20110189 Ver 2_Application_20110425

S&ME
February 17, 2011
Kimley-Horn & Associates, Inc.
4651 Charlotte Park Drive, Suite 300
Charlotte, North Carolina 28217
Attention: Mr. Matt Cox, P.E.
Reference: Seasonal High Water Table Evaluation
Retail Store No. 3036-00
Yanceyville, Caswell County, North Carolina
S&ME, Inc. Project No. 1051-11-025
Dear Mr. Cox:
APR 2 5 2011
WE NR - WATER QUALITY
S&ME, Inc. (S&ME) has conducted a Seasonal High Water Table (SHWT) Evaluation
per S&ME Proposal No. 1351-23750-11 dated January 31, 2011. Authorization to
proceed with this study was provided by execution of the "Standard Agreement for
Professional Services between Kimley-Horn and Associates, Inc. and an Associate
Consultant" by Austin L. Watts, P.E., of Kimley-Horn and Associates, Inc.
This evaluation was performed to provide information for a new Stormwater
Management Permit Application to the North Carolina Department of Environment and
Natural Resources (NCDENR) - Division of Water Quality (DWQ) and/or a local review
agency. A soil scientist investigation was conducted to evaluate the soil properties of one
(1) proposed Stormwater Best Management Practices (BMP) area for a possible
stormwater wet detention basin. The soil scientist investigation was conducted to
determine SHWT elevations.
Use of an on-site stormwater wet detention basin is being considered to comply with
stormwater management requirements. The use of stormwater BMP's is subject to the
suitability of site soils and regulatory approval. Regulatory guidance on requirements for
permitting of stormwater BMP's are provided in the North Carolina Division of Water
Quality - Stormwater Best Management Practices Manual (NCDENR-SW-BMP), dated
July 2007 (Revised June, 2009). The NCDENR-SW-BMP requires that a wet detention
basin permanent pool elevation shall be within six (6) inches above or below the SHWT
elevation.
S&ME, INC. /371801d Battleground Road/ Greensboro, NC 27410 / p 336.288.7180 / f 336.288.8980/www.smeinc.com
Seasonal High Water Table Evaluation S&ME Project No. 1051-11-025
Retail Store No. 3036-00 February 17, 2011
PROJECT BACKGROUND
The subject site is associated with the planned Retail facility in Yanceyville, North
Carolina. The property is located on the west side of Sherwood Drive (NC Highway 86)
approximately 0.5 miles southeast of the intersection of NC Highway 86 and US
Highway 158 in Caswell County, North Carolina (Figure 1).
An S&ME soil scientist conducted an evaluation of the soils within the area identified by
Kimley-Horn & Associates for a proposed stormwater management system. The soil
scientist evaluation was conducted to evaluate the suitability of the soil properties relative
to Stormwater Management permitted by the NCDENR-DWQ and/or a local review
agency.
Maps were prepared using Arcview 10.2 a Geographic Information System (GIS). Base
maps were generated using information from the following sources: ESRI, Inc. and a site
map provided by Kimley-Horn and Associates, Inc. (Figures 1-2).
FINDINGS
In-situ Soil Type (Soil Series)
S&ME conducted one (1) hand-auger boring (HAB) to characterize the soils within the
proposed area for Stormwater Management (Soil Profile Description - Appendix I) at the
location indicated on Figure 2. A detailed soil profile description was made to a depth of
approximately six feet below the existing ground surface (bgs) at the location evaluated
to characterize the soils potential suitability for stormwater management systems. The
soil scientist evaluation includes field descriptions for soil texture; color; structure; depth,
and thickness of soil horizons. The field evaluation also includes identification of the
thickness and type of any restrictive horizon(s) if present; depth of seasonal high water
table (if present). The soils evaluated were described to the series level using current
United States Department of Agriculture (USDA) and Natural Resource Conservation
Service (MRCS)-Soil Taxonomy. The soils evaluated at the hand auger boring location
(HAB # 1) was most similar to the Enon soil series. The location evaluated consisted of
approximately 17 inches of fill material on top of the native soil.
Seasonal High Water Table Determinations
The SHWT evaluation was performed by advancing a hand auger boring to a depth of
approximately six feet bgs at the hand auger boring location. The location of the
evaluation was approximated in the field (Figure 2). During the hand auger
advancement, soils were evaluated by a Licensed Soil Scientist for evidence of SHWT
influence. This evaluation involved looking at the actual moisture content in the soil and
observing the matrix and mottle colors. Depending on the soil texture, the soil color will
indicate processes that are driven by SHWT fluctuations, such as iron reduction and
oxidation and organic matter staining.
Seasonal High Water Table Evaluation
Retail Store No. 3036-00
S&ME Project No. 1051-11-025
February 17, 2011
Please note that these evaluations are based on secondary evidence and not on direct
groundwater level measurements. Groundwater levels fluctuate for numerous reasons
and these findings do not indicate that groundwater levels have not or will not rise above
the noted depths.
See Figure 2 for the approximate test location, and the table below for the soil series and
approximated SHWT depths. Careful consideration will need to be taken when utilizing
the evaluated location for use associated with stormwater BMP's due to the shallow
depth to SHWT.
