEY .......................................... B
WlSBY ............................................ B
WI SCOW ........................................ D
WISCDY .....:...................................C
WISE ..............................................C
WISEMAN ......................................A
W I SFLAT ........................................ D
WISHARD ......................................C
WISHBONE .................................... B
WISHEYLU ....................................C
W l5H KA1i ................................... G1D
W[SKAN .........................................C
W ESKESPRINGS ............................. D
WISNER .......:............................. BID
WISTER .......................................... G
WISTDNA ....................................... B
WITCHER ....................................... B
WITHAM ......................................... D
WITHEE ..........................................C
wITHERBEE ....................:......... A1D
WITHER ELL ................................... D
WITHERS ....................................... C
W ITTEN .......................................... D
WITTENBERG ............................... B
W[V1LLE ......................................... B
WEX .........._ .....................................C
WIXOM ........................................... B
WIZARD .......................:.................C
WOCKLEY ....................._...............C
WOCKUM ....................................... B
WODA ............................................D
WODAVAR...._..... ........................... D
WODEN .......................................... B
WODOMDNT .................................D
WDDSKOW ............. ................... B!C
WOHLY .......................................... B
WDLCO ................._....................... C
W OLDALE .................................. C1D
wDLFCREEx ................................8
WDLFER .» ..................................... $
WOLFESDN ................................._C
WOLFESDN, Wet......_...~.~D
woLFEY .........,....... .......................c
WDLFPEAK ................................... B
WOLFPEN ...................................... A
WOLFTEVER ................................. C
WOLFVAR ...................................... B
WOLLARD ......:............................... C
WOLLENT .....:..............................:. D
wataT ...................~-~----................ s
W OLV E RTON .............................:.. B
W OMACK ..............................:........ C
W OODBECK .................:................ 8
WOODBINE ...................................8
woo RBURN .................................. c
WOOR9URY .................................. D
WDDDCANYDN .........__................C
WDODCHOPPEA .......................... B
WOODCUTTER ....._ ...................._D
WOODCUTTERS, Stony ............... B
WOODFORD .................................. D
WOODHURST ...............................C
WODDIN ........................................C
WDDDINGTON .......................... BID
WOODINVILLE ........................:. CID
WOODLAWN ................................. B
WOODLEAF ................................... C
WOODLY ........................................ 8
WOODMANSIE .............................. B
WOODMERE ................................. B
W OODMONT ................................. C
WDODPA55 .................................. B
WODDRDCK .................................C
WOODS .......................................... D
WODDSFEELD ...............................C
WOODStDE ...................................B
WaD DSLAKE ................................ D
WDOb50N ....................................D
WDODSPOENT .............................. B
1VDODSTOGK ............................... D
WDODTEX ..................................... D
WODDV[LLE .:................................ D
WOODWARD ................................. B
WdODWEST ................................. D
WODFUS ....................................... C
woDLLY ........................................ B
WOOLPER ..................................... C
WOOLSEY ............................_........ B
WOOt5TALF ................................. B
WDOLSTED ................._._.............. B
WOOLWICH ................................... B
WODNSDCKET ............................. B
W DRCESTER ................................ C
WORFSTONE ................................ C
WORKMAN ...................:................ C
WOALAND ..................................... C
WRRLEY ........................................ D
WDRMCREEK ............................... B
WORM ET ................__-.-.._~.. B
YORK .............................................C
YDRKS}iERE ..................................C
YDRKTOWN ............................._... D
YDRKTREE ...................................C
YOSEMITE ..................................... B
YD5T ....... ................................... C1D
VOTES ......................................_...8
YOUGA, Sandy Substratum ......... D
YDUJAY ......................................... D
YOUMAN ........................................ C
YDUNGSTON, Wet .......................C
YOURAME ..................................... B
YOUTLKUE .................................... B
YDVIMPA ....................................... D
YP51 ...................__......................... C
YRIBARREN .................................. D
YTURBIDE ......................».............A
YTU RRIA ...................................~. A
YUCCA ........................................... $
YUKON .........................................:. D
YUNES ................_.............._...._...D
YURM ......:......_...........~_................D
YUTAN .......................................... 8
YUTRUE .............._................_....... D
YUZARRA ...............................:...... B
ZAAR .............................................. D
ZABA .............................................. B
ZP.BDRD SKY .................:............... B
ZACA ........._ ..................:............... D
ZACHARY ......................................C
ZADE .............................................. C
ZADOG ....................................... A!D
ZADVAR ......................................... D
ZAFOD ........................................... B
ZAGG ..................................._........C
ZAIDY ..................................._........ C
ZAKME ........................................... D
ZALGO ............................................ A
ZALEA ............................................ B
ZALE BKA ......_..........._ .................. D
ZALLA ............................................. A
ZALVI4EA ...................................... B
ZAMDRA ........................................ B
ZANBUR ......................................... B
ZANE .............................................. B
ZANGO ............._.............._._.._...._ D
ZAPA ..............................................C
ZAPATA .......................................... C
7AOUA ........................................... D
ZAAK ...._...._ ................................... C
ZASTER ......................_.................C
ZAU .........................._..................... C
ZAVALA ....................................._... B
ZAVCD ........................................... C
ZAYANTE ....................................... A
ZBART......._..._ .............................. D
ZEALE ............................................ B
ZEB ............................................._.. B
ZEE ................................................. B
ZEEBAR ......................................... B
ZEEGEE ......................................... D
ZEEKA ............................................ G
ZEELAND .................:.....................C
ZEELNOT ................................._.... B
ZEEMAL ........................._.............. D
ZEGRO .:..........................._............ C
ZEIBRIGHT ..............................:..... B
ZEKIAH .......................................... D
ZELA ............................................... D
ZELDA ............................................ 6
ZENDA ..........:................................C
ZENIFF ........................................... B
ZEN[TH ................................_....__. B
ZENOBIA ............................:........... B
ZENDRIA .......................................C
ZEDMON7 ..................................... A
ZEPH ..............................................D
ZEPHYR ......................................... D
ZEPOL ............................................ B
ZERKEL ......................................... B
ZERKER .......................................:. B
ZEUGIRDOR .................................. B
ZI BATE ........................................... D
zrBE•roD ........................................ D
ZIEGEN FU 55 ................................ 6
WORTHENTDN ............................. D
WORTMAN .................................... A
W DR W DOD ................................... C
WDVDKA ....................................... D
uIRANGELL ................................... D
W RAYHA ..........» ............................ C
WRAYS .......................................... $
WREDAH ........................................ B
WREFORD ..................................... D
WRENCOE ..................................... D
WRENGART .................................. G
WRENMAN ....................................C
WAENTHAM ................................_C
WR1G HTMAN ................................. C
W R] GHTSBORO .....:..................... C
WRIGHTSVILLE ............................ D
WRIGHTWDDD ....................._...... B
WUKOKI ......................................... B
WUKS1 ............._........................~.._ A
WULFEAT ...................................... D
WUNABUNA .............................. C1D
wuNJEY ......................~................ o
WUPATKI .............................._....... D
WURTSMITH ................................. A
WUTCHUMNA ............................... D
WYALU51 N G .................................. 6
WYANDOTTE ................................ b
WYANT .................................._....... C
WYARD .......................................... B
WYARND ....._ ................................ B
WYATT . ..................................... C
....
WYCOLD ........................................ C
WYEAST ........................................ b
WYEGREEK .......:........................... B
WYETH ...........................................8
WYEVlLLE .....................................C
WY1CK ............................................ D
WYKOFF ........................................ B
WYLD ....:........................................ D
WYNHOFF, Maist .......................... B
WYNHOFF ..................................... C
WYNN ............................................. B
WYNNVILLE ..................................C
WYNDNA ............................_.......... C
WYNOOSE ..................................... D
WYNTD9N ..................................... B
WYOMINGCREEK ......................... C
WYOTITE ....................................... B
WYRICK ....................._...._.............. B
WYSOCKiNG ............................. CID
WYVA ............................................. D
XANA .............................................. B
XANADU ......................................... B
XANKEY ......................................... B
XAViEA .......................................... B
XERTA ............................................ C
XERXES ......................................... D
X1CA ...........................:...................C
XiNE ...............................................C
X1PE ................................................ D
XMAN ............................................. D
XOBOBO ........................................ B
YABAMAR .............................•--...... D
YACHATS ...................................... B
MAD ................................................ D
YAGGY, Protected ........................ B
YAGGY ........................................... C
YAHANA ......................................... 6
YAHARA ......................................... C
YAHMORE ..................................... B i
YAHNE ..................:........................ C
YAHOb ...........................................D
YAINAX .......................................... 6
YAKOBI .......................................... D
YAKUS ........................:........»........ D
YAKUTAT ....................................... A
YALELAKE ............................._...:.. B
YALESVILLE :...._ ........................... C
YALLANI..........._......._...._ ..::......... B
YAMHlLL ........................................C
YAMSAY._ .............................:........ D
YANA ...................:.......................-.. B
YANCY ........................................... D
YANKEE ......................................... D
YANKEEFORK ....................:.......... B
YANKTON ...................................... B
YAP .................................................8
YAPDAH ......................................... A
YADUI ............................................ B-
YAQUICAN .................................... D
YADU INA ........-.......... ................ CID
YATA .............................................. C
YATAHDNEY ................................. C
YATAHDNEY, Stony ..................... D
YATAMA ......................................... B
-MATES ...................:........................ D
YAU CO ........................:.................. C
YAUHANNAH ................................. B
YAUPON ........................................ D
YAWHEE ........................................ B
YAWKEY .......................:................ B
YAWKOLA ........:............................. C
YAXING .......................................... B
MEAGER ......................................... A
YEARIAN ........................................ D
YEARY ....._._ ............................._..C
YEATON .........................:............... C
YECRDSS ...................................... A
YEDLICK ........................................ B
YFG11A5 ...................._ .....C
YELLOW HDR5E .......................... D
YELLDWBANK .............................. b
YELLDWBAY ................................. B
YELLOWDOG ................................ A
YELLOWHELLS .............................. B
YELLOW LARK ............................... C
YELLOWMULE ..............................C
YELLOWRIVER ................:............ B
YELLDWROCK .............................. B
YELLOWSTONE _...... ..................... D
YELLOWWASH ............................. D
YELM .............................................. G
MELTON ................................._...... C
YENNICK ....................................... B
YENSUS ......................................... B
YEDPIM .......................................... B
YERBA ................. ..........................D
YERINGTON .................................. A
YESUM ........................................... $
Y1G0..» ........................................... B
YIKES ....._ ...............................v..... A
Y LI G ...............................,:............... C
YNOT _...._ ...................................... B
YOAKRAN .....................:................ A
YDCHUM ........................................ G
MODAL .................w_................._.. B
YODER ._............. ........................... B
YODY .............................................G
YDGAVILLE ................................... b
YOHN ............................................. B
YOKAYO ........................................ D
YOKUT ....:...................................... B
YDLLABOLLY ................................ D
YOLOGD ........................................ D
YOMONT ........................................ B
YONCALIA ....................................C
YONNA ........................................... D
YORBA ........................................... D
YOAEL ........................................... 8
{211~V1-TR-55, Second Ed., dune 1986) A-41

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O NJ
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m a a a a a Q a a Q a a a n. d a c. a e. c. a a a d Q e. a a a a s
^ ~ ~ ~
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4

0
fable 8.03b
Runo1"i Curve Numbers RCN)
Hydrologic Sail Group .
A 13 ~ D
Land UselCover
Cultivated land ~ - 72 81 88 91
- without canservatiora ~ ~ B2 , 71 78 - 81
with conservation -
Pasture land gg 7g - B6 89
poor condition ~ 49 6g g4
lair condition ~g 61 74 80
-
good condition
Meadow 30 58 71 78
good condition
Wood or forest (and ~
Thin stand -poor cover, nn match 45 86
5
70 83
77
Good stand. -good cavzr 25 •5
Qpen spaces, laws, parks, gaff courses, cemeteries, etc,
gaud condition:
grass cover on 75% gg 61 74 8D
ar more of the area
fair canditian:

