SW4091202_HISTORICAL FILE_20110706

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
DOC DATE
YYYYMMDD

Homewood, Sue
From: Homewood, Sue
Sent: Wednesday, July 06, 2011 4:36 PM
To: 'Allen, Jonathan'
Subject: RE: DWQ Stormwater Permit SW4091202 Asheboro Sheetz
The attached certification will suffice for our permit file. Thank you.
Please be sure your client is aware that Condition II. 5. Of the permit requires an annual summary of maintenance and
inspection records to be submitted to DWQ. The first report will be due one year after your certification and should be
sent to our Winston-Salem Office. They should also have inspection records available at any time we request them.
Thanks for getting back to me so quickly. Have a good evening.
Sue Homewood
NC DENR Winston-Salem Regional Office
Division of Water Quality
585 Waughtown Street
Winston-Salem, NC 27107
Voice: [phone]
FAX: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
From: Allen, Jonathan [mailto:[e-mail]]
Sent: Wednesday, July 06, 2011 4:32 PM
To: Homewood, Sue
Subject: RE: DWQ Stormwater Permit SW4091202 Asheboro Sheetz
Sue,
Yes, I believe it was an oversight. I did perform the necessary observations during the construction of the project to be
able to certify the structure. I completed the attached letter at the request of the City of Asheboro prior to the
Certificate of Occupancy being issued. Does this letter suffice as the Designer's Certification, or does the Certification
that was a part of the Stormwater Permit need to be completed?
Thanks,
Jonathan
Jonathan A. Alien, PE, LEED AP 1 Land Development Project Manager 1 Jonathan.Allen cDarcadis-us.com
ARCADIS U.S., Inc. 1 801 Corporate Center Drive, Suite 300 1 Raleigh, NC 27607
T. 919.854.1282 1 F. 919.854.5448
vwvw.arcadis-us.com
Professional Affiliate/ ARCADIS G&M of North Carolina, Inc.
Professional Registration/ NC, SC, MD
ARCADIS, Imagine the result
Please consider the environment before printing this email.
From: Homewood, Sue[mailto:[e-mail]]
Sent: Wednesday, July 06, 2011 3:00 PM
To: Allen, Jonathan
Subject: DWQ Stormwater Permit SW4091202 Asheboro Sheetz

������������������i����������f����������a��l��� ������ili'�

Hello,
have recently reviewed the file for the referenced permit and you were the contact person during permitting review.
Our file does not have an engineer's certification as required by Condition 11.7 prior to occupancy of any impervious area,
yet the Sheetz site is operational. I am contacting you to determine if this was merely an oversight? If you are not the
correct contact person, would you please let me know who to contact. Thank you.
Sue Homewood
NC DENR Winston-Salem Regional Office
Division of water Quality
585 Waughtown Street
Winston-Salem, NC 27107
Voice: [phone]
FAX: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
NOTICE: This e-mail and any files transmitted with it are the property of ARCADIS U.S., Inc. and its affiliates. All rights,
including without limitation copyright, are reserved. The proprietary information contained in this e-mail message, and any
files transmitted with it, is intended for the use of the recipient(s) named above. If the reader of this e-mail is not the
intended recipient, you are hereby notified that you have received this e-mail in error and that any review, distribution or
copying of this e-mail or any files transmitted with it is strictly prohibited. If you have received this e-mail in error, please
notify the sender immediately and delete the original message and any files transmitted. The unauthorized use of this e-
mail or any files transmitted with it is prohibited and disclaimed by ARCADIS U.S., Inc. and its affiliates. Nothing herein is
intended to constitute the offering or performance of services where otherwise restricted by law.

allN,Ila �118��b z sJLJ
t.� �a+�� U L�,�af�l l�
s

ARC'A"D1S'
Infrastructure, environment; fad ities-
Mr.;John Evans
City of Asheboro
Building Inspections
146 North Church Street
Asheboro,'North Carolina 27204
Subject:
Asheboro BanklSheetz Site
US Highway 64 and Dublin Road
Dear Mr. Evans:
This letter is to certify that, to the best of my abilities,.the,con5truction of,the
underground sand filter for the Asheboro BanklSheetz site located along US_
Highway 64 at Dublin Road has been performed within substantial"compliance Arid
intent of the approved plans and specifications.
Sincerely, nu1+li,
CAR
ARCADIS 0
F 0�
4 BEAL
2
Jonathan A. Allen, PE �Z,ho ll� _:
Civil Engineer �'.,�i N�l'N�'��`z
Copies;
1111111
Adam McCurry — Colonial Development Company
Imagine the result.
ARCADIS
801 Corporate Center Drive
Sulte'300
Raleigh
;North Carolina 27607
TeI 919.854.1282
Fax [phone]
www.arcaals-".com
TRANSPORTATION
Date:
February 10, 2011
Contact:
J. Allen
Phone:
Ext. -278
Email:
Jonathan.Allen@
Arcadis-us.com
Our ref:,
N C409003.0000