Proposed Retail Site - Yanceyville, NC
Seasonal High Water Table Actual Water Table (inches
Test Location In-situ Soil Type (Soil Series) (SHWT-inches below ground below ground surface)
surface)
Hand Auger Boring # I Enon 30 > 74
CLOSING
S&ME appreciates the opportunity to provide these services to you. If you have any
questions, please contact us.
Sincerely,
S&ME, Inc.
Paul Penninger, L.S.S.41014/ Rob Willcox, L.S.S.
Senior Soil Scientist Natural Resources Department Manager
Attachments: Figure 1 - Vicinity Map
Figure 2 - Hand Auger Boring Location Map
Hand Auger Boring Profile Sheet
SA1588\1588 REPORTS\Other Branches\105 - Raleigh\1051 Reports - Raleigh\1051-11-025 Yanceyville Retail\1051-11-
025 Kimley-Horn - Retail Store No. 3036-00, Yanceyville, NC - SHWT Detennination Report.doc
3
S&ME, INC.
SITE/SOIL EVALUATION
Project No. /Q/? lf- O2 Phone No. Date: 1 III
Location I NCF I. L[ G Pin County: 605WFt, C Property Size
Proposed Facility: Water Supply: On-Site Well ? Evaluation: Auger Boring
Community ? Pit
PesclJbd .61; 2_oo gW/Ue V Public ? Cut ?
Weather: pAel-l-t1 GL kg Antecedent Moisture /77,o /,< T Surface Water: NA
-r P i,Ar
FACTORS PROFILE PROFILE i# ) CQn' 0 PROFILE # ? Ce ' PROFILE
Landscape Position % L - 4--1,"76
Horizon Depth I n-5
Color Munsell 6 r g 4
Texture C
Structure
Consistence 5 ,a ? -4-f
F ILL

Boundary
Horizon Depth If 5-17 36-39 51 .? +
Color- Munsell : v ' J- ?X /1i p 14,
Texture c-, C C G
Mottles - /A Q (0 2
C
Structure -I _t .
; y A1A551 ?e
Consistence S 5 Sf SS ! -1-a S
F-I L,L

?? t2Sl?
e-10)
Boundary
Horizon Depth III /7- Z-4 39 - ¢(D
Color - Munsell /Qt,e ¢ ti
Texture C1 C
Mottles C /61 R (- 4
Structure ttJ bJa /IIg551
Consistence ;S > ?- S
2.5 bt R 1 Z
I S ?
Boundary
Horizon Depth IV Z<} Q 4?,_ 59
Color - Munsell (,J(. M I Z
Texture SCE G
Mottles C 1614k&13
_ Z .S (o /o - t S Y
Structure ., e
Consistence S $ ?r S
70C ?QS

Boundary
Soil Wetness 3D .t
Restrictive Horizon S wq 30"
Saprolite
LTAR
Classification

,EGEND
.ANDSCAPE POSITION
t Ridge Interfluve
i Shoulder
Linear Slope
i Foot Slope
Q Nose Slope
i Head Slope
?c Concave Slope
v Convex Slope
r Terrace
Flood Plain
rEXTURE
> sand
Is Loamy sand
d sandy loam
I loam
si silt
sit silt loam
sicl silty clay loam
cl clay loam
scl sandy clay loam
sc sandy clay
sic silty clay
c clay
CONSISTENCE WET
Ns non-sticky
Ss slightly sticky
S sticky
Vs very sticky
Np non-plastic
Sp slightly plastic
P plastic
Vp very plastic
MOIST
vfr Very friable
fr friable
fi firm
vti Very firm
STRUCTURE
sg single grain
m massive
cr crumb
gr granular
sab subangular blocky
ab angular blocky
pl platy
pr prismatic
Permit
(to be provided by DWQ)
]ll. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
_ 1. Plans (1" 50' or larger) of the entire site showing:
-Design at ultimate build-out,
yn - Off-site drainage (if applicable), (@
D
- Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions, APR 2 5 2011
Pretreatment system,
- High flow bypass system, DENR IMATERWALITY
- Maintenance access, SAND8TORMgr *4 BRWy
- Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
Pond
3 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
nsions,
1 pond with hardened emergency spillway,
.? - Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
fA4 PD4? "
'
3. Section view of the wet detention basin (1
= 20
or larger) showing:
GrD55 - Side slopes, 3:1 or lower,
5 ec71 ??
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
7M Nota ?^
=j 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the
lans
r t
ri
t d
t
ti
b
i
p
p
o
o use as a we
e
en
on
as
n.
Qp,,,? L?yiS 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
A 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the

JA

/ entire drainage area is stabilized.
.
7. The supporting calculations.
c3M?
? 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
^
9. A copy of the deed restrictions (if required).
7M4 A? 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
Report soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
xuIP - Maintenance access,
- Permanent pool dime
, ? - Forebay and main
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not
This system (check one):
? does ® does not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 6 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 4 feet in the forebay, the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
0 Permanent Pool Elevation 591
Sediment Removal .587 9Sediment nen Pool
-------------- ume Sediment Removal Elevation 585 Volume
---
Bottom Elevatio 586 in.
Bottom Elevation 584 1-ft r
Storage Sedimei
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Walmart Store No 3036-00 Yanceyyille NC
BMP drainage area number:Drainage Area 1
Print
Title:
Address:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, Lr a Notary Public for the State of
County of h n , do hereby certify that
1 I t for personally appeared before me this ??-
day of LACJ)?Cb,1njI., and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal, fl?k??