grass cover on 5D
49
fig _
79
~84
to 75% of the area •
Commercial and business 89 g2 94 95
areas (85% impervious)
lndustria! districts 81 gg 91 93
(72% impervious)
Residentlat:~ Devefapment completed and vegetation estabtished
Average !ot size Average °/° impervious
65
77
85
~
92
118 acre ar less
- - 38 61 -
75 83 87
114 acre
30 ~ 57 ~ 72 ai 66
113 acre
•25 54 7Q BD 85
1!2 acre
2D 51 68 • 79 - 84
1 acre
15 47 ~ 66 77 81
2 acre .~
Paved parking lots, roofs, B8 9l3 9B 98~
driveways, etc.
Streets and roads
. paved with curbs and 98 96 - 98 g8
storm sewers 7B 85 89 91
ve[ ~
d 72 a2 a7 s~
rrt
Newly graded area 81 69 93 95
Residential: pevelopment underway and na vegetation 88 93 9S 97
Lot sizes of 1!4 acre 85 g1 94 96
Lot sizes of 112 acre 82 gD g3 95
Lat sizes of 1 acre 81 gg 92 94
Lot sixes of 2 acres
'Curve numbers are computed assuming the runoff iromthe house and driveway is directed toward the street.
source: Ef5 DA-SCS
~'~:a
~~~J

Rcv. 17193

Appendices

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c

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Appendices
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Figure 8.03j.10-year 'f day precipitation (inches) _ ~ ~1
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figure 8.03k 2S-y ear i day precipitation (inches) `°
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~nr~NS RnRn 1

Chapter 3 Time of Concentration and Travel 'rime '1'eclutical Release 55
Urban hydrology for Small Watersheds
Sheet flow
Sheet flow is flow over plane surfaces. It usually
occurs in the headwater of streams. With sheet flow,
the friction value {l1+Ianning's n) is an effective rough-
ness coefficient that includes the effect of raindrop
impact; drag over the plane surface; obstacles such as
litter, crop ridges, and rocks; and erosion and trans-
portation of sediment. These n values are for very
shallow flow depths of about 0. }. foot or so. Table 3-]
gives Manning's n values for sheet flow for various
surface conditions.
'T'able 3-I Roughness coefficients (Mannu~g's n) for
~~ sheet flow
Surface description ~ n ~
Smooth surfaces (concrete, asphalt,
gravel, or bare soil} .......................................... O.OIi
Fallow (no residue) .................................................. 0.05
Cultivated soils:
Residue cover 204 ......................................... 0.08
Residue cover >2046 ......................................... 0.17
Grass:
Short grass prairie ............................................ 0.15
Dense grasses ~ ................................................ 024
Bermudagrass .................................................. 0.41
Range [natural) ..............- ............................---........... 0.13
woods:
Light underbrush .............................................. 0.40 .
Dense underbrush ............................................ 0.80
~ The n values are a composite of information compiled by Engman
(1966).
z Includes species such as weeping lvegrass, bluegrass, buffalo
grass, blue grama grass, and native grass mixtures.
a When selecting n ,consider cover to a height of about 0.1 ft This
is the only part of the plant cover that will obstruct sheet flow.
For sheet flow of less than 300 feet, use Manmixtg's
kinematic solution (Overtop and Meadows ].976) to
compute Tr:
D.DD7(nL~Q.s
Tt - lP 105 pq [eq. 3-3]
l 21
where:
Tt = travel time (hr), •
n = Manning's roughness coefficient (table 3-1)
L =flow length (ft)
Fz = 2 year, 24hour rainfall (in) .
s =slope of hydraulic grade line
(land slope, ft/ft)
This simplified form of the Maiuling's kinematic solu-
tion is based on the following: (].} shallow steady
uniform flow, (2) constant intensity of.rainfall excess
(that part of ~ rain available for runoff}, (3) rainfall
duration of 24 hours, and (4) minor effect of infiltra-
lion on travel time. Rainfall depth can be obtained
from appendix B.
Shallow concentrated flow
After a maximum of 340 feet, sheet flow usually be-
comes shallow concentrated flow. The average veloc-
ityfor this flow can be determined from figure 3-1, in
which average velocity is a function of watercourse
slope and type of channel. Far slopes less than D.005
ftJft, use equations given in appendix F far figure 3-1.
'T~ilage can affect the direction of shallow concen-
trated flow. Flaw may not always be directly down the
watershed slope if tillage runs across the slope.
After dete???»ning average velocity in figure 3-l, use
equation 3-1 to estimate travel time for the shallow
concentrated flaw segment.
ppen channels
Open channels are assumed to begin where surveyed
cross section inforn~tation has been obtained, where
channels are visible on aerial photographs, or where
blue lines (indicating streaans) appear on United States
Geological Survey (USGS) quadrangle sheets.
Manning's equation or water surface profile informer
lion can be used to estimate average flow velocity.
Average flow velocity is usually determined for bank
full elevation.
(210-VI-'i'It-55, Second Ed, June 7.986) ~

~4 - ..
`WATER QUALITY
N;
~,
_~ _. ;_
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.,
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C + -

Ex. Weiland A
~ iGmley-Hom
_~~ andAssaaales,inc.
STORIVIWATER EXTENDED WETLAND A
Project Information
Project Name: Shiloh Crossings Shopping Center
KHAProjeG#; p12511U10
Designed by: RTL Date: 7/812805
Revised by: RTL Date: 9162005
Revised by; RTL Date: 10!1012005
Revised by: RTL Date: 317!2006
Revised by: JGM Date; 12!182006
Revised by: JPK Data: 2!1412007
Checked by: GMD Date:
Design Resource: NCDENR- 5lamrwaFer Bell Management Practices (Apri1199B)
NGDENR -Updated Drdft Manuar of Slormwaler Best Management Practices {July 2005)
Site Enfonnation
Sub Area Locations ONSITE A
Drainage Area (DA) = 42.35 Acres
Impervious Area (IA) = 36.47 Acres
Percent Impervious (I) = 86.1 %
Required Surface Area
Permanent Pool Depth; 3 ft
SAlDA = 3.59 (85% TSS Removal via Pontly
Min Req'd Surtace Araa = 66,227 sf {at Permanent Pool)
Required Storage Volume (Water Quality):
Design Storm = i inch
Deterrnine Rv Value = OAS + .60g (I) = 0.83 into
Storage Volume Requiretl = 126,834 cf (above Permanent Pool)

Required Forbay Sizing
Required Volume = 20.00% aF Permanent Pool
Permanent Pool Volume = 208,501 cf
Required Forbay Volume = 41,700
Dranage area to Forebay-1 21,54 Acres
Portion of Tata! drianage area to Forebayd 50.86 %
Projected Volume of Forebay-1 21,209 cF
Drainage area to Forebay-2 20.81 Acres
Portion of Total ddanage area io Forebay-1 49.14 %
Projected Volume of Forebay-1 20,491 cf
Total projected Forebay Velume 41.709 c!
Ext, Wetland Surtace Area Requirements:
Surface Area % of Approx. Surtace
Depth o! Perm. Pool Zone ID Permanent Pool Area (sf }
0.18" Marsh 70.00% 46,359
0"-9" Low Marsh 35.00% 23,179
9"-18" High Marsh 35.00% 23,178
18-36" Ovllet Pool 15.00% 9,934
Summary of Proposed 6ct. Wetland
Bottom of Pond Elevation = 351.00 fl
Permanent Pool Elevation = 354.OD K
Temporary Pool Elevation = 355.68 ft
Top of Pond Elevation = 360.00 ft
Permanent Pooi Surface Area = 72,519 sF (Elev = 354 )
Temporary Pool (water quality storage) = 127.800 ct (Required Volume = 126834.015 )
Area ~ ToP oiTemporery Pool = 77,924 sf (Elev = 355.68 )
Side Slepes of Pond = 3 : 1
Volume of Forebay-1 20.273 cT
Volume of Forebay-2 21,826 cf
Surtace Area reties:

De th of Penn. Pool
Zone ID Surface Area % of
Permanent Pool Approx. Surface
Area sf Elevation
Ran e
0-18" Marsh 74.90% 53 953 352.5'-354.00'
0"-9" iii h Marsh 38.53% 27 945 353.25'-354.00'
9"-18" Low Marsh 35.86% 26,008 352.5'-353.25'
18x36" Ou1letPool 15.569'0 11,500 351.Op'~53.25

Ex. WetlandA
Orifice Sizing
Qz ay.= 0.73q cfs
Qson= 0.244 ds
OriflceSize= 4.00 in
Q~,= 0.517 ds
Drawdwm Time = 2.8 days
less than 5 days (yeslno) ? Yes
greater than 2 days (yebinv) ? Yes
Anti-Flotation Device
Riser Witlft7 =
Riser Length =
Tap Riser Elev. _
Bottom Riser Elev. _
Height of Riser =
Area of Riser =
Volume of Riser=
Fador of Safety =
Weight =
Weight Req'd from Antl-Ftoiafion Device =
'Weight of Riser=
Additional Volume of Concrete Req'd =
Extend Riser»
Volume of Riser Extension =
Volume aFAnti-flotation T xT Concrete Slab =
Volume Providetl»
Is the Anfrflotation Device Sufficient (yeslno)?
(Flow rate required fora 2 tlay drawdovm)
(Ftow rate required fora 5 tlay tlrawdovm}
(Diameter)
6 ft
6 ft
357.75
351.00 ft
6.75 ft
35.0 sf (Water Displacetl)
243.0 cf{Water Oisplacatl}
1.3
15163.2 Ih5
49712,2 laa
3695.6 lGS (Volume Riser Wall • Buoyant tM.)
182.8 cf {Suvyam Wl Concrete = {156-62.a) pct)
4 ft
144.0 d
49.0
f 93.0
Yes
193.0 > 182.8
•A55ume 6' siserwall thickness viM hUpyanl weight of wncrefa = {150.524} pcf

Ex. Wetland B
~ IOmleyHom
~ and Assodales, Inc.
STORMWATER EXT!`NDEO WETI.ANP B
Project Infomultion
pesign Resource:
Site Information
Project Name: Shiloh Crossings Shopping Center
KFiA Project #: Ot2517010
Designed by: RTL Date: 7182005
Revisetl by: RTL Date; 916x005
Revised by: RTL Date: 101102{165
Revised by: RTL Date: 3172006
Revised by: JGM Date: 1 211 820 06
Revised by: JPK Date: 2!192007
Checked by: ___ CMD Date:
NCDENR - Stormwater Hess Management Pratlios {April 1999)
NCDENR - Uptlaled Draft Manual of Stommva[er Bell Management Practices (July 2005)
Sub Area LocaBon: ONSITE B
Drainage Area (pA} = 6.84 Acres
Impervious Area (IA} = 4.43 Acres
Percent Impervious (ly = 64.8 %
Requlred Suface Area
Permanent Pool Depth: 3 ~ K
SA/pA= 2.63 (85%TSSRemoval via Pond)
Min Req'd Surface Area = 7,836 sT (at Pertnanenl Paop
Required Storage Volume (Water Quality(;
Design Storm = 1 inch
OetermineRvValue= 0.05+.009;I}= 0.63 inn
Storage Volume Required = 15,714 ct (above Permanent Pooi)
Required PorHay Sizing
Required Volume = 20.00% of Permenani Pool
PennanenF Pool Volume = 9,756 d
Required Farbay VaIume = 1 551
Ext Wetiand Surface Area Requirements:
Surface Area °k of Approx. Surface
Depth of Perm. Pool Zone Ib Permenant Pool Area (st }
0.16" Marsh 70.00% 5,465
0"-9" Lour Marsh 35.00% 2,743
9"-18" High Marsh 35,00% - 2,743
18-36" Outlet Pool 15.00% 1.175
Summary of Proposed Ext. Wetland
Bottom of Pond Elevation = 356.00 ft
Permanent Pouf Elevation = 359.00 ft
Tomporary Pool Elevation = 360.39 it
Top of Pond Elevation = 364.OD ft
Permanent Pool Surface Area = 8,031 sf
Temporary Pool (water qua]ity storage) = t5,7i4 cf
Area ~ Top ofTemporary Pool= 11,855 sf
Side Slopes of Pond = 3 : 1
Volume of Forebay 3,763 Lf
Surface Area ratios:
(Elev = 359 )
(Required Volume = 15714.27 )
{ Elev =369.39 )

De th of Perm. Pool
Zone ID Surface Area % of
Permenant Pool Approx. Surface
Area sf Elevation
Ran e
0.18" Marsh 59.89% 5,613 352.5(1'-354.(10'
0"-6" Hi h Marsh 35,29% 2.834 356.50'-359.00'
6"-16" Low Marsh 34.60% 2,779 358,50'-357.50'
18-36" Outlet Pool 14.79% 1,188 357.Sd-356.00'

Ex. We4and B
Orifice Sizing
Qx my.= 0.091 cis
Qs o,y,= D.036 cis
Drfice Sae = i.SD in
Q o'~,= 0.068 crs
Drawtlown Time = 2,7 days
less than 5 days (yeslno) ? Yes
greater than 2 days (yeshlo) ? Yes
Anti-Flotation Device
Riser Wltllh =
Riser Length =
Top Riser Elev. _
Bottom Riser Elev. _
Height of Riser=
Area of Riser =
Volume of Riser =
Factor of Safety =
Weight =
Weight Req'tl from An1FFlotation Device =
'Weight ofRiser =
AdditEonal Volume of Concre;e Req'd =
Exlentl Riser=
Volume of Riser Extension =
Volume of Antfnotation TxT Goncrete SIa6 =
Volume Provided =
is the Anti-notation Device Sulficfent {yeslno)?
(Flow rate required Fora 2 tlay tlrawdown}
(Flow rate requiredlor a 5 day tlrawdown}
(Diameter)
3
3 fl
362.00
356.00 11
6.00 fl
9A sf (VYaler Dispfacetl)
54.D cF (YVater Disptace7j
1.3
3369,6 Ihs '
4380.5 Fbs
1708.2 FGS Nolume Riser Wall • Buoyant Wi.)
3D.5 cf (BUOyarri VJl Concrete = (i5D-62.4) pctj
1 ft
s.n a
49.0
58.0
Yes
58.0 > 3D.5
'Assume 6" riser wall thickness with buoyant weight at concrete = (750-62.4} pcf

Ex. Wetland C
~Ir:~ I~mley-Horn
~ ~ ... and Assceiales, Inc.
Project Information
Besign Resource:
STORMWATER EXTENDED WETLANd C
Project Name: Shilph Crossings Shopping Center
KHA Project TF: 07257 7 07 0
Designed try: RTL Date: 7182005
Revised 4y: RTL Date: 9/5/2005
Revised by: RTL Dale: ]01102005
Revised by: RTL Date: 382006
Revised by: JGM Date: 72!782006
Revised by: JPK Date: 211921!07
Checked by: CMD Dafe:
NCDENR - S4armwaler 9esi Management Pretlices (Apdi 1999)
NCDENR - Uptlaletl Dreg Manual pf Stpmmva[er 8esl Management Practices (July 2005)
Ske Information
Sub Area Location: ONStTE C
Drainage Area{DA)= 11.15 Acres
Impervious Area (Iq) = 7.12 Acres
Percent Impervious (I) = 63.9 %
Required Surface Area
Permanent Pool Depth: 3 Tt
SAlDA= 2.59 (85%TSS Rempval via Pond)
Min Req'tl Surtace Area = 12,579 s! {ai Pemtanenl Pool)
Required Storage Volume {Water duality):
Design 5torn = 1 inch
Determine Rv Value = 0.05 + .ppg (1} = 0.62 irYrn
Storage Volume Required = 25,285 d;above Permanent Poop
Required Forhay Sizing
Required Volume = 20.OD% of Permenanl Pool
Aermanent Pool Volume » 15,803 cf
Required Fprbay Volume = 3,1fi1
Ext Welland Surface Area Requirements:
Surface Area % of Approx. Surface
Depth of Perm, pop! Zone ]0 Permananl Pool Area (sf )
0.18" Marsh 70.00% 8,806
0"-9' Low Marsh 35.00% 4,403
4"-18" High Marsh 35.OD% 4,403
#8.36" OutletPopl 15.00% 1,887
Summary of Proposed Ext Wetland
Bottom of Pond Elevation = 355.00 h
Permanent Pool Elevabon = 358.00 ft
Temporary Pool Elevation = 354,40 ft
Top of Pond Elevation = 363.00 ft
Permanent Pool Surtace Area = 13,566 sF { Elev =356 )
Temporary Pool (water quality storage) = 25,285 cf {Requtretl Volume=25284.765 )
Area @ Top of Temporary Pool = #8,646 sf (Elev = 359.4 )
Side Slopes of Pond = 3 : 1
VoEume of Forebay 3,934 cf
Surtace Area ratios:

De tat of Perm. Pool
Tone Ip Surtace Area %of
Permenant Poo! Approx. Surface
Area sf Elevation
Ran e
0.18" Marsh 71.(3190 9,647 352.50'-354.00'
D"-6" Hi h Marsh 33.3496 4,529 357.50'-356.D0'
6"-18" Low Marsh 37.67% 5,#18 356.50'-357.50'
18-3fi" Outlet Poot 78.07% 2,455 355.00'-357.50'

Ex. Weflantl C
Orifice Slzing
Qz o.y. = 0.146 cFs
Qso~= 0.059 cFs
Orifice Size = 2.00 in
0Or6"= 0.121 cFs
Drawtlown Time = 2.4 days
less than 5 days (yeslno) ? Yes
greaterfhan2tlays(yeslno}? Yes
AntF-Flotation Device
RiserWidfh =
Riser Length =
Top Riser Efev.
Bottom Riser Elev. _
Height of Riser =
Area of Riser=
Volume aFRiser =
Factor of Safety =
Weight =
Weight Req'tl from Anli-FlotaUOn Device =
'Weight of Riser=
Additional Volume of Concrete Req'd =
Extend Riser =
Volume of Riser Extension=
Volume of Anti-flotahon TxT Concrete Slab =
Volume Provided =
Is the Antwflotation Device Sufficient (yeslno}?
(Flow rate required fora 2 day drawdown)
(Flow rate required fora 5 day drawdown)
{(}iameler}
4 fl
4 fl
361.00
355.00 6
6.00 ft
i6.0 sT (water displaced)
96.r) cf (Water Displaced)
1.3
5990.4 Ibs
7787.5 Ihs
2233.8 Ibs (Volume Riser Wall • Buoyant W[.)
63.4 U (Buoyant Wt Canccete = {750-e2.4) pcf}
1.5 ft
2A.0 c1
49.0
73.0
Yes
73.0 ~ 63.4
'Assume B• /i5er wall thickness with huoyanl weight Of cORCle1e = (150.62.4) pcf

Ex. Wetland D
~® Kimley-Horn
® and Associates, Inc.
STORMWATER EXTENDED WETLAND D
Project Information
Site Information
Project Name: Shiloh Crossings Shopping Center
KHA Project #: 012511006
Designed by: RTL Date: 7/8/2005
Revised by: RTL Date: 9!612005
Revised by: RTL Date: 10/10/2005
Revised by: JPK Date: A1212D07
Checked by:
Sub Area Location:
Drainage Area {DA}
Impervious Area {IA) _
Percent Impervious {q =
Required Surface Area
Permanent Pool Depth:
SAIDA
Min Req'd Surface Area =
ONSITE D
11.23 Acres
8.98 Acres
80.0
3 ft
3.36 {85% TSS Removal via Pond)
16,436 sf {at Permanent Pool}
Required Storage Volume:
Design Storm = 1 inch
Determine Rv Value = 0.05 + .009 {i} = 0.77 inlin
Storage Volume Required = 31,376 cf {above Permanent Poal}
FINAL DE51GN OF EXTENDED WETLAND D TO 8E SUBMITTED W17N PHASE 3

Ex. Wetland E
C®~"'1 Kimley-Horn
®/ andAssaciates,lnc.
Project Information
Site Information
S70RMWA7~i:Z ~X7ENDEb WE7LANb E
Project Name: Shiloh Crossings Shopping Center
KHA Project #: D12511 Ooh
Designed by: RTL Date: 7!812005
Revised by: RTL Date: 91612DD5
Revised by: .lPK Date: 11111200fi
Checked by_ Date:

Sub Area Location: QNSITE E
Drainage Area (DA} = 11.23 Acres
Impervious Area (IA) = 8.98 Acres
Percent Impervious (I) = 80.0
Required Surface Area
Permament Pool Depth: 3 ft
SA/DA = 3.36 (85% TSS Removal via Pond}
Niin Req'd 5ur€ace Area = 1fi,43fi sf (at Permanent Paol}
Required Storage Volume:
Design Starm = 1 inch
Determine Rv Value = 0.05 + .009 (1} = D.77 inlin
Storage Volume Required = 31,37fi cf (above Permanent Pool)
FINAL DESIGN OF EXTENDED WETLAND E TO BE SUBMITTED INlTN PHASE 3

C°n ~
... ~~~~
LEVEL SPREADER #1
DESfGN SUMMARY
Project Information
Project Name: Shiloh Crossings Shopping Center
tCMA Project #: 012511006
Designed by: JPK Date: 91612005
Revised: JPK Dale: 10/4/2005
Revised: JPK Dale: 4112!2007
Checked by: CMD Dale: Al1312007
Design Source: DWD- Level $preader Design Guidelines, Final Version, l=ffedive Date 111/2007
Level Spreader besign
Flaw Rate (R= CIA}
I = 1 inlhr (DWQ Design Intensity}
C =Rational Runoff Coeffecienl
C value
Area C Composite
(acres) C
Impervious Area 2.Bfi 0.95 0.52
Pervious Area 2.33 0.2 0.09
Total 0.61
I = 1.00 'srJhr
3.2 5.19 ac
C = 0,61
therefore, D „r,,,, = 3.16
Level Spreader Slzing
Downstream ground cover:
Sizing criteria:
Lmm =
Lm° _
L'"~` _
Is L~ greater than L,,,u,?
is L~ Tess than L„~„?
Grasslrhick Ground Cover
13 feet per cfs
42.00 ri '(Qum x 13fUds}
13 ri
130 ri
Yes
Yes
Elevation of Level Spreader Lip 349.00 ri
Forhay sizing
-~ Required = ~0.2% of contributing area's impervious cover.
Impervious cover = 2.86 Ac.
0.2 % of impervious cover 249 sf
Proposed Forbay Surface Area = 274 sf
Downstream of Level Spreader
Maximum slope:
WoodedlForrested area : 6°/
Thick ground coverlgrass: e
Downstream Ground cover = Grass
Downstream slope = 4.00
Pipe sizing (Pipe to Level $preader]
Sized using the orifice equation: ~ = CA(2gh}
Pipe size = 12.00 inch
Cross-Sec. Area = 0.79 sT
Head above center line of orifice (h} = 9.00 inch
(2gh}°'= 5.95
C= 0.80
Q= 3.28 cfs
Use 12" FIDPE Pipe to level spreader
Recheck Leale
Q i rm = 3.18
L~,k = 42.00 h.
dpce = 3.28
NEW 4ae = 43 fi.

~~n
LEVEL SPRE,4l3ER #2
DESIGN 5UIIAMARY
Project Information
ProjecF Name; Shi]oh Crossings Shopping Center
KHA Project #: D12511006
Designed by: JPK Date: 916!2005
Revised: JPK Date: iDIA12005
Revised: .JPK Date: 41i212DD7
Checked by: CMD Date: 41i3l2D07
Design Source: DWG-Level Spreader Design Guidelines, Final Version, Effective Date i1112D07
Level Spreader Design
Flow Rate (Q=CIA}
~.. ] = 1 iNhr (DWp Design Intensity)
C = Rations] Runoff Coeffecient
C value
Area C Composite
(acres) C
impervious Area 1.15 0.95 0.76
Pervious Area 0.29 0.2 0.04
Total 0.80
I = 1.00 in/nr
A= 1.44 ac
C = 0.80
therefore, D , ~ = 1.15
Level Spreader Sizing
Downstream ground cover. Vegetated buffer {20' gress prior to 50' forested Suffer)
Sizing criteria: 65 feet per cfs
L~,~ = 75.00 ft '(Q,,;N,,, x 29ftlcfs)
L,ro„= 43 ft
L,,,,~= 130 ft
Is L~ greater than L,,;,? Yes
Is L~ less than L,,,,,,7 Yes
Elevation of Level Spreader Lip 339.00 ft
Forbay sizing
Required = 0.2% of contributing area's impervious cover.
Impervious cover = 1.15 Ac.
0.2%of impervious cover= 100 sF
Proposed Forbay Surface Area = 190 sf
Slope Downstream of Level Spreader
Maximum slope:
WoodedlForrested area : 6%
Thick ground covedgrass: 8%
Downstream Ground cover= Grass
Downstream slope = 7.40%
Pipe sizing (Pipe to Level Spreader}
Sized using the orifice equation: Q = CA(2gh)os
Pipe size = B.OD inch
Cross-Sec. Area = 0.35 si
Head above center line of orifce {h) = 6.04 inch
(2gh)0'S= 5.67
C= 0.60
Q= 1.19 cfs
lJse B" HDPE Pipe to level spreader
Lcalc
Q,;,~„= 4.15
L~ = 75.00 fl.
Q~ = 1.49
NEW 1.~= 77 fl.

..
~~~>~
LEVEL SPREADER #3
dESIGN SU1VlMARY
Project Information
Project Name: Shiloh Crossings Shopping Center
KH.4 Project #: 012511006
Designed by: JPK Date: 9l6Y1605
Revised: JPK Date: iD14120D5
Revised: JPK Date: 4/3712007
Checked by. CMD Date: 4/1312007
Design Source: DWq- Level Spreader Design Guidel"snes. Final Version, EffecOve Date 111/2007
Level Spreader Design
Flow Rata (tZ= CIAj
1= 1 iNhr (DWfl Design Intensityy
G =Rational Runoff Coeffecient
G value
Area Gomposite
(acres) C C
Impervious Area 1.3 0.95 0.75
Pervious Area 6.35 0.2 O.D4
To[al 0.79
I = 1.00 iNhr
A » 1.fi5 ac
C = 0.79
therefore, fl , ;,,,,,, = 1.31
Level Spreader Sizing
Downstream ground cover:
Sizing criteria;
~_
~=
Lmax=
Is ~k greater than L„„?
Is L~ less than L,,,®7
50' vegetated buffer (zone 1 =grass, zone Z = toresE)
' 44 feet per cfs (Weighted average of 13 tYcfs and 65 f1lcfs)
56.00. ft '(Q~.~„ x 44tVefs)
13 ft
t3D ft
Yes
Yes
5levation of Level Spreader Lip 332.00 ft
Forba sizin
Required = 6.2% of contributing area's impervicus cover.
Impenriouscover= f.3 Ac.
4296 of impervious cover- 113 sf
Proposed Forbay Surface Area = 162 sf
Slope Downstream of Level Spreader
Maximum slope:
WoodedlForrested area : 6%
Thictc ground coverlgrass: 896
Downstream Ground cover= Woods
Downstream slope = 6.76
Pipe sizing {pipe to Level Spreader) _
Sized using the orifice equatien: Q = GA(2gh} 's
Pipe size = 8.00 inch
Cross-Sec. Plea = 0.35 sf
Head above center Sine of orifice (h) = 7.50 inch
(2gh)o,s= 6.34
G= 0.60
fl= 1.33 cts
Use 8" HDPE Pipe to level spreader
Recheck Lca1c
fl itran,= t.31
Lek » 58.40 ft.
fl~;~ = 1.33
NEW L~,k= 59 ft.