0',ARCADIS
ARCADIS
Infrastructure, environment, buildings 801 Corporate Center Drive
Suite 300
i RECEIVED Raleigh
NCDENR 1 v.� Deot. D' FNR North Carolina 27607
I Tel [phone]
Division of Water Quality - Wetlands and Stormwater Branch MAY 1,9 2010 1 Fax 919,854.5448
Attn: Brian Lowther Winston•Satern i
1617 Mail Service Center Re9honat pfirrce www.arcadis-us.tom
Raleigh, NC 27699-1617 �---�__ 7
Land Resources
Subject:
SW Project No. SW4091202 N1A
Asheboro Bank/Sheetz
Randolph County DEAR - WA%0� Branch
Wetlands &
Date:
Dear Mr. Lowther, May 10, 2010
Enclosed is a set of plans for your records for the already approved Asheboro
Contact:
Bank/Sheetz project. These plans contain minor revisions to the site layout due to
Jonathan Allen
changes requested by NCDQT during the permit submittal process and by Sheetz
during their review process. These revisions do not change any of the design criteria
Phone:
as listed in Item 7 under Design Standards in the Permit Approval dated March 3,
Ext. 278
2010.
Email:
Jonathan.Allen
In addition, these changes do not affect the sizing, location or function of the
@arcadis-us.com
underground sand filter. The only revision made to the sand filter was the
incorporation of a 24" bypass pipe around the sand filter. This pipe was added to
Ourret:
avoid any damage that could be caused to the sand media during storms greater
NC409003.0000
than the 10-year storm event. Again, the function of the sand filter and the previous
stormwater calculations for the treatment of the 1" run-off remain unchanged.
Please let us know if you have any questions regarding these site changes.
Sincerely,
ARCADIS
C;A U _W� -
Jonathan A. Allen, PE
Land Development Project Manager
Copies:
File
Imagine the result

�Wa
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'9l � 1277�'' ,
NORl41 '� �
1 `\
r •� O
� w �
f
I f
L L 140-
LEGEND
SOIL BORING LOCATION
GRAPHIC SCALE MEAN SEASONAL HIGH WATER TABLE SOIL EVALUATION
1" = 60 SITE PLAN DESIGNED BY ARCADIS AND PROVIDED TO S&EC BY CLIENT.
s0' 0 so' SOIL BORING LOCATION WAS ESTABLISHED BY S&EC USING A CPS RECEIVER.
SEE S&EC REPORT FOR ADDITIONAL INFORMATION AND PROFILE DESCRIPTION.
• Sheets Service Station„
6,1 MA
Soil & Enviroamental Consultants, PA b Geoter.F r ologies. 5-,: W,.
11110 -n*Koa • Mnb6W-6C-k..Ml- uaaoo • r..:(-19) a RANDOLFN CO., NC P.A. 1 40 VA
Soil Boring Location Map i of