SEAL
My commission expires CYL .15 • Q_C)) I
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Permit No.
(to be provided by DWQ)
?? OF W Q TF9
.....r- . h ?.
NCDENR T
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
1. PROJECT INFORMATION
Project name Walmart Store No. 3036-00, Yanceyville, NC
Contact person Justin M. Houston, P.E.
Phone number (704) 9547489
Date 11-Apr-11
Drainage area number Drainage Area 1
11. DESIGN INFORMATION
Site Characteristics
Drainage area 296,208 ftz
Impervious area, post-development 88,427 ft2
% impervious 29.85 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr stone peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
7,866 ft3 OK
11,434 ff3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
3.0 in
0.65 (unitless)
0.75 (unitless)
4.00 in/hr OK
1.52 ft3/sec
0.62 ft3lsec
-0.90 ft3lsec
592.00 fmsl
591.00 fmsl
591.50 fmsl
591.50 fmsl
590.50 fmsl
585.00 fmsl
584.00 fmsl
1.00 ft
Y (Y or N)
592.0 fmsl OK
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2
" Permit No.
(to be provided by DWQ)
11. DESIGN INFORMATION'
------ ---- - --- ---- ---
Surface Areas
Area, temporary pool 12,852 ftz
Area REQUIRED, permanent pool 5,006 ft
SAIDA ratio 1.69 (unitless)
Area PROVIDED, permanent pool, A,._,,d 8,451 ft1 OK
Area, bottom of 1Oft vegetated shelf, Abot shelf 6,827 ft'
Area, sediment cleanout, top elevation (bottom of pond), Ab«_por,d 1,539 ff
Volumes
Volume, temporary pool 11,434 ft3 OK
Volume, permanent pool, Va,--P d 25,515 ft3
Volume, forebay (sum of forebays if more than one forebay) 4,991 ft3
Forebay % of permanent pool volume 19.6% % OK
SAIDA Table Data
Design TSS removal 90 %
Coastal SAIDA Table Used? N (Y or N)
Mountain/Piedmont SAIDA Table Used? Y (Y or N)
SAIDA ratio 1.69 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) N (Y or N)
Volume, permanent pool, Vp,--Pd 25,515 ft'
Area provided, permanent pool, Af,.-pool 8,451 ft'
Average depth calculated ft Need 3 ft min.
Average depth used in SAIDA, d., (Round to nearest 0.5ft) ft
Calculation option 2 used? (See Figure 10-2b) Y (Y or N)
Area provided, permanent pool, Ap,-,,p,, 8,451 ft`
Area, bottom of 10ft vegetated shelf, Abut anan 6,827 ft'
Area, sediment cleanout, top elevation (bottom of pond), Abot p d 1,539 ftz
"Depth" (distance b/w bottom of 10ft shelf and top of sediment) 5.50 ft
Average depth calculated 3.89 ft OK
Average depth used in SAIDA, day, (Round to nearest 0.5ft) 4.0 ft OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 1.90 in
Area of orifice (if-non-circular) in2
Coefficient of discharge (CD) 0.60 (unitless)
Driving head (Ho) 1.00 It
Drawdown through weir? N (Y or N)
Weir type (unitless)
Coefficient of discharge (CW) (unitless)
Length of weir (L) It
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 1.52 ft3/sec
Post-development 1-yr, 24-hr peak flow 0.62 ft3/sec
Storage volume discharge rate (through discharge orifice or weir) 0.06 ft3/sec
Storage volume drawdown time 2.00 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio :1
Length to width ratio 1.5 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.0 ft OK
Vegetated filter provided? N (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies is: Gate Valve
Form SW401-Wet Detention Basin-Rev.8-9/17/09
Parts I. & II. Design Summary, Page 2 of 2
OFFICE USE ONLY
Date Received Fee Paid Permit Number(s)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 401/Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWATER MANAGEMENT APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
1. APPLICANT'S NAME (specify the name of the corporation, individual, etc. who owns the project):
Wal-Mart Real Estate Business Trust
2. OWNE
eeffiplianfiee): Sarah T. Crowson / Wilson Properties, Inc.
3. OWNER MAILING ADDRESS (for person listed in item 2 above): ?[2@99161
P.O. Box 1395 133 Mountain View Drive
Pilot Mountain, NC 27041 APR 2 5 201'
UENR - WATER QUALITY
WETLANDS
4. OWNER ADDITIONAL CONTACT INFORMATION:
Phone: [phone] Fax: Email:
5. PROJECT NAME (subdivision, facility, or establishment name - should be consistent with project name
on plans, specifications, letters, inspection and maintenance agreements, etc.):
Walmart Store No. 3036-00, Yanceyville, NC
6. PROJECT LOCATION:
Street Address: Highway 86
City: Yanceyville County: Caswell State: NC Zip Code: 27379
Latitude: N 36° 24'43.857" Longitude: W 79° 20'42.6172"
7. DIRECTIONS TO PROJECT SITE (from nearest major intersection):
Approximately a half mile southeast of the intersection of NC Highway 86 and County Home Road.
8. CONTACT PERSON (who can answer stormwater-related questions about the project):
Name: Austin L. Watts, P.E. Company: Kimley-Horn and Associates, Inc.