C.:I~
LEVEL SPREADER #4
DESIGN SUMNkARY
Project tnfonnatian
Project Name: Shiloh Crossings Shopping linter
KHA Project #: 0 5 251 1 446
Designed by: JPK Date: 916I2D05
Revisetl: JPK Date: 10!4!2445
Revised: JPK pate: 4!212007
Checked by: CMD Date: 41212D07
Design Source: bWQ- Level Spreader Design Guitlelines, Final Version, Effective Dafe 1l5120D7
tevel$preader Design
Flow Rate jQ= C3A)
1=1 irUhr (DWD Design Intensity}
C =Rational Runoff CoeRecient
C value
Area C Composite
aces C
impervious Area 0.54 0.95 D.50
Pervious Area 0.48 0.2 6.09
Tatai 6.60
1 = 1.00 irVhr
A = i.02 ac
C = 0.6D
therefore, ~ ~ h,a„ = 0.61
LeveE Spreader Sizing
Downstream ground cover.
Siting criteria:
4,r =
L~n:~ _
Lam=
Is L~ greater than L,,.y,?
Is L~ less than L,,,g?
50' forested buffer
65 feet per cis
40.00 ft '{Q,.;,,m, x 55tVCfs)
13 ft
130 ft
Yes
Yes
Elevation of Level Spreader Lip 320.00 ft
Fortlay sizing
Required = D.2% of oorstritiuling area's impervious cover.
Imperviouscover = 4.54 Ac.
0.2°.6 of impervious rover- 47.04 sf
Proposetl Forbay SuRace Area = 190 sf
SEOpe Downstream of Leve[ Spreader
Maximum slope;
WoodedlForrested area : 6%
Thick ground coverlgrass: B%
Downstream Ground cover= Woods
Downstream slope = 1.37°~
Pf~e sizing [Pipe to Level Spreader}
Sized using the office equation: Q » CA(2gh)
Pipe size = 6.DD inett
Crass-Sec. Area = 0.35 sf
Head above center line of ariice (h} = 1,75 inch
(2gh}°'s= 3.06
G= D.6D
4= 0.64 css
Use 8" HDPE Pipe to level spreader
Recheck Lcalc
~ ~ am, = 0.61
Lwk= 4D.00 h.
Qom= 4.6a
~~ NEW Lam= 42 f1.