Soil & Environmental Consultants, _PA
11010 Raven Ridge Road Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
February 3, 2010
Job # 11378.51
Geotechnologies, Inc.
Attn: Dave Israel
3200 Wellington Court, Suite G
Raleigh, NC 27615
Re: Detailed soils evaluation for the proposed Sheetz Store storm water treatment device,
located at the intersection of U.S. Highway 64 and Dublin Road, Asheboro, Randolph
County, NC.
Dear Mr. Israel:
Soil & Environmental Consultants, PA (S&EC) performed a detailed soil boring within
.the vicinity of a potential storm water treatment device on the site mentioned above. The
purpose of this evaluation was -to provide additional information for the proper design of
a proposed underground sand filter, used as a BMP to treat the on -site storm water. As
indicated on the attached map, a soil morphological profile description was performed at
the specified location to a depth of 11 feet from ground surface. Depth to seasonal high
water table and permeability of each horizon were also estimated. The following is a
brief report of the methods utilized in this evaluation and the results obtained.
Soil/Site Evaluation Methodolo�v
The site evaluation was performed by advancing a hand auger boring to a depth of 1 l feet
within the proposed storm water device location (see attached site plan provided by
client). The proposed storm water BMP location was pre -determined by the client and
provided to S&EC. S&EC navigated to the location with a GPS receiver. Soil
morphological conditions were described at each location using standard techniques
outlined in the "Field Book for Describing and Sampling Soils" published by the Natural
Resources Conservation Service (MRCS, 2002). A detailed soil profile description from
the boring location is included in Attachment 1.
Soil/Site Conditions
This site is located in the Carolina Slate Belt geological area consisting of felsic and
mafic'metavolcanic parent materials. Field investigation revealed that the soils at the
specified boring location are most similar to the Georgeville soil series. Georgeville
series soils (Fine, kaolinitic, thermic Typic Kanhapults) arc classified as being well
drained with a non -expansive clay textured layer in the subsoil. At this boring, depth to
seasonal high water table was not observed within 11 feet from top of ground.
Charlotte Office: Greenkb=_ ce:
236 LePhillip Court, Suite C 3817-E Lawndale Drive
Concord, NC 28025 Greensboro, NC 27455
Phone; [phone] Phone: [phone]
Fax: [phone] Fax: [phone]

NRCS soil profile descriptions for the soil series encountered are included in Attachment
2. Please keep in mind that this soil description is NOT the description for this specific
site but rather the general pedon description provided by NRCS for that soil series. These
general descriptions are provided merely to provide additional information for this
general soil type.
Based on permeability information from the MRCS soil profile description data sheets,
Georgeville soils have a permeability rating of 0.6-2.0 inches/hour in the most restrictive
horizons (i.e. Bt and B/C horizons containing clay and silty clay loam textures). NRCS
data sheets do not include permeability estimates for C horizons in Georgeville soils, but
S&EC believes that the C horizon permeability is also within the range specified in the Bt
and B/C horizons. Please keep in mind that these are only projected permeability rates.
On -site hydraulic conductivity (Ksat) measurements in the different soil horizons would
be required to establish more accurate permeability rates. However, past experience has
shown that Ksat values tend to be related to NRCS soil permeability ratings.
Soil & Environmental Consultants, PA is pleased to be of service in this matter and we
look forward to assisting in the successful completion of the project. Please feel free to
call with any questions or comments.
Sincerely,
0.
2 I3110
Mark Allen
NC Licensed Soil Scientist 41277

Attachment 1. Soil Profile Descriptions
Project Name: Sheetz Store -Asheboro
Horizon 1 Depth
0-4 in
Horizon Designation
A
Matrix�Color°-
10 YR413
Texture
loam
Structure
granular
Moist Consistence
very friable
JS I, 6—edon}21D.epth
' % 4_8lin
CHor¢oniDesi nation
;I BM
Matrix-IC61o4=1
, W' I° ,715YR 6I8
Texture,
Stfucturel�
suban ula�tilock
M61§t,Consistenc6M
RkTw ;friable
Horizon 3,Depth
8-19
Horizon Designation
Bt2
Matrik'Color''
5 YR 5/8
Texture;r:;<,, :
clay
Structure
suban ular. blocky,
Moist; Consistence:..
firm
HorizonT4lDepthjN
19.351in
MH, rizon?Designatiofij
Bt3j .WNW
11AatrizIColor
°,'SirYRd518
MottleTColo
x;10JY; R�6/8
Teictui;e�
�,'wE ;cla°,
Structure
suban ularjblock
Moist ConsistenUeM
firm
Horizo.n5'Depth':...:
35-43 in
Horizon Deli nation
Bt4
Matrix.Color
10 YR 618 5YR 5/8
Texture :
day
Structure.:
suban ular block
Moist Consistence
firm
�F;Iorizon�61C>?epth�
�,;; � �::43"57,�in
Matrlgcaor�
' ,10"YFtF5/8,
r !,T:motue-TColor
U- 5YR'518!blacRllVlnx "
m _MoistIConsistence
f'
u::,',� .....: � !,,4, irm
Horizon 7 Depth
57-72 in
Horizon Designation
BIC
Matrix Color
10 YR 5/8
Mottle Color
5 YR 518 7.5 YR 6/8
Texture
silty day loam
Structure
sbk
Moist Consistence
FI
Norizon181De th
R� 72=1;1it ,
Horiz*ilt7i'signatioffl
..,Tmatrix'jbi