Phone: [phone] Fax: Email: [e-mail]
? p
= U
RANCH
1/2009 Version 1.1 Page 1 of 5
II. PERMIT INFORMATION
1. THE PROJECT IS (check one): ?X NEW ? A RENEWAL ? A MODIFICATION
2. OTHER JURISDICTIONS:
Which local government(s) has jurisdiction over the project (e.g. Town of Cary or Johnston County)?:
Town of Yanceyville
I STORMWATER MANAGEMENT PROGRAM
Check all of the state-approved stormwater management programs (implemented by either the State or
local government) that apply to your project:
? Phase II Post Construction ? Water Supply Watershed ? Neuse or Tar-Pamlico NSW
? Randleman WSWS ? USMP ? Coastal Counties ? HQW ? ORW
4. PERMIT HISTORY (renewal or modification requests must complete this item):
Existing DWQ Permit Number: Date Issued:
5. PROJECT TYPE (check one): ? Low Density* ?X High Density*
* Low Density projects shall be under 24% Impervious with only vegetated stormwater conveyances. A
curb and gutter or pipe system for stormwater conveyance shall result in reclassification of project as
High Density even if below 24%, except when pipes are used for road or driveway crossing purposes.
6. ADDITIONAL PROJECT REQUIREMENTS (check all that apply):
? CAMA Major ?X Sedimentation/Erosion Control ? NPDES Stormwater
?X 404/401 Permit ? Non-404 Jurisdictional Permit ? Other:
Note: Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748
III. PROJECT INFORMATION
1. STORMWATER TREATMENT METHODS (Describe briefly how stormwater will be treated):
Stormwater will be treated by a Wet Detention Basin designed to treat 90% of Total Suspended Solids.
Important Note: attach a detailed narrative (one to two pages) describing stormwater management for the
project.
2. RIVER BASIN/STREAM INFORMATION
a. Stormwater runoff from this project drains to which River Basin?: Roanoke
b. Nearest named stream: South Fork Rattlesnake Creek
c. Water quality classification of nearest named stream: C
1/2009 Version 1.1 Page 2 of 5
3. TOTAL PROJECT AREA: 1 5.32 (acres)
4. PROJECT BUILT UPON AREA: 1 30%
5. DRAINAGE AREAS (How many drainage areas does the project have?): 1
Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name South Fork Rattlesnake Creek
Receiving Stream Class C
Drainage Area 6.80
Existing Impervious* Area 0.47
Proposed Impervious*Area 2.03
% Impervious* Area (total) 30%
Impervious* Surface Area Determination (Breakdown)
Impervious* Surface Area Drainage Area I Drainage Area 2
On-site Buildings 0.34 acres
On-site Streets --
On-site Parking 1.15 Acres
On-site Sidewalks 0.01 Acres
Other on-site 0.06 Acres
Off-site 0.47 Acres
Total: 2.03 Acres Total:
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
6. EXPLAIN HOW THE OFF-SITE IMPERVIOUS AREA WAS DERIVED:
NCDOT's 2' contours were pulled for area outside of the survey boundary. Site visits have been taken to view the
surrounding area. Aerials were used to scale the existing makeup of the surrounding properties.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all subdivisions, outparcels and
future development draining to the proposed stormwater management devices prior to the sale of any lot. If
applicable, please complete and submit a copy of the deed restrictions and protective covenants along with
your application.
1/2009 Version 1.1 Page 3 of 5
V. SUPPLEMENT FORMS
1. The applicable stormwater management supplement form(s) listed below must be submitted for each
BMP specified for this project. The most current form(s) located on the 401/wetlands unit website at
http://h2o.enr.state.nc.us/su/bmp forms.htm must be used. Please include both the Design Summary and
the Required Items Checklist along with all required items and supporting design calculations.
(Check the supplement forms that will be required for your project):
? Bioretention Supplement
? Dry Detention Supplement
? Grassed Swale Supplement
? Infiltration Basin Supplement
? Infiltration Trench Supplement
? Level Spreader/Filter Strip/Restored Buffer
Supplement
? Sand Filter Supplement
? Stormwater Wetland Supplement
?X Wet Detention Supplement
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the DWQ Central Office.
1. Please indicate that you have provided the following required information by initialing in the space
provided next to each item.
Initials
• Original and two copies of the Express Review Stormwater Management Application JMH
• Signed and Notarized Inspection and Maintenance Agreement
• Three copies of the applicable Supplement Form(s) for each BMP
• Application processing fee (payable to DWQ)
• Detailed narrative description of stormwater treatment/management
• Three copies of plans and specifications, including:
?X Development/Project name
?X Engineer and firm
?X Legend
0 North arrow
0 Scale
0 Revision number & date
0 Mean high water line
0 Dimensioned property/project boundary
0 Location map with named streets or NCSR numbers
0 Original contours, proposed contours, spot elevations, finished floor elevations
JMH
JMH
JMH
JMH
JMH
0 Details of roads, drainage features, collection systems, and stormwater control measures
?X Wetlands and streams delineated, or a note on plans that none exist
X Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
0 Drainage areas delineated
0 Vegetated buffers (where required)
1/2009 Version 1.1 Page 4 of 5
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf. please comnlete this section -
N
1. DESIGNATED AGE4 (individual or firm): Kimley-Horn and Associates, Inc.
2. MAILING ADDRESS:
4651 Charlotte Park Drive, Suite 300
Charlotte, NC 28217
Phone: [phone] Fax: [phone]
VIII. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in General Information, item 2)
Steven L. Mitchaet , certify that the information included on this application form is, to
the best of my knowledge, correct and that the project will be constructed in conformance with the approved
plans, that the required deed restrictions and protective covenants (if applicable) will be recorded, and that the
proposed project complies w, tth the req 're ents of 15A NCAC 21-1.1000.