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POST-DEVELOPMENT NODE DIAGRAM
T: POI-1
A:EW-H A;pO5T-170 A:POST-155
U:EW-B U:POST-155
C;STRUCTU[tE E C:WTL-155
f A:PpST-150 ~
P; WLVERT-150
W:WEIR-ROAD 150
P: PIPE 150
M:MANHOLE-156
P: PIPE-156
M: MANHOLE-158
P:PIPE-15E
A:POST-160
D:EOST-
C:STRM-160
A:P09T-165
T: POI-2
A:POST-195
U:POST-19
C:WTL-195 C:STRM-190
M:MANHOLE-199
U:MANHOLE-149
P: PI PE-192
M:MANHOLE-192
P: PIPE-190
~ A:POST-190 ~
C:STRM-125B
C:STAM-125A
A:eosT-130 '~,
U:POST- I
C:WTL-095H
A:POST-110
U:POST-
P:COLVERT-110
W:WEIR ROAD 110
A:POST-115
U:POST-115
C:STRM-115
A:PO5T-116
ll:POST-
P; pIffi-116
A: POST-117
U:POST- 7
C:STRM-117
A:pOST-120
T-
A;POST-125 ~ ~ A:POST-090
C:S~
C:STRM-990A
A:POST-095
U:POST-095
C:WTL-095A D:STRUCTURE C
W:EMG SPILLWAY-C
A:POST-100 I EA:EW-C

POST-DEVELOPMENT NODE
25 A:POST-090 A;PO$T-085
25 U:POET-090 U:POST-
C:STRM-0908 C:STRM-085
GSTRM-090A
A:POST-095 D;STRUCTURE D
U:POST-
C:WTL-095A D:STRUCTORE C
W:EMG SPILLWAY-C
A;pOST-100 A:EW-C A:EW°D
A:POST-080
U:POST-080
C:STRM-080
M:MAWHOLE-079
U:MAWHOLE-079
P:PIPE-072
M;MANHOLE-072
P: PIPE-070
A:POST-075
[C:STRM-075 y
A:POST-070
P:CULVERT-070A
W:WEIR ROAD 070
P:CULVERT-0706
P:CULVERT-070C
DIAGRAM
M:MANHOLE-058
U: MAWHOLE-058
P:PIPE-056
D:STRUCTURE A A:EW-A
U:EW-A M:MANHOLE-056
M:MANHOLE-OSSA
P:PIPE-055A W:EMG SPILLWAY-A P:PIPE-0558
A:POST-065 A:POST-055 A;P08T-050
U:POST-065 U:pOST-055
C:HTAM-065 C:STRM-055 C:BTRM-050 C:STRM-095
T: POI-5
U: POST-POI-S

RUCTURE A
HOLE-D55A
PE-055A
x: -,._
-665
L'(~ST
-DEVELOPMENT INTO-E
~M:MANHOLE-058 ~
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A:EW-E
M:MANADLE-028
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(J] V7 Ul

A~'YENDIX A

APPENDICES

U.S. ARMY CORPS OF ENGINEERS
WII,Iv1riNGTON DISTRICT
..on ID: 240421479 ~ ~ County: Wake
Property Owner:
Mailing Address:
NOTT~'ICATION OE 3URISDICTZONAL DETERMINATION
MBV Investors LLC
Attn: Attn: Tim Smith -
104 Weston Estates Way
Cary, North Carolina 2,7513
Authorized Agent: Soli & Envfranrnental Consultants, PA
Attn: Kevin Martin
Mailing Address: 11(}10 Raven Ridge Raad
' Raleigh, North Carolina 27614
Pro e ! Pro'ect Area Descri tiara:

Telephone No.: (9I9) 487.-3000
Telephone No.: [phone]
Size (acres):'1~6 ~ 'Nearest Town: Cary
USGS Quad: Cary, NC Site Coordinates: 35.8.655703 °N 78.8421624 °W
River Basin: Meuse HUC: 03020201 _
Nearest Waterway: UT to Stirrup Iran Creek
Location (road namelnumber, intersection, etc.): The property is located in the northeast quadrant of the
.intersection of NC Highway 54 and interstate 540, northwest of Cary, Wake County, North Carolina.
,icate Which of the Followin A i : .
^ Based on preliminary information, there may be waters of the U.S., to include wetlands, on the above described
property. We strongly suggest you have this property inspected to deternine the extent of Departsrient of the
Army (DA) jurisdiction. To be considered final, a jurisdictional deterrnaxration must be verified by the Corps.
This preliminary deternunation is not an appealable action under the Regulatory Program Administrative
Appeal Process (Reference 33 CFRPart 331).
^ There are Navigable Waters of the United States withi7i the above described property subject to the pemut
requirements ~of Section 10. of the R-fivers and Harbors Act and Section 404 of the Clean Water Act_ -~E.Tnless
there is a change in the law or our published regulations, this determination may be relied upon for a period not
to exceed five years from the date of this notification.
® There are waters of the U.S., to include wetlands,- on the above described property subject to the permit
requirements of Section 404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the
law ar our published regulations, this detexmination may be relied upon for a period not to exceed five years
from the date of this notification.
^ We strongly suggest you have the waters of the U.S., to include wetlands, on your property delineated.
Due to the size of your property and/or our Present workload, the Corps may not be able to accomplish this
wetland delineation in a timely manner. For a more~tim.ely delineation, you may wish to obtain a consultant
To be considered final, any delineation must be verified by the Corps.
^ The waters of the U.S., to include wetlands, on your property have been delineated and the delineation has
been verified by the Corps. We strongly suggest you have this delineation surveyed. Upon completion, this
survey should be reviewed and verified by the Corps. Once verified, this survey will provide an accurate
depiction of all areas subject to CWA jurisdiction on your property whack, provided (here is no change in the
law or our published regulations, znay be relied upon for a~ period not to exceed five years.
;~
ter.
~'.
~.
P~b~ ~.~r ~

® The waters of the U.S., to include wetlands, have been delineated and surveyed and .are accurately
depicted on the plat signed by the Corps Regulatory Official identified below on 0111312005. Unless there is a
change in the law or our published regulations, this determination maybe relied upon for a period not to exceed
five years from the date of this notification. "
^ There are no waters of the U.S., to include wetlands, present on fine above descn~bed property which are subject"
to the permit requirements of 5ectian 404 of the Clean Water Act (33 USC 1344}. Unless there is a change in
the law or our published regulations, this determination maybe relied upon for a period not to exceed fire years
from the date of this notification.
^ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area
Management Act (CAMA). You should contact the Division of Coastal Management in
Washington, NC, at (252} 946-6481 to determine their requirements.
Basis of Jurisdictional Detenrnination: Areas on this site exhibit ~vetlaad criteria as described in the 1987 Corps
Wetland Delineation Manual and are adjacent to an unnamed tributary to Stirrup Jron Creek. The
property also contains stream channels that exhibit an Ordinary High Water Mark as 9ndicated by chaages
--'l.Ti Soil Cl'ia: aster and :.bsence Ar t.°..: eStrtal vegetation aad 3, a liJ dr;,l•_^-b1caL f .^.u~'"us...~eLi f0 au ilIIIIai~.Bu
tributary to Stirrup Iron Creek. - ...
Placement of dredged or fill rr~aterial within waters of the US and/or wetlands without a Department of the Army
permit may constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any
questions.regarding this determination and/or the Corps reb latory program, please contact Jennifer Burdette at
telephone [phone], ext 22.
dditional Remarks:
Corps Regulatory Official, ~~--~-f '~
Date: 01/03/05
Expiration Date: 01!13110
FOR OFFICE US1r ONLY: "
• A plat or sketch of the property anal the wetland data form(s) must be attached to the file copy of this form.
+ A. copy of the "Notification Of Administrative Appeal Options And Process And Request Far Appeal" farm must ba
transFnitted with the property awnerlagent copy of this form.
• If the property contains isalated wetlandslwaters, please indicate is "Remarks" section and attach the "Isolated
Determination Information Sheet" to the .f le copy of this foz:ai
Page ~.of 2

~+ [l, 01\~1 nLiu'i Ll.Y~-~~~~~~r ~~ 7= JfL'`n,wu r~~w %~~~~ r~~wi``~~iC.~'
~l _ J EJ~ '.,,~;_::i'~ r'=~v''.'F„T.~~.: ~5~~"~~'.`~~ -=+.aaeis-~;~C,•`a.Y:•-., `M. ~='z7~.Als"'~ .a:: ~c.:~~~a~.r..4~ °w
2~::?. .. #:~'~r~~-M-.-~ , .~ ..... tip.....: 3-.~..~-~;:?~'.
.pplicant: MBV Investors LLC Attn: Attn: File Number: 21)Q421479
irn Smith
.ttached is:
INITIAL PROFFERED PERMIT (Standard Permit or Letter of
ermission)
PROFFERED PERMIT (standard Pertrait or Letter of ermission)
PERMIT DENIAL
APPROVED JURISDICTIONAL DETERMINATION
PRELIMINARY SURISDICTIONAL DETERMINATION
~ECTIDN I - The fallowing identif es your; riglits._and aptions.rega>-din;
. . ~ `- ~ be ~fouTi~=at~lat~p:/lwti~r.usace:an
-re
~:
INTTIAL PROFFERED PERMTT
Date: 01/3/45
See Section below
A
B
C
D
i2inistrative appeal:of

You may accept or object to the permit.
Addittanal 1n.I"ormatton may....,, ~.;; ;
~,t~~.r:,:,~ ~~r ~z-z'rFR Part 33i`~°~~t.: .. _ ... _ .. .
ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the clzstrict engineer far final
authorization. If you received a Letter of Permission {LOP); you may accept the LOP and yo'u ~''~ nd waive~alrl ri hts to a steal thee
on the Standard Permit or acceptance of the LOP means tha# you accept the permit in its entirety, g PP
permit, including its terms and conditions, and approved jurisdictional determinations associated with the pezrnit.
O$JECT: If you object to the permit (standard or LOP) because of certain terms and conditions therein, you may request that the
~rnit be modified accordingly. You must complete Section TT of this form and return the farm to the district engineer. Your
ections must be received by the district engineez within 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the fu[ure. Upon receipt of your letter, the district engineer will evaluate your abjectians and may: (a} modify the
pemrit to address aU of your concerns, {b) modify the permit to address same of your objections, ar (c.} oat modify the permit
'having determined that the permit should toe issued as previously written_ After evaluating your objections, the district engineer
will send you a proffered permit for your reconsideration, as indicated in Sectiaa B below.
3: PROFFERED PERMIT: You may accept or appeal the permit
ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer fox final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your wortk is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to~appea] the
permit, intiuding its terms and conditions, and approved jurisdictional de#emiinations associated with the permit
• APPEAL: If you chaase to decline the proffered permit (Standard. or LOP} because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Adzriinistrative Appeal Process by completing ~ection'II of this form
and sending the farm to the division engineer. This form must be received by the division engineer within 6Q days of the date of
this notice.
C: PERMIT DENIM.: You may appeal the denial of a permit under tine Corps of Engineers Adminstraive Appear rrcccsa ~y
completing Section II.af this form and sending the f°~ t° ~1e ~~ion engineer. This farm roust be received by the division engineer
within b0 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: Yau may accept or appeal rrie appruv~u ~.~.~ vi
provide new infornrtation.
ACCEPT: You do oat need to notify the Cares to accept an approved 7D. Failure to notify the Corps within bD days of the date of~
• this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved TD.
PPEAL: If you disagree with the approved JI], you may appeal the approved TD under the Corps of Engineers Administrative
Appeal Process by completing 5ectian II of this form and sending the form to the division engineer. This form must be received by
the division engineer within 64 days of the date of this notice.

B: PRELMNARY JURISDICTIONAL DETERMIl~TATION: You do not need to respond to the t;orps
ling the preliminary JD_ The Preliminary JD is not appealable. If you wish, you inay request an approved
1~. ~~hich maybe appealed), by contacting the Carps district for further instniction. .Also you may provide new
information for further consideration by the Corps to~ reevaluate the JD.
vreSL ........_.~~..~.~~~ [ .: ..
REASONS FOR APPEAL OR DBJECTIONS: (Describe your reasons for appealing the decision or your
objections to azi initial proffered permit in clear concise stateznents. You may attach additional information to
this form to clarify where your reasons or objections are addressed in the administrative record.}
ADDITIONAL IlIFORMATION: The appeal is lirr~ited to a review of the administrative record, the c_:orps
memorandum for the record of the appeal conference or meeting, and any supplemental information that the
review officer has determined is needed to clarify the administrative record. Neither the appellant nor the Corps
may add new information or analyses to the record. However, you may provide additional information to clarify
the location of information that is already in the administrative record. a...,,~ a._-.,~.,: ~.si~~a~:.~.~,=~:~:r~i~~:.~5_~; ~~,•:
:L;:U;J1;f:Ji_'•v1...uvi,x~::t~~•~t::~+.•:v..~..rr.C~-,~~,__.~~.._-_.ra. ~..--, ,,T.__.... -..._.
If you have questions regarding this decision ff you only have questions regarding the appeal process you
r the appeal process you inay cozitact: may also corafact:
~ u,_,nifer Burdette ~ ~ Mx. Arthur Middleton, Administrativ e Appeal Review
Raleigh Regulatory Field Office Officer
U5 Army Carps of Engineers CESAD-ET-CO-R
6508 Falls of the Neese Road, Suite 120 U.S. Army Corps of Engineers, South Atlantic Division
Raleigh, North Carolina 27615 _ 60 Forsyth Street, Room 9M15
Atlanta, Geor 'a 30303$801
RIGHT OF ENTRY: Your signat~ixe below grants the right of entry to Carps of Engineers personnel, and any
government consultants, to conduct investigations of the project site during the course of the appeal process. You
will be provided a 15 day notice of any site investigation, and will have the opportunity to participate in all site
of appellant or
DTYZSZON ENGINEER:
Commander
U.S. Army Engineer Division, South Atlantic
60 Forsyth Street, Room 91YII5
Atlanta, Georgia 30303-3490
Date: ~ Telephone number:

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55:6.9494
5591.7034
56215699
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49635816
49483653
4954,4461
4953.1031
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5214.ObT1 P2
5211.7391 PJ
5188.9500 P4
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79JZ60D6 A65
79024916 A66
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7796.989] A69
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7536.4864 A71
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7687.7484 A73
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^' 7596.7447 AT7
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WETLAND POINTS
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495x000) 6342459] A1J}
49465698 63233577 ~ A132
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4938.5812 6244.7173 A135
4951.8004 6199.8032 A136
49545408 6143,0495 A137
1981.59&6 611x7320 Af38
i990320D 60733044 Ai34
5006.6866 6044.3786 A740
S01i.6871 6026.6111 A741
49988n6 5985,2950 A142
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SU2Z295x 5950.3703 Ai44
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NORTH FAST DESC.
501a4217 588351]0 A14s
SO2ISn6 58)x9899 A146
5040.6952 6019.707D F2/Ji/J43
5040.5289 6DS55574 JZ
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5067.7744 6117.8242 J5
50.59.6778 608x3257 J6
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CORPS 4s' !?•v9#F7~ CERRFXA1E
'ihia certiPw that Fhie copy al this plat idcnxfics as votrrs of the US. ar we8ande df arena of
waters of Ne US, ineludmg wetlmds, regulated purvo-nt to SeeSon 4x4 of the {:lean Water act
m determined by the undersigned oe this data Unless thane is a change in the for or our
pu66sixed ragulntians; this determinofion of SeeGon 404 jurisdiction may 6e rcfeed upon far o
period not 1n exceed fire yeera tram Chia dote. ThL+ determirtaxon 1x06 mode uhTuing the
1987 Carps of Engineers Weth~mds Dc6nea8on llanuaL'
Title Ct ^~' C.4 % T ~"d1"
Dufr ~ / O
',612 SF
aD4 Ac
s~~.,. sy~Er~ A ~-tROUC~r 1
o; x SCALE i " =120'
2786 6'F
a.as AC
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~0,xx k
44231 SF
t.D6 Ac_ '~
sut~ t~RFIFiGITKXf
} NICINEI t'w aiC1;ERSON Ctt~ilFr 1]•lAr 1w6 iuP wAS oRAN7,' uND~fR 1fi 311PFRJlSf7N. N.L
BOU`Nl,7e}I'( 44FORWIIDN SHOWt! HERECY4 !S TAKEN FROhf A SURVEY PREPARED 8Y MIHEItS & RAVET41. ALL N~itAJ105
AND NEltsf tIA~ER RIPARUN BUFFER 174F0RA41AOH 5140WN FIFREON WAS PROVIDED 8Y ElpS WC. Frrf71J AN AC814 CPS
SURYI.Y 1X94011CIF3 Bi' 7817 FiR11 AND REFERf74CID iD THE IX5RN0 BOUNLWRY• TH4T 171E GPS POR110N DF 7185 St1RVEY
6 A CGLSS 8, RUR4L LK/Ct6 SURVEY AS DESCRIBED UNDER NC1C 717LF Z1, C!•UFTER 56, SECilOt1 .1608; TPAi T]flS
CPS SLA24EY WAS PR0071CED Ar 2D Rlb SUB-4iE7ET7 ACCLBZ+LY Bf DffFf7tEMU[. CORRECTION, 7N c -
TTI4 AND P05T-PROCESSED AOWSTi4ENi~ 7847 T19S CPS SURVEY WAS PERFORIJEO BEfWEEH f
2DD~ I161Nx 7RIF18LE PRO xR AND XL RECE]VE'RS THAT REAL 1111E COORDiN1TES AJtJ: 8~S1D oN Ntxs A4p,41AJEM
~RF 1NCOH. NC; AND. Ik4 POSE-PROCESSED G00RDIWl1I3 ARE BASED QY Nt:GS NONUkENF 'RALE8:1{; NC
1'101770 ~ - I~ - _ _ - i'~/v,~~~~~a~a~Fy+~~~7
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L7 N 838',18' W 71.86'
LB N 1 6'40"W 8x,72'
L9 N'2642'SD' W 76.02'
L10 N 26')x7}' W 81.56'
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L12 N 2524'22' N 8.5.25'
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L24 S 5758')3' W 30.79'
L25 s 1'34' 1.60'
L26 8658'10 295.)9'
127 N 81'30' 7' W 8x5.64'
L28 $ 63' 't>S' W 317 7x'
L29 N 7012'41' W 90.15'
130 N 29'09'24" W 54.52'
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112 N 2671'02' W 109.51'
133 x 7636.16' E 27D.m'
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L35 N 0670'01' W 24268'
L36 5 89'00'OD' W 16x.Ot1'
137 S 29'tl3"J1' E 82.50'
138 5 67715'45' W Z38.SO'
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L46 g 05'x4' 1" E 570.02'
L47 g 47`5470 W 199.68'
L48 g 38.15'39" W 34.99'
Li9 539' 6'10" W 397.73'
LSO 5 3708'30 W 3)1.18'
L51 S 56x3'44• W 388.34'
Lit N 75'3x77" W 39x77'
Li3 }J 7779'14' W '51.61
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~ S 74'1577" W 44537'
L56 }4 53'44" W 12x.02'
[57 N 26'26' " W S6'
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[59 N 37•x.3'43" W 443.87'
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519x0564 5955.9318 Jii '
5187.7214 54521197 715
5175.0322 5964.7237 716
513x9301 5959.7509 717
5109,7835 5918,6591 718
51x6.7441 59141632 719
50951364 5952.5184 .730
SDH1.8861 59319684 721
50721352 5887A781 712
5074.7308 5829.iOB3 723
50953133 5792)550 724
5096.0348 5744.9677 725 '
5085.8794 572}.77}4 726
5136.8217 56913]17 727
5156,8740 5647,)622 Jt8
5190.2678 5595.2100 729
520].5727 5569,3551 730
5z14.s935 5539.693) 731
52052825 5571.6433 772
5183.9898 55620W1 733 '
5168.2!79 5579.6256 Jai
6121x984 56x54452 735
5065.7907 564x9552 176
50223640 57041165 J3T
498x8865 571x4860 738
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4986,4777 5827.5453 J4p
5005.2171 58915.7144 741
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'This certifies that this copy of this pint identifies as waters of the U.S. or wefionds al! areos of
waters of the U.S., including weflands, regulated pursuant to Section 4Q4 of the Cieon Water act
as deterrnined~ by the undersigned on this dote. Unless there is a change in the law or our G'~
published regulations, this defenrlination of Section 404 jurisdiction may be relied upon for a
period not to exceed five years from this date. This defermina#ion wos mode utiiixing fhr
1987 Corps of Engineers Wetland~s,/~DeGnoafion Manual" ~~~'
Name a' ~' ` ~ w~
Title t f Cis E ~ r3 [JJ -(} n4~
Date _ ~/-~~_+~ h'' ~'
pE
G/D~~.obfzl~79 ~ ~ ~ ~ ~c
NOTES:
1. AREAS COMPUTED 8Y ODORDfNATE MERfDA. .
2 ~'~IS QF 8EA?'YGS: MdP BDDK 1987 PAGE 588.. ~ .
NO kC GR1A MONUMEM' 1S LOCATED wTTHIN 2D00'.
~~c
3. 7iiIS SURVEY lYAS PRF}ARED Wii1fDUT THE BENET•Tr
DF A TIRE REPORT AND MAY BE 5U8JECr 70 ANY
MATTERS THAT A FULL 7TTLE SEARCH WDll[D DISCLOSE
4. ALL A15TANCES ARE HO,RiZONFAL GROUND TN57ANCES ~ .. ~`~
5. HErAI STAKES FOUND DR SEJ A7 ALL CORNERS UNLESS
kOTED DT1iDt1}15E ,
6, wETIgNDS AEUNEATEA Bf SOlL k fNVIRDHkENTA1 CON5UL7ANTS, PA DC
htAP/DEID REFE]?AJCc'~: LEGEND:
D8 10613 PG 962 (SOURCE} IRON PIPE FOUND •
A8 3051 PG 925 ' ~~ ~~ ~
M8 1987 PG 394
' M8 1987 PG 588 '
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CORPS OF ENGINEERS CERTIFICATE
"This certifies that this copy of this plat identifies as waters of the U.S. ar wetlands afl areas of
. waters of the U.5., including wetlands, regulated pursuant to Section 4O4 of the Clean Water act
as defermined by the undersigned an this date. Unless there is a change in the law ar our
published regufatians, this determination of Section 404 jurisdiction may be retied upon far a
period not fo exceed five years from this date. This determination was made utilizing the
T887 Carps of Engineers Wetlands Oefineotian Manual."
Name - .. t, Ui ..
Title _ ~/C~ul/y~6 ~ CIA//S~~CO.'
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This certifies that this copy of this plat identifies as waters of the U.S, or wetlands al! areas of
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~os determined by the undersigned on this date. Upless (here is a change in the law or our
published regulations, this determination of Section 404 jurisdicfidn may be retied upon for a
period not to exceed five years from this date. This determination was made utiGxing the
1387 Carps of Engineers Wetknds OeIineafien MonuaL' '
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This certifies fhat this copy of this plat identifies as waters of file US. or wetlands a!f areas of
wafers of the U.S., irtduding "weflonds, regulated pursuant fD Sec#ion •404 of the Cfeon Water act
Ds determined by the undersigned on this da#e. Unless there is o change in the taw Dr our
pu6tished regulafrDns, this determination Df Section 404 jurisdictiart may be relied upon for o
period not to exceed free years from ttlig date. This deter3ninofion was made utiPrzing the
1887 Corps ofd Enginee/rs Wetlands DeiineDtion Manual,'-
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"This certifies that this copy of this plot identifies as waters of the U.S. or wetlands all areas of
waters of the U.S., Jncfuding wetlands, regulated pursuant to Section 404 of the Clean Water act
as determined by the undersigned on this date. Unless there is o change in the law ar our
pahBshed regulations, this determination of Section 4D4 jurisdiction may be retied upon fora •
period not to exceed five years from this date. This determination was mode utilizing the
1987 Corps of Engineers Wetlonds'Delineotion 1Aanual"
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SCALE; ~ " = 120' .
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Z THE CAROLINIAN
OWNERS: MBV INVESTORS LU