Signature: Date: H` _. / " Wff MW 1/2009 Version 1.1 Page 5 of 5

Additional Information on Section III - Basic Information
The Drainage Area discussed in this section totals 6.80 Acres. This is portion of the larger drainage area
that is detained by the proposed wet detention basin. The total drainage area to the outfall is 9.02 Acres,
however, a portion of this area is not detained as no impervious area is being added.
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NCDENR
Stormwater Management Calculations
Walmart
Store No. 3036-00
Yanceyville, NC
U@@@flw7RN
APR 2 5 2011
lwlslll
Prepared for:
Walmart Stores, Inc.
Sam Walton Development Complex
2001 SE 10th Street
Bentonville, Arkansas 72716-0550
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• © Kimley-Horn and Associates, Inc. 2011
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Walmart Store No. 3036-00
Yanceyville, NC
STORMWATER MANAGEMENT CALCULATIONS
Prepared for:
Walmart Stores, Inc.
2001 SE 10th Street
Bentonville, Arkansas 72716-0550
Prepared by:
KIMLEY-HORN AND ASSOCIATES, INC.
2000 South Boulevard, Suite 440
Charlotte, North Carolina 28203
April 2011
015476140
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TABLE OF CONTENTS
OVERVIEW
SITE MAPS
SITE LOCATION MAP FIGURE 1
FLOOD INSURANCE RATE MAP FIGURE 2
USGS QUADRANGLE MAP FIGURE 3
WATERSHED MAPS
PRE-DEVELOPMENT DRAINAGE MAP FIGURE 4
POST-DEVELOPMENT DRAINAGE MAP FIGURE 5
WATER QUALITY
WET POND CALCULATIONS
NCDENR WET DETENTION BASIN SUPPLEMENT FORM
WATER QUANTITY CALCULATONS
PRE & POST DEVELOPMENT SUMMARY
TIME OF CONCENTRATION CALCULATIONS
PRE VS. POST CURVE NUMBER CALCULATIONS
STORMWATER SCHEMATIC DIAGRAM
PRE- & POST DEVELOPMENT ROUTING INPUT
PRE- DEVELOPMENT ROUTING RESULTS:
(1-YEAR - 24-HOUR STORM EVENT)
POST-DEVELOPMENT ROUTING RESULTS:
(1-YEAR - 24-HOUR STORM EVENT)
RIP RAP APRON CALCULATIONS
OVERVIEW
OVERVIEW
Background
This report has been prepared to support the Site Plan Submittal for a proposed Walmart Store
No. 3036-00. The approximately 5.32-acre project site is located in Yanceyville, North Carolina
(see Figure 1).
The project consists of the following components:
• Construction of a 14,869 square foot Walmart Store, which includes the grading,
infrastructure, and roadway improvements, required to serve the proposed lot.
• A stormwater management system comprised of the creation of a wet detention pond.
Existing Conditions
The subject property is currently undeveloped and is a mix of heavily wooded areas and open
space. A stream flows through the middle of the site from west to east via a previously
permitted culvert. Surrounding properties consist of commercial businesses and residential
properties.
Flood Plain/Floodway
The proposed site does not contain areas within a 100-year floodplain boundary as determined
from FIRM Panel # 3710899600) dated September 28, 2007 (see Figure 2).
Site Topography
Based off survey provided by James Mauney and Associates, P.A., the existing topography of the
site ranges from approximately 630 feet at the western corner of the site to approximately 578
feet around the outfall on the east side of the site. The site grades allow the entire site to
grade to the eastern outfall.
Water Quality
Water quality treatment by means of permanent Best Management Practices (BMP's) will be
provided using a wet detention pond as treatment. The pond is designed to treat the first one
inch of runoff and will draw down over a period of two to five days. The wet detention basin
has been designed to provide a minimum 90% average annual removal of Total Suspended
Solids (TSS).
Water Quantity
The Town of Yanceyville does not have any stormwater detention requirements. However, the
proposed wet detention pond has been designed using ICPR to match pre-development and
post-development peak runoff rates for the 1-year 24-hour storm event.
Conclusion
The proposed Stormwater Management measures were designed using methods prescribed by
the aforementioned resources. Based on the analyses provided herein, the proposed systems
will be adequate to address the stormwater requirements of the North Carolina Department of
Environment and Natural Resources. Existing information is based on survey data provided by
James Mauney and Associates, P.A.
NCDENR Stormwater Management Calculations 1
• Walmort Store No. 3036-00
Vanceyville, North Carolina
SITE MAPS
SITE LOCATION MAP
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WALMART SITE LOCATION MAP
STORE NO. 3036-00
Kimsey-HomandAssociates,Inc. YANCEYVILLE, NC NOT TO SCALE
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERNCE, IS INTENDED ONLY FOR THE PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE
OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
FIGURE
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FLOOD INSURANCE RATE MAP
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76 Wal-Mart SiteClvil\_Secure\140 Yanceyville\02 - DWG\Work\Vic
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WALMART F.I.R.M. PANELS: FIGURE
STORE NO. 3036-00 3710899600 J 2
KimleyHom and Associates, inc. YANCEYVILLE, NC SCALE: 1"= 1600'
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE
OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES. INC. SHALI. BE WITHOUT LLASILrTY TO KIMLEY-HORN AND ASSOCIATES, INC.