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CDRPS DF ENGINEERS CERTIFiCAIE
`I'bis certifies that this copy of this plat identifies, as wafers of the U.S. or wetlands all areas of
wafers of fhe U.S., including wetlands, regulated pursuant to Section 404 of the Clean Water act
os determined by the undersigned, on this date. Unless (here is a change in fhe law or our
published regulations, this determinoGon o{ Secfian. 404 jurrsdiction may he relied upon for o
period nat to exceed five years from this date. This determinatiofr was made utl7izing the
1397 Corps of Engineers Wetlands Relirieation Manual."
Nome /ti ~.
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U.S. ARMY CORPS OF ENGTN~ERS
WILMINGTON DISTRICT
Action ID. SAW-2004-2I479-292 County: Wake USGS Quad: Cary
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner! Au#hot7aed Agent: MBV Investors LLC
Address: 10©Wesion Estates Parkway
Cary, North Carolina 27513
Telephone Na.: 919-481-3000
Size and location ofproperty (water body, road narne/nurnber, town, etc.}: The nro_iect site is located wethin the
northwest uacirant of the future US 544 and NC 54 interclxan a near Morrisvi[le/Durharre Wake Coup North
Carolina and is identifeed as Shiloh Crosslrr . A uatic features an Sete drain to Stirru Iron Creek in the Neuse
River Basin.
Descrip#ion afprolects area and activity: This ermit verification allows far ernuanent im acts to ©.469-acre of
forested wetland of which €}.237 is ri arian and 0.232 is non ri arian and 254 linear feet of stream channel .
Burin the~construction of a c©rntnercial/retail center identifed as Shiloh Crossln Mitt orlon will be re aired
for the'impacts to streams and wetlands associated with this nroiect (see Permit Conditions below).
Applicable I.aw: ®Section 404 (Clean Water Act, 33 USC 1344}
^ Section 10 {Rivers and Harbors Act, 33 USC 403)
Authorization: Regional General Permit Number:
Nationwide Permit Number: 34
Your work is authorised by the above referenced permit provided it is accomplished in strict accordance with the attached
conditions and your submitted plans. Any violation of the attached conditions or deviation from your submitted plans may subject the
penmittee to a stop work order, a restoration order andlor appropriate legal action,
This verification is valid until the NWP is modified, reissued, or revoked All of the existing NWPs are scheduled tv be modified,
reissued, or revoked prior to March 18, 2407. It is incumbent upon you to remain informed of changes to the NWPs. We will issue a
public notice when the NWT's are reissued, Furthermore, if you carnmence or are under contract to commence this activity before the
date that the relevant r-ationwide permit is modifed or revoked, you will have twelve {12) months from the date of the modi5cation or
revocation of the NWP to complete the activity under the present terms and conditions of this nationwide permit. If, prior to the
expiration da#e identified below, the nationwide permit authorization is reissued and/or~modifed, this verification will remain valid
until the expiration date identified below, provided it complies with all new and/or modified terms and conditions. The District
Engineer. may, at any time, exercise his discretionary authority to modify, suspend, or revoke a case specific activity's authorization
under any NWP.
Activities subject to Section 404 {as indicated above) may also require an individual Section 40T Water Quality Certification. You
should contact the NC Division of Water Quality (telephone (919) 733-I786) to detemune Section 401 requirements.
lior activities occnrring within the twenty coastal counties subject to regulation under the Coastal Area Management Act (CAMA),
prior tv beginning work you must contact the N.C. Division of Coastal Management .
This Department of the Army verification does oat relieve the permittee of the responsibility to obtain any other required Federal,
State ar local approvals/permits.
If there are any questions regarding this verification, any of the conditions ~af the Permit, or the Corps of Engineers regulatory
program, please contact Monte Matthews.
1'ernuit Condition: In ordez to compensate for impacts to 0.237-acre of ri arian wetland 0.232-acre of non-ri arian wetland and
254 linear feet of warm water sfream the perniittee shall make payment to the North Carolina Ecosystem )~nhancement Program (NC
1rEP) in the amount determined by the NC El?P, sufficient to perfami the restoration of 0..237-acre of riparian wetland. 0.232-acre of
non-ri arian wetland and 508 linear feet ofwarm water stream in the Neuse River Basin, Cataloging Unit 03020201:
Gonstructian within jurisdictional areas on the property shall begin only after the permittee has made full payment tv the NC EEP and
provided a copy of the payment documentation to the Corps, and the NC EEP has provided written confirmation ko the Corps that it
agrees to accept responsibility for the mitigation work required, incompliance with the MOU between the Nortlx Carolina Department
of Environment and Natural Resources and the United States Army Corps of Engineers, Wilmington District, dated November 4,
I 948.
Page Y of 2

-z-
**Note: Habitat type maybe described as found in SchafaIe and Weakley, Classification of the Natural
Communities of North CaraIina, Third Approximation, 1990; or in accordance with Cawardin, et al (1979), Classification of
Wetlands and Deepwater Habitats of the of the United States**
Corps Regulatory ©fficial: Monte Matthews ~ w~ /~.~• L~
Expiration Tate of Verification: March 18.2D07
Date: Permit issued via
statutory requirements on
October 27, 2006.
Page 2 of Z

SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORMS, PROJECT PLANS, ETC.,
MUST BE ATTACHED TO THE FILE COPY OF THIS FORM, IF REQUIRED OR AVAILABLE.
Copq Famished:
Kiznley-Horn and Associates, Ync.
Attn: Todd Tugwell
PO Box 33068 .
Raleigh, North Carolina 2'7636-3068

~MINGTON DISTRICT
POST-CONSTRUCTxON COMPLZA~ICE FORM
Permit Number: SAW 2004-21479-292
Permit Type: NW39
Name of County: Wake
Name of Permittee: MBV Investors
Date of Issuance: Permit issued via statutory requirements on Ocotober 27, 2006
Project Manager: Monte Matthews
Upon completion of the activity authorized by this permit and any mitigation required. by the
pem~it, sign this certification and return it to the following address:
U.S. Army Corps of Engineers
Attention: CESAW-RG-R
6508 Falls of the Neuse Raad Suite 120
Raleigh, North Carolina 276].5
Please note that your permitted activity is subject to a compliance inspection by an U.S. Army
Corps of Engineers representative. Z:f you fail to comply with this peranit you are subject to permit
suspension, modification, or revocation.
I hereby certify that the work authorized by the above referenced permit has been completed in
accordance with the terms and. conditions of the said permit, and required mitigation was completed
in accordance with the permit conditions.
Signature of I'ermittee
Date

- A.E'YENDTX` C
DVVQ ON-SITE
:. STREAIVi DETERNr1NATl0.'
'i, .- '.

of WAr~9
`O~ QG
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~ ~ ~ ~
~ ~
xevin Martin ~ .
Soil and Environmeiltal Consultants
11010 Raven Ridge Road
Raleigh, NC, 27614
Subject Property: Carolinian
i -
(' -
L. .-.. .. - . .....
S
L..... .... .. ~Y. ..
On-Site Determination for Applicability to the Neuse River Riparian Area Protection Rules (15A
NCAC 2B .0233)
Dear Mr. Martin:
_ . On December 15, 2Q04, at your request I conducted an an-site determination to review Feature B located
on the subject property for applicability to the Neuse Buffer Rules (15A NCAC 2B .0233). Ms. Debbie
Edwards of the Division of Water Quality (DWQ} Central Office had previously conducted an on-site
determination of the strew.. 7n your letter to the Director `dated November 29, 2E104, you requested an
appeal of their determination as provided within ISA NCAC Q2B .0233(3)(a).
At your request, Z conducted an appeal of the determination as stated above. The DVS'Q has determined
that the stream, labeled as "Featt~xe B" an the attached map is not subject to the Neuse Suffer Rule.
This deterrination shall replace the determination originally performed. The owner (or future owners)
should notify the.DWQ (and other relevant agencies) of this decision in any filtare correspondences
concerning this property.
This letter only addresses the applicability to the buffer zules and does not approve any activity within the
buffers. Nor does this letter approve any activity within Waters of the United States or Waters of the
State. If you have any additional questions or require additional information please call me at (919) 733-
9726. This determination is subject to, review as provided in Articles 3 8t 4 of G.S. 1508.
Sincezely,
Cyndi Karoly,
DWQ, 401 Oversight and Express Permits Unit
AWKlcbk
ce: DWQ Raleigh Regional Office
File Copy
Central Fitles
Filename: 049005 Carolinian(W ake)APPEAL
441 Wetlands Certification Unto
1650 Mari Service Center, Raleigh, North CaroLna 27699.1650
2321 Crabtree Boulevard, Suite 254, Raleigh, North Carolina 27644
Phone: [phone] FAX [phone]B9311n1eme>: httpJlh2o.ertr.state.nc.us/ncwetiands
Michael F. Easley, Govetnor
wilGam G. Ross lr., Secretary
htorth Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
December 23, 2004
' - ~ ~ ~~ ~ - ~ : DWQ Project # 84-1764
"~;~~~s~- .. - _- ~ Wake county
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Nar`thCamlina
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Michael F. Easley, Governor
Wslliam G. Ross Jr., Secretary
ldorth Carolina Department of Environment and Tlatural Resources
Alan W, Klimek, P.E. Director
Division of Water Quality
November 1 D, 2004
DWQ EXP# 04-17fi4
Wake and Durham Gaunty
Page 1 of 2
MBV investors, LLC
Attn:- Randy Smith
1 DO Weston Estates Way
Cary, NC 27513
Subject Property: Carolinian
UT to Stirrup tract Creels
On-Site Determination for Applicability to the Neuse River Riparian Area
~--~-- ' ~P1'~t~cfidn`R~rles (1~A NCAC 2B .0233)-EXPRESS REVIEW PROGRAM - --
Dear Mr. Smith:- - ~ ~ -
Cn November ~ D, 2004, at your request 1 conducted an on-site determination to review
four (4}features located on the subject property for applicability to the Neuse Buffer -
Rules (15A NCAC 2B .0233). `fhe features are labeled as "A, B, C and D" on the
attached maps a.nitialed b.y me on November 10, 2DQ4.
The Division of Water Quality (DWQ) has determined that the-features labeled as
"A, B, C and D" on the attached maps are subjec# to the Neuse Buffer Rule. The
origin's of all features have been delineated and flagged in the fell as the
following: Feature A starts a# NBR #1 (~30' below old flag #A14~}, Feature B
starts at NBR #2 (old flag #6}, Feature C starts at NBR #3 (old flag #Dfi) and
Feature D starts at NBR #4 through to flag NBR #5. These fieatures and their
associated buffers should be identified on any future' plans far this property. The owner
(or future owners) should. notify-the DWQ (and other relevant agencies} of this decision
in. any future correspondences concerning this pro.perfir. This on-site determination
shall expire fve (5} years from the date of this letter.
Landowners or affected parties that dispute a determination made by the.DWQ or
Delegated Local Authori#y that a surFace water exis#s and that it is subject to the buffer
rule may request a determination by the Director. A request far a determination lay the
Director shall be referred to the Director in writing clo John Dorney, DWQ Wetlands1401
Unit, 2321 Crabtree Blvd.; Raleigh, NC.27604-2200. Individuals that dispute a .
determination by the DWQ or Delegated Local Authority that "exempts" a surFace water
from the buffer rule may ask for. an adjudicatory hearing. You must act within 60 days of
. the date that you receive this letter. Applicants are hereby notifed that the 6D-day
. statutory appeal time does not start until the affected party (including downstream and
adjacent landowners} is notifed of this decision. DWQ recommends that the applicant
conduct this notifcation in order to be certain that third party appeals are made in a -
N,oa`~Carolina
4Di Wegands Gertifica6on Unit ~ ~atllrQlly
i 6SD Mail 5enrice Center, Raleigh, Mortis Carolina 27859-165D
2321 Ctabtree~Bauievard, 5ur1e 254, Raleigh, North Carolina 27644
Phone: [phone] FAX [phone]! Internet htty:llh24.enr.state.n~.tlsln~nre~ands
An Equal Opportun'~tylAffirmative Action Flrtpioyer-5D°h RecyGedflD°h Pos-Consumer Paper

MBV Investors, Ll_C
Page 2 v~ 2
11l10IE}4
timely-manner. To ask for a hearing, send a written petition, which conforms to
Chapter 150B .of the North Carolina General Statutes to the Office of Administrative
Hearings, 6714 Mail Service Center, Raleigh, N.C: 27699-6714. This determination is
final and binding unless you ask for a hearing within 60 days.
This fetter only addresses the applicability to the buffer rules and does not approve any
activity within the buffers: Nar does this letter approve any activity within Waters of the
United States or Waters of the. State. if you have any additional questions or require
additional information please cal! Deborah Edwar-ds at [phone].
Sincerely,
. ~ ~~~~
. _ ~) Alan W. Klimek, P:E.
AW Kldae
Attachrne~nts: Wake & Durham County Soil Survey maps
USGS SE Durham & Cary Quad maps
cc:. Mike Horan, DWQ Raleigh Regional Office
File Capy
Central l=ilex
Kevin Martin-S&EC
Filename 041764Caralinian(Wlt&DR)EXPforigin

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pro~e~t rv°. Figure 2 -Soil Survey Map
9005.W1 ~ Soi1 & F~vi.z'o~?TM?enta~ ~o~G,,i±ants, PA
eject Mgr.: Carolinian ~ 1016 919 846-5900,4. sRal 849467 7614
KM Wake & Durham Counties, t`fC { } { ~}
Web Pane: www.SandEC.com
5ca~e;
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10/30104 Wake County & Duri~am County ~a~Cr"~
Soil 5unveys ~ ~ <

~~-~~ lvficlvscl 1•. l:usloy, Govtrnor
~ ~~ T~illia~n c3. Moss ir., 5ecraL~ry
Q ~^ Nor[1's (~.fUI]A'~ DtpFUiracsEt of f~virUnnxsu Alid Nstur.~! Ro~tiurcrs
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~ ~ A13rt ~V. Klimck, P.p. plt~tt~'
d -~ ~ F~ivis'iah afYlStar Quality
~1'avember 1, 2004
Projrct~Naane: Carolinian
Wake and burham County
SS ~tE`V7El~' AC'~EI'TANCE ]LETT~ ~ ~ ~ ~ ~ ~ ~ .
~XYR.E
MB'V lnvarst~rs, LLC ~ ~~ ~'~ ~ 2 ZDIj¢
Atia: Randy Smith DENR -1rJA'fl_l~ Q1JALiTY
10{1 Weston Estates Way Yl'ETLf~J~S~,Np ST~RA4WR7ER SRaldCl-i
cam; Nc 27513
Pax #: 919-677-8b40 •
Sui~,~ect Proper:' D9cated smmo~[s~tely Es~st of ]~~r3r 54 atad North of I-540, 1l~Iarrisvilie, NC
l?n N~ve~ber 1, 2001, the VVetlands1401 1Jnit of the Division- of Water Qualify received ~ Faxfennail
request fron3 Soi18i Environmental Consultants, PA re~rding a stream origin call fora project lmo'~m aS
"Carolini~" far acceptance iota the Express Review Program. This letter advises you that your prfljeaf
will be accepted into the Express Revie~x- p`ragrarn once ~thc following items are received i ~ a fee of
$500.00 made payable to .the I~Torth Catalina Division df ~'!ater Quality, 2~ four- eomplc:te anal coIlatrd
copies of the most recent versions of the MRCS Soil Survey map and. the ] :24,Ofl0 '(JSGS r.Capographic
map far the Site, both v;rith the property boundaries located, and 3j a vicinity neap clearly msrking~fhe
location of the site. Thank ; ou far yo[,u• attention to this matter, ,
Flease keep in anind that the clock for this projec# will not start until receipt of the completed applicatiotz
package and required fee are received.
Tf you have any questions ar wish to discuss these matters further please do aai hesitate to call Cyndi
K~,taly at 919-733-9721 or Daboiah Edwards at 914-733-9502.
SinG~ly,
(_
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~ Alan W _ K] irnelC, E.E.
GBEldae
cc: iVlike I~aran DWQ Raleigh Regional Cf~ea
Fie copy
Central Files
Kevin Martin-S&EC
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1v50 3~1a1 Sgrri~ Centet, Raleigh., Norih CeroGna 27899-1fi5(7
2~1 Grebtree Boulevard, Sure 250, Rala>ph, Norih Carolina 276DQ
?bona; 6~9.733178$/F}1X9i9-733•E59311rElameth -111,2n.enr. , c_uehcwcstan
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Shiloh Glenn Drive Reinforced Concrete Bog Culvert
Hydraulic Memorandum
Project Understanding
The proposed Shiloh Crossing Development located in the town of Morrisville, NC necessitates
the need for the construction of Shiloh Glenn Drive. This proposed two lane facility is planned
to be a state maintained roadway that will tie into a previously constructed I-540 service road.
'This new roadway is located immediately upstream of I-540 (currently under construction) and
will cross a tributary to Stirrup Iron Creek, a FEMA regulated stream {Basin 18, Stream 13}. To
facilitate this stream crossing a hydraulic structure must be sized to convey the 50-year design
storm event as well as the FEMA regulated 100-year storm event. The purpose of this memo is
to describe the process by which this structure was sized and the preliminary results of
forthcoming flood study xequired to modify a FEMA regulated stream.
Project Research
In preparation of sizing the aforementioned hydraulic structure, KHA obtained the following
information:
• Copy of the NCDOT I-540 construction plans (R-2000AC)
• Copy of the NCDOT Culvert Survey Report (CSR) (for downstream structure)
• Copy of the NCDOT HEC-RAS Hydraulic Model
Copy of the recently published Durham County FEMA Flood Insurance Study (PIS}
dated May 2, 2006
• Copy of the recently published Wake County FEMA Flood Insurance Study (PIS) dated
May 2, 2006
• Copy of the effective FEMA HEGRAS Hydraulic Model
• Stream survey of the site location
As noted in the buIlets above, the FEMA HEC-RAS and NGDOT HEC-RAS models were bath
evaluated. A set of plans for the R-2000AC project was obtained to determine deck elevations
and dimensions for the I-540 Culvert. Aerial photography obtained from the North Carolina
Floodplain Mapping (NCFPM) program website for panels 0745, 0747, 0756 and 0757 was used
in ArcMap to establish new Ma~nning's `n' values for the new cross sections. While the FEMA
HEC-RAS model provided flow data necessary, the FIS for Basin 18 Stream 13 was also
downloaded to check flow values, drainage azeas, and non-encroachment widths. Stream survey
data was obtained and used in the Proposed and Existing Conditions HEC-RAS models to
correctly model the stream and culvert inverts. A site visit was also performed to validate site
conditions and modeling parameters.

Structure Sizing and Stream Modeling Process
The NCDOT Guidelines for Drainage Studies and Hydraulic Design (1999 edition) were utilized
as a starting point to size the proposed hydraulic structure. Another factor that was taken into
consideration was the recently constructed 2 @ 10 x 8 reinforced concrete box culvert (RCBC)
located immediately downstream under I-540. Since the proposed structure under Shiloh Glenn
Drive is located so close to the I-540 RCBC, the standard engineering practice of providing the
same size structure was considered and evaluated in the modeling process. The final
consideration for sizing the proposed structure was to minim;~e the increase in the water surface
elevations as it relates to the FEMA regulated floodplain. The follow modeling scenarios were
evaluated to size the proposed structure.
1. Duplicate Effective Model
The model that was received from FEMA was rerun to verify the output matches what
was published in the recently completed FIS study (dated May 2, 2006).
.2. Existing Conditions Model
From the duplicate effective model, a revised model was created that includes existing
site conditions and current survey data to produce an "existing conditions model". The
major items that were added to this model include tlae addition of the I-540 roadway and
RCBC as well as current stream survey data.
The cross sections and streamline data provided in the FEMA HEC-RAS model
(Bas18_Stri3_future.prj) were imported into AreMap. Five new cross sections were cut
to best model the current existing conditions. These new cross sections were exported
from ArcMap using HEGGeoRAS and imported into the HEC-RAS project mentioned
above to create new geometries for Existing and Proposed Conditions.
The Culvert Survey Report (CSR) for the culvert under I-540 was requested from the
NCDOT. This CSR and the associated NCDOT HEC-RAS model (r2000_prj) show that
the culvert was designed to be buried one foot. However, survey data contradicted this
design, and a szte visit was deemed necessary. Upon field inspection, the 2 @ 10 x 8
RCBC's were found to not be buried, and the Existing Condition model created reflects
the true as-built condition.
3. Proposed Conditions Model
Once the existing condition model was complete, the "proposed conditions model" was
created by adding in a proposed structure to the existing modal. Several sizes were
evaluated including 2 @ 10 x S RCBC's and 2 @ 10 x 9 RCBC's. Per the US Army
Corps of Engineers Nationwide Permit guidelines to bury the proposed culvert one foot
below the channel bed invert, culvert inverts were established and a culvert length was
set. Unfortunately, the proposed buried inverts for the new structure were lower than the
recently constructed downstream 2 @ 10 x 8 RCBC's under I-540. Therefore, modeling
the same size culvert {2 @ 10 x 8 RCBC's, buried one foot} under Shiloh Glenn Drive
resulted in less cross sectional area than the downstream structure under I-540 due to it

not being buried. To compensate for the loss of conveyance area, we modeled 2 @ 10 x
9 RCBC's. We contacted Galen Cail with the NCDOT Hydraulics Department to discuss
the situation and he confirmed that the new culvert should have the same conveyance
area as the existing culvert. Therefore, the size of the proposed culvert was established to
bet@10x9RCBC's. ,
Flow Data
The flows utilized for the modeling exercise were from the effective FIS study and provided
HEG-RAS model. The FEMA provided drainage area is 1.1 square miles with corresponding
discharges as follows:
• 100-yr storm =1050 cubic feet per second (cfs}
• 100-yr future storm =1890 cfs
For the purposes of evaluating smaller storm events through the proposed culvert, the Urban
Regression Equations were used to determine multiple year storm event flows. The
impervious area used in the Urban Regression Equations was adjusted to 18% to correlate to the
provided FEMA 100-year flow. These flows were saved in a new HEC-RAS flow file and used
to calculate water surface elevations.
Non-Encroachment Widths
The FEMA HEC-RAS model included the non-encroachment widths published in the effective
Durham and Wake County Flood Insurance Studies (FIS). These widths were transferred to the
Proposed model and used at all cross sections not affected by the proposed and existing culverts.
New non-encroachment widths were necessary at the new crass sections boundzng the two
culverts due to a decrease in flow area. These widths were established and included in a Non-
Encroachment Width Data Table in the appendix. These raon-encroachment widths are
preliminary and will be further defined at a later phase of the project. The reason these map and
non-encroachment revisions are needed is to revise the effective FEMA FIRM (map number
3720074700J, Panel 077) to reflect the recently constr~.rcted I-540 culvert and the proposed
culvert under Shiloh Glenn Drive. The process of revising
Conditional Letter of Map Revision (CLOMR}. The CLO]
the roadway line and grade and culvert size have all been a
b~Z~-~Sp~
Data Attached in the Appendix:
~~'`~ ~q ~ ErI Sd
Effective FEMEL Profile
Existing Condition Profile
Proposed Condition Profile ~,
~~ 1t+y
Comparison Profile (Existing vs. Proposed}
Non-Encroachment Profile
Non-Encroachment Width Table
Urban Regression Equation Spreadsheet