USGS QUADRANGLE MAP
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to Clvll\ Secure\140 Yancevvllle\02 - DWG\Work\
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C M WALMART USGS QUADRANGLE FIGURE
STORE NO. 3036-00 YANCEYVILLE, NC (1997)
?cmley-HomandAssodates,Inc. YANCEYVILLE, NC SCALE: 1" = 2000' 3
THIS DOCUMLM, TOOEWEIX WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE
OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES. INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
WATERSHED MAPS
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PRE-DEVELOPMENT DRAINAGE MAP
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• POST-DEVELOPMENT DRAINAGE MAP
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WATER QUALITY
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WET POND CALCULATIONS

Kimley-Horn
and Associates, Inc.
WET DETENTION BASIN
Project Information
Project Name: Walmart #3036-00, Yanceyville
KHA Project #: 015476140
Designed by: JMH Date: 2/22/2011
Revised by: Date:
Revised by: Date:
Site Information
Sub Area Location: DA-1 Post
Drainage Area (DA) = 6.80 Acres
Impervious Area (IA) = 2.03 Acres
Percent Impervious (1) = 29.9 %
Required Surface Area
Permament Pool Depth: 4 ft
SA/DA = 1.69 (90% TSS Removal via Pond)
Min Req'd Surface Area = 5009.4 sf (at Permanent Pool)
Required Storage Volume:
Design Storm = 1 inch (Project Does Not Drain to SA waters)
Determine Rv Value = 0.05 +.009 (1) = 0.32 in/in
Storage Volume Required = 7866.2 cf (above Permanent Pool)
Elevations Area (s.f.)
Temporary Pool Elevation = 592.00 ft 12,852
Permanent Pool Elevation = 591.00 ft 8,451
Wet Basin Areas/Volumes
Area @ Top of Temporary Pool = 12852 sf (Elevation = 592.00 )
Area @ Top of Permanent Pool = 8451 sf (Elevation = 591.00 )
Volume of Temporary Storage = 11216 cf
Side Slopes of Pond = 3 : 1
Side Slopes of Maintenance Shelf = 6%
Side Slopes of Pond (below shelf) = 3 : 1
Is Permenant Pool Surface Area Sufficient (yes/no)? Yes ( 8451 > 5009) sf
Volume of Storage for 1.0" Storm = 11216 Yes ( 11216 > 7866) cf
u _ FI Kimley-Horn
and Associates, Inc.
WET DETENTION BASIN
Project Information
Site Information
Project Name: Walmart #3036-00, Yanceyville
KHA Project #: 015476140
Designed by: JMH Date: 2/22/2011
Revised by: Date:
Revised by: Date:
Sub Area Location:
Drainage Area (DA) =
Impervious Area (IA) =
Percent Impervious (1) =
Orifice Sizing
Q2 Days '=
Q5 Days -
Orifice Size =
Q Orifice -
Drawdown Time =
DA-1 Post
6.80 Acres
2.03 Acres
29.9 % (Drainage Area)
0.0649 cfs
0.0260 cfs
1.90 in
0.064 cfs
2.0 days
less than 5 days (yes/no) ? yes
greater than 2 days (yes/no) ? yes
Orifice Equation: Q=CAgV(2gh)
(Flowrate required for a 2 day drawdown)
(Flowrate required for a 5 day drawdown)
(Diameter)
Q2<Q< Q5
c = 0.6
A9= Area of Pipe
g = gravity = 32.2 ft/s2
h = orifice head = 1/3 (TPE-PPE-1/2D)
TPE = Temporary Pool Elevation
PPE = Permanent Pool Elevation
D = Diameter
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NCDENR WET DETENTION BASIN SUPPLEMENT FORM
Permit No.
(to be provided by DWQ)
A OF W AT?q
AT'* O? ?G
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
1. PROJECT INFORMATION _
Project name Walmart Store No. 3036-00, Yanceyville, INC
Contact person Justin M. Houston, P.E.
Phone number (704) 9547489
Date 11-Apr-11
Drainage area number Drainage Area 1
11. DESIGN INFORMATION
Site Characteristics
Drainage area 296,208 ftz
Impervious area, post-development 88,427 fe
% impervious 29.85 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
7,866 ft3 OK
11,434 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
3.0 in
0.65 (unitless)
0.75 (unitless)
4.00 in/hr OK
1.52 ft3/sec
0.62 ft3/sec
-0.90 ft3/sec
592.00 fmsl
591.00 fmsl
591.50 fmsl
591.50 fmsl
590.50 fmsl
585.00 fmsl
584.00 fmsl
1.00 ft
Y (Y or N)
592.0 fmsl OK
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & rl. Design Summary, Page 1 of 2
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Permit No
(to be provided by DWQ)
fl. DESIGN INFORMATION

Surface Areas _
Area, temporary pool 12,852 ft2
Area REQUIRED, permanent pool 5,006 ft
SA/DA ratio 1.69 (unitless)
Area PROVIDED, permanent pool, Ape-_pd 8,451 ft' OK
Area, bottom of 1 Oft vegetated shelf, Ab,? ,, 6,827 ft`
Area, sediment cleanout, top elevation (bottom of pond), Abotpond 1,539 ft'
Volumes
Volume, temporary pool 11,434 ft3 OK
Volume, permanent pool, Vv---. 25,515 ft3
Volume, forebay (sum of forebays if more than one forebay) 4,991 ft3
Forebay % of permanent pool volume 19.6% % OK
SA/DA Table Data
Design TSS removal 90 %
Coastal SA/DA Table Used? N (Y or N)
Mountain/Piedmont SA/DA Table Used? Y (Y or N)
SA/DA ratio 1.69 (unitless)
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b) N (Y or N)
Volume, permanent pool, VP--P0.1 25,515 ft'
Area provided, permanent pool, A,--P., 8,451 ft'
Average depth calculated ft Need 3 ft min.