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Profile
Scenario: Base
Profile: NC 54 North -Main
Scenario: Base
Label: CB-31 (~~[;Lg_3D-. -----...~-
Rim: 39Y.32~t-`-'-- .--------- j ---"'-Rim: 396.27 4t
Sump: 393.80 ft Sump: 391.86 ft
I
~~~ ~-~~
;`
D+00
tovni. r~-rv
Up. Invert: 393.$0 ft
Dn. Invert: 392.16 ft
L: 158.00 ft
5ize:15 inch
1+Op 2+00
Ttle: Shiloh Glen Dr'rye
h:1...lstormcadlshilohcrossing offsitestm
12/21/D6 02:29:33 PM
Label: CB-29
Rim: 394.7D ft
Sump: 388,62 ft ;
Label: CB-26
Sump:. 381.65 ft
-_-- I 4D0.00
___ i.~_--_-._~~ 395.00
I
i
~ -------------~ 390.00
Label: CB-25
Rim:!384,14 ft
Sump: 377.69 ft
Label: CB-24
---i~im:384:2A-ft- 385.D0
ry .~;`..... - Sump: 377.29~t
i
i
-----! 380.OD
Label:P-41
Up. Intiert:39i.96 ft
Dn. Invert:390.i1 ft
-Label:CB-ZB- ._-.-_.~...___..___--
Rim:391.48 ft Label: CB-27
Sump: 385.42 ft Rim: 390.42 ft
Surnp: 383.8{1 ft
. __
_._ .. _-- . --._..~_ __ -~
i
Size: ~5 inch
5: D.0~0000 ftfft Label: P-~2
Up. Invert 388.62 ft
~ Dn. Invert; 385.02 ft
__~__.__---_._.--------~------..-__._L:200:00ft-._..----------
Size:15 itch --..._.-... Ca6el€~~~.,

015DDD tuft
5: 0 Up. invert: 385.42 ft
. ~ Dn. Invert: 384.00 ft
i ' L: 95.OD ft
Size:15 inch
___. _........_T___._~.____..~___~._.._.______...._.__.._. ___ ...__.~..._...__..__.._.---- --..-.---.---~o:a1a94~ftrft--
3+00 4+DD S+OD 6+OD
Station (ft)
~ Label: P-44 ~
~ Up. Invert: 383.8D ft ,
i Dn. Invert: 381.85 ft
~ L:130.00 ft ~ i
!._.._._Sizet-l8-inch-._._..._._ --- -_-___~.--
7+pp 5: O.D15D00 ftlft g+00 9+00
Label: P-45
Up. Invert: 381,65 ft
Dn. Invert: 317.89 ft
L:154.D0 ft
5ize:18 inch
5: 0.024416 ftlft
®6entley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 U5A [phone]fi6
----` 375.0(!
10+40
Label: A-46
Up. invert: 377.69 ft
Dn. invert: 377.54 ft
L: i 1.D0 ft
Size:18 inch
S: OA13636 ftJft
Elevation (ft)
Project Engineer; AMK
SiormCAD v5.6 [05.06.012.x0]
Page 3 of 1

Profile
Scenario: Base
Profile: NC 54 South W Main
Scenario: Base
Label: CB-43
Rim: 394.50 ft
Sump: 390.98 ft
- _ Label: CB-42
--~-.. Rim: 390.47 ft
.._. ~ump: 386.75 ft
-~-~
s i
! ~
I
---.___._._____-_.--.L-abel -P-4~ -_ ' ~- ---~-~-~--~---.-- _
Up. Invert: 390.98 ft
Dn. Invert: 386.95 ft
L: 215.00 ft
5ize:15 inch
j-- :~~~-874-~t~
r-
"~.._ ,
3 I ~~ ~ --
I
I
o+ao 1+00 2+aD
Title: Shiloh Glen Drive
ha..lstormcadlshiiohcrossing offsitestm
12/21/06 02:29:26 PM
-.._ ..~._.__-_-.__._._~.._..._- _._..wV.____.__
Label: CB-41
Rim: 385.94 ft
Sump: 382.22 ft
Label: CB-4D
''-~ 5ump; 378.28ift i
i Label: CB-39
' ~ I Rim: 379A4 ft '-
Label: P-48
Up. Invert: 386.75 ft
Drt. Invert: 382.42 ft
L: ~ 43.00 ft _
5f~5 inc tt-
5: 0.030280 ft!ft
3+DD

----- ----~ 395.00
f
i
i
--.------ ~ 390.00
i ~ ~ I
_...._.__---_.i_._.._._.__..__..__.. _...._--! -.-.--._.-______~.~__._-.-~ 385.00
. I
~ E
I
-- -- - .. ------~-------- 380.O~levation (ft)
I '
Label: CB-34
LabeI:CB-38 Rim: 372.36 ft
Rim: 373.39 ft Label: CB-37 Sump: 365.1 ~ ft
-~t~r~p`369:F~-7ump~~2-.w_--~~ 375.00
....
iLabel: P-49 ~ ~ ~`~
....
~Up. Invert: 382.22 ft . ~------------- LabeL `FES-33
~Dn. Invert: 378.48 ft ~ Label: P-50 ~ -- --" - ;Rim: 365.05 ft
'L: 95.00 ft Up. Invert: 378.28 ft I ~ `~, Sump:`365.05 ft
size:-l-5-inch.-__.-_.-._ Dn-lrtvert-37-5:52-#t ~ -.-.--..-_._ ___._ _. _ ..- -...._...._....._._..---. ;--~ 370.00
'S: 0.039368 ft!ft ; L; 75.00 ft
Size:15 inch Label: P-51
S: 0.036800 ftlft Up. Invert: 375.3 ft
___-----------.-._. ~ ---------------.-._-. Dn. Invert: 369.87 ft_
L:160.OD ft
4+00 S+OD 6+00 Size:15 inch 7+00
S: 0.034062 ft/ft
Station (ft)
©Bentley Systems, Inc. Haestad Methods Solution Center Watertown, GT 06795 USA +1-203-755.1fi66
is
.~_-___-.-_.---:__M. ..-___... -' 365.00
8+OD 9 00
Label: P-60 LabeL• P-55
Up. Invert: 369.67 Up. Invert: 365.16 ft
Dn. Invert: 367.47 Dn. Invert: 365.05 ft
L:110.DD ft L: 24.00 ft
Size:15 inch Size: 48 inch
S: 0.020000 ft!ft Label: P-54 S: 0.004583 ftlft
Up. Invert: 367.27 ft
Rn. Invert: 365.36 ft
L: sD.DO ft
Size:18 inch
S: 0.031833 ft!ft
Project Engineer. AMK
StarmCAD v5.6 [05.06.012.00]
Page 1 of 1

K~m~y-Ham
i~ ~SSD~tES, II1C.
S~i[oh Grossing
Job Number: 12591 D10 Prepared by; ~IC11V
Date: 1?J14/D6 ChecKed By:
Hopson Road Fiow Evaluation
Rational C CoefFicients: Rainfall intensities:
C I (in~r}
Woods D.25 2-yr 5.76
Grass 0.35 10-yr 7.22
Paverrtent 0.95
Fiow Evaiution:
Total Area: !Pre-Development
Area (Ac} C A ` C
Woods 15.361 0.25 3.840
Grass 10.458 D.35 3.680
Pavement 3.153 D.95 2.995
28.971 1 D.495
Composite C = (A * C} /Total Area = 0.362
Q2=C*I"A= 60.45 cfs
Q10=C"I*A= 75.78 cfs
Total Area: !Post-0evelopment
Area (Ac) C A * C
Woods 15.343 0.25 3.836.
Grass 1 D.385 0.35 3.635
Pavement 3.257 0.95 3.094
28.985 10.565
Composite C = (A' C)1 Total Area = 0.364
Q2 = C ' i * A = 60.85 cfs
Q1D=C*I'A~ 76.28 cfs
Percent Increase:
Q2 = (Post-Pre)lPre = 1 %
Q10 = (Post-Pre}IPre = 1
TEL 919 fi77 200D
FAX [phone]D5D

® I~mlcy-Hom
and Assc~ates, Inc.
ShiioY~ Crossing
Job Number: 12511010 Prepared by: JPK
Date: 12118f06 ~ Checked By:
Slater Road Flow Evaluation
Rational C Coefficients: ~ Rainfall intensities:
C l (inihr)
Woods 0.25 2-yr 5.76
Grass 0.35 10-yr 7.22
Pavement 0.95
Flaw l=~alutian:
Total Area: (Pre-Development
Area (Ac) C A * C
Woods 12.851 0.25 3.213
Grass 22.949 0.35 8.032
Pavement 8.160 0.95 7.752
43.960 18.997
Composite C = (A * C) f Total Area = 0.432
Q2=C*I'A= 109.42 cfs
Q1a=C*1'A= 137.16 cfs
Total Area: (1?ost-Development
Area (Ac) C A' C
Woods 12.$40 D.25 3.210
Grass 22.758 0.35 7.965
Pavement 8.373 0.95 7.955
43.971 i 9.130
Composite C = (A * C) !Total Area = 0.435
Q2=C'I'A= 11D.19 cfs
Q1a=C'I'A= 138.12 cfs
Percent Increase:
Qz = (Post-Pre)IPre = 1
Pia = (Post-Pre}1Pre = 1
TEL [phone]aD
FA7C 919 677 2D50

Flow ~vafutinn:
Area'!: (Pre-Deyelopmentl
Area (Ac)
Woods 0.000
Grass 0.850
Pavement 0.110
0.96D
Composite C = {A * C) ! "
QzWC*I*A=
Q1o=C*I*A=
Area 1: (Post-Development
Area (Ac)
Woods D.000
Grass 0.788
Pavement 0.170
Q958
C A*C
0.25 0.000
0.35 0.298
4.95 0.105
D.402
total Area = D.419
2.32 Cfs
2.90 cfis
C A'` C
0.25 O.D00
0.35 0.276
0.95 0.162
D.437
Composite C = {A * C)17otal Area =. 0.457
Q2=C*1*A= 2.52 cfs
Q10=C*1*A= 3.16 cfs
Percent Increase:
- Qz = (Post-Pre}IPre =
Q1o ~ (Post-Pre)IPre =
9%
9%
^
"rEL 919 677 2000
FA7C 319 677 2050

F#ow Evalution:
Area 2: (Pre-i7evelopme~
Area (Ac) C A * C
Woods 0.731 D.25 0.183
Grass 0.919 0.35 D.322
Pavement 0.08D 0.95 0.07fi
1.730 0.580
Composite C = (A * C} ! Tota! Area = D.335
Q2=C*!'~A= 3.34 cfs
Q1o=C*1*A=~ 4.19 cfs
Area 2: (Post-Development
Area (Ac) C A "` C
Woods 0.731 0.25 0.183
Grass D.921 0.35 0.322
Pavement D.090 0.95 O.D85
1.742 0.591
Composite C = {A * C)1 Totai Area = 0.339
Q2=C*[*A= 3.40 cfs
Q7D=C*!*A~ 4.28 cfs Total flow
Percent increase:
Q2 = (Post-Pre)IPre = 2%
Q7a = (Post-Pre}IPre = 2%
7.42
r
TEL [phone]
FAX [phone]Q50

Flow Evalution:
Area 3: (Pre-Development
Area {Ac} C A * C
Woods 4.520 0.25 1.130
Grass 8.910 D.35 3.119
Pavement 4.930 0.95 4.684
18.360 8.932
Composite C = {A ~ C} ! Total Area = 0.486
Q2=C*1*A= 51.45 cfs
Q1D=C*I*A= 64.49 cfs
Area 3: {Post-Development
Area (Ac)
Woods 4.520
Grass 8.822
Pavement 5.013
18.355
C A*C
0.25 1.130
0.35 3.088
0.95 4.762
8.980
Composite C = (A * C} 1 Total Area = 0.489
Q2~C*1"A= 51.72 cfs
Q1D~C*I*A= 64.84 cfs
Percent increase:
Q2 = (Post-Pre}/Pre = 1
Q1D = (Past-Pre}lPre = 1°/a
Total flow 72.26
^
TEL [phone]D00
FAX 919 fi77 2D5D

Flow E~alution:
Area 4: {Pre-Deve_1_opment
Area (Ac) C A "' C
Woods 7.600 0.25 1.900
Grass 12.270 0.35 4.295
Pavement 3.040 0.95 2.888
22.910 9.083
Composite C = (A * C) I Total Area = 0.396
Qz=C*I*A= 52.32 cfs
Q1o=C*I*A= 65.58 cfs
Area 4: (Post-Development
Area (Ac) C A * C
Woods 7.588 0.25 1.897
Grass '{2.228 D.35 4.28D
Pavement 3.100 0.95 2.945
22.9'16 9.122
Composite C = (A * C) I Total Area = 0.398
Qz=C*I*A= 52.54 cfs
Qi o = C * I * A = 65.86 cfs Total flow
Percent Increase:
Q2 = (Post-Pre}/Pre =
Quo = (Post-Pre}IPre =
0%
Q%
138.12
'TEL 9i9 S77 2DD0
FAX 9'E9 677 2D50

>~in~ay-Hom
~..1'~ and Asso~tes, Inc.
Shiloh Crossing
Job Number: 012511010 Prepared by: EINI!
Date: 12/21/06 Checked By: AMK
NC HwY 54 Flow E~alua~ion
Rational C Coeffcients: Rainfall intensities:
C ~ I {inlh~
Woods 0.25 2-yr 5.76
Grass 0.35 10-yr 7.22
Pavement 0.95
Ftow ~valution:
Area 1: (Pre-Development
Area (Ac) C A "' C
Woods 5.652 0.25 1.4'!3
Grass 2.609 0.35 0.913
Pavement 1.012 0.95 0.961
9.273 3.287
Composite C = (A t C} 1 Total Area = 0.355
Q2=C`I`A= 18.93 cfs
Q1a=C*1`A= 23.73 cfs
Area 1: Pos#-Develo ment
Area (Ac) C A * C
Woods 0.000 0.25 0.000
Grass 0.670 0.35 0.234
Pavement 1.063 0.95 1.D09
1.732 1.244
Composite C W (A ` C) !Total Area = 0.718
Qz=C*I*A= 7.16 cfs
Gt1o=C*I*A- 8.98 cfs
Percen# Increase:
Q2 = (Post-Pre}IPre = -62%
Q1D = (Post-Pre}IPre = -62%
TEl~ 919 677 2D40
FAX [phone]

Flow Evafutian:
Area 2: (Pre-Develo ment
Area (Ac) C A * C
Woods OADO 0.25 0.000
Grass 2.438 0.35 0.713
Pavement 2.325 0.95 2.209
4.363 2.922
Composite C = (A * C)1 Total Area = 0.670
Qz W C " I * A = 35.98 cfs
Qio=C*I*A= 45.10 cfs
Area 2: (Post-Development
Area (Ac} C A * C
Woods 0.000 0.25 0.000
Grass 1.720 0.35 0.602
Pavement 2.554 0.95 2.427
4.274 3.029
Composite C = (A * C)1 To#al Area = 0.709
Qz = C * f " A = 36.59 cfs
~Qio=C*I*A= 45.87 cfs
Percent Increase:
Q2 = (Post-Pre)IPre = 2%
Qia = (Post-Pre)IPre = 2%
TEL [phone]oU
FRX 919 677 2050

Flow Evolution:
Area 3: Pre-Develo meet
Area (Ac) C A * C
Woods O.OOp D.25 O.DDD
Grass 0.956 0.35 D.D55
Pavement D.722 D.95 0.686
D.878 D.7~1
Composite C = (A' C)1 Total Area = 0.$A~4
Q2=C*I*A= 4.27 cfs
Q1o=C*I*A= 5.35 cfs
Area 3: {Post-Development
Area (Ac) C A * C
Woods O.OOD 0.25 O.DDD
Grass 0.039 0.35 D.014
Pavement 0.839 0.95 0.797
0.878 0.891
Composite C = (A * C)1 Totak Area = 0.923
Q2=C*I*A= 4.67 cfs
Q1o = C "' I * A = 5.85 cfs Total flaw
Percent Increase:
Qz = (Post-Pre)IPre =
Q1o = {Post-Pre)IPre =
9%
go~a
59.72
TEL [phone]DD0
FAX [phone]

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