Average depth used in SA/DA, d,,, (Round to nearest 0.5ft) ft
Calculation option 2 used? (See Figure 10-2b) Y (Y or N)
Area provided, permanent pool, Ap--P, 8,451 ft`
Area, bottom of 1 Oft vegetated shelf, Atot shy 6,827 ft'
Area, sediment cleanout, top elevation (bottom of pond), kt_p d 1,539 ff
"Depth" (distance blw bottom of 1 Oft shelf and top of sediment) 5.50 ft
Average depth calculated 3.89 ft OK
Average depth used in SA/DA, d,„ (Round to nearest 0.5ft) 4.0 ft OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 1.90 in
Area of orifice (if-non-circular) in2
Coefficient of discharge (CD) 0.60 (unitless)
Driving head (Ho) 1.00 ft
Drawdown through weir? N (Y or N)
Weir type (unitless)
Coefficient of discharge (C.) (unitless)
Length of weir (L) ft
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 1.52 ft3/sec
Post-development 1-yr, 24-hr peak flow 0.62 ft3/sec
Storage volume discharge rate (through discharge orifice or weir) 0.06 ft3/sec
Storage volume drawdown time 2.00 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 1
Length to width ratio 1.5 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.0 ft OK
Vegetated filter provided? N (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies is: Gate Valve
Form SW401-Wet Detention Basin-Rev.8-9/17/09
Parts I. & It. Design Summary, Page 2 of 2
WATER QUANTITY CALCULATIONS
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PRE & POST DEVELOPMENT SUMMARY
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PRE AND POST DEVELOPMENT INPUT
Basins =___-------- ---= ------------ ---- -------- --------------------- ------------------------
Name: POST-DETAINED Node: POST-DETAINED Status: Onsite
Group: BASE Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh323 Peaking Factor: 323.0
Rainfall File: Scsii-24 Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 5.00
Area(ac): 6.800 Time Shift(hrs): 0.00
Curve Number: 71.90 Max Allowable Q(cfs): 999999.000
DCIA(%): 0.00
------------------------------------
Name: POST-UNDETAINED ---------
Node: ---------------------
POST ----------------------------------
Status: Onsite
Group: BASE Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh323
Rainfall File: Scsii-24
Rainfall Amount(in): 0.000
Area(ac): 2.220
Curve Number: 61.10
DCIA(%): 0.00
Peaking Factor: 323.0
Storm Duration(hrs): 0.00
Time of Conc(min): 12.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
----------------------------------------------------------------------------------------------------
Name: PRE Node: PRE Status: Onsite
Group: BASE Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh323
Rainfall File: Scsii-24
Rainfall Amount(in): 0.000
Area(ac): 9.020
Curve Number: 61.60
DCIA(%): 0.00
Peaking Factor: 323.0
Storm Duration(hrs): 0.00
Time of Conc(min): 22.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
----------- ----------------------------------------------------------------------- --------
___= Nodes _____------------- ----------------------------------------------
---------------------------- --------------------------------------------------------------
Name: POST
Group: BASE
Type: Time/Stage
Time(hrs) Stage(ft)
---------------
0.00 585.000
999999.00 585.000
Base Flow(cfs): 0.000 Init Stage(ft): 585.000
Warn Stage(ft): 585.500
------------------------------------------------------------------------------------------
Name: POST-DETAINED Base Flow(cfs): 0.000 Init Stage(ft): 591.000
Group: BASE Warn Stage(ft): 593.000
Type: Stage/Area
Stage(ft) Area(ac)
591.000 0.1940
591.500 0.2704
592.000 0.2950
593.000 0.3251
------------------------------------------------------------------------------------------
Name: PRE Base Flow(cfs): 0.000 Init Stage(ft)! 579.000
Group: BASE Warn Stage(ft): 579.500
Type: Time/Stage
Time(hrs) Stage(ft)
--------------- ---------------
0.00 579.000
999999.00 579.000
------------- ----------------------------
Drop Structures ________________________________________°_°__________________________
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.
Page I of 4

PRE AND POST DEVELOPMENT INPUT
Name : CS-1 From Node: POST-DETAINED Length(ft): 90.00
Group : BASE To Node: POST Count: 1
UPSTREAM DOWNSTREAM Friction Equation: Automatic
Geometry : Circular Circular Solution Algorithm: Most Restrictive
Span(in) : 24.00 24.00 Flow: Both
Rise(in) : 24.00 24.00 Entrance Loss Coef: 0.500
Invert(ft) : 586.000 585.000 Exit Loss Coef: 1.000
Manning's N : 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do
Dot Clip(in): 0.000 0.000 Solution Incs: 10
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
*** Weir 1 of 2 for Drop Structure CS-1 ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Circular
Span(in): 1.90
Rise(in): 1.90
*** Weir 2 of 2 for Drop Structure CS-1 ***
Count: 1
Type: Horizontal
Flow: Both
Geometry: Rectangular
Span(in): 36.00
Rise(in): 36.00
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 590.250
Control Elev(ft): 591.000
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
TABLE
TABLE
Invert(ft): 592.250
Control Elev(ft): 592.250
Weirs
Name: SPILLWAY From Node: POST-DETAINED
Group: BASE To Node: POST
Flow: Both Count: 1
Type: Vertical: Mavis Geometry: Trapezoidal
Bottom Width(ft): 40.00
Left Side Slope(h/v): 3.00
Right Side Slope(h/v): 3.00
Invert(ft): 592.500
Control Elevation (ft): 592.500
Struct Opening Dim(ft): 9999.00
Bottom Clip(ft): 0.000
Top Clip(ft): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
TABLE
Hydrology Simulations ------
Name: 001
Filename: K:\CHL_LDEV\015476 Wal-Mart SiteCivil\_Secure\140 Yanceyville\03 - Calculations\Storm\ICPR\001.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 3.00
Time(hrs) Print Inc(min)
---- ---------------
30.000 5.00
------------------------- -------------------------------------------
Name: 002
Filename: K:\CHL_LDEV\015476 Wal-Mart SiteCivil\_Secure\140 Yanceyville\03 - Calculations\Storm\ICPR\002.R32
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.
Page 2 of 4
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PRE AND POST DEVELOPMENT INPUT
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 3.50
Time(hrs) Print Inc(min)
---------------
30.000 5.00
----------------------------------------------------------------------------------------------------
Name: 010
Filename: K:\CHL_LDEV\015476 Wal-Mart SiteCivil\_Secure\140 Yanceyville\03 - Calculations\Storm\ICPR\010.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 5.30
Time(hrs) Print Inc(min)
--------------- ---------------
30.000 5.00
----------------------------------------------------------------------------------------------------
Name: 100
Filename: K:\CHL LDEV\015476 Wal-Mart SiteCivil\ Secure\140 Yanceyville\03 - Calculations\Storm\ICPR\100.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 7.50
Time(hrs) Print Inc(min)
30.000 5.00
----------------------------------- =========----------------------------------------------------
Routing Simulations _____________
------------------------------------------------------------------
Name: 001 Hydrology Sim: 001
Filename: K:\CHL_LDEV\015476 Wal-Mart SiteCivil\_Secure\140 Yanceyville\03 - Calculations\Storm\ICPR\001.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.5000
Boundary Stages:
Time(hrs) Print Inc(min)
---------------
11.000 30.000
13.000 5.000
30.000 30.000
Group Run
--------------- -----
BASE Yes
Delta Z Factor: 0.00500
End Time(hrs): 30.00
Max Calc Time(sec): 60.0000
Boundary Flows:
-----------------------------------------------------
Name: 002 Hydrology Sim: 002
Filename: K:\CHL_LDEV\015476 Wal-Mart SiteCivil\_Secure\140 Yanceyville\03 - Calculations\Storm\ICPR\002.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.5000
Boundary Stages:
Time(hrs) Print Inc(min)
11.000 30.000
13.000 5.000
30.000 30.000
Group Run
Delta Z Factor: 0.00500
End Time(hrs): 30.00
Max Calc Time(sec): 60.0000
Boundary Flows:
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.
Page 3 of 4
PRE AND POST DEVELOPMENT INPUT
--------------- -----
BASE Yes
----------------------------------------------------------------------------------------------------
Name: 010 Hydrology Sim: 010
Filename: K:\CHL LDEV\015476 Wal-Mart SiteCivil\ Secure\140 Yanceyville\03 - Calculations\Storm\ICPR\010.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.5000
Boundary Stages:
Time(hrs) Print Inc(min)
--------------- ---------------
11.000 30.000
13.000 5.000
30.000 30.000
Group Run
--------------- -----
BASE Yes
Delta Z Factor: 0.00500
End Time(hrs): 30.00
Max Calc Time(sec): 60.0000
Boundary Flows:
---- ---- -' - --'
Name: 100 Hydrology Sim: 100
Filename: K:\CHL_LDEV\015476 Wal-Mart SiteCivil\_Secure\140 Yanceyville\03 - Calculations\Storm\ICPR\100.I32
Execute: No Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.5000
Boundary Stages:
Time(hrs) Print Inc(min)
--------------- ---------------
11.000 30.000
13.000 5.000
30.000 30.000
Group Run
--------------- -----
BASE Yes
Delta Z Factor: 0.00500
End Time(hrs): 30.00
Max Calc Time(sec): 60.0000
Boundary Flows:
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 4
PRE-DEVELOPMENT ROUTING RESULTS:
(1-YEAR - 24-HOUR STORM EVENT)
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POST-DEVELOPMENT ROUTING RESULTS:
(1-YEAR - 24-HOUR STORM EVENT)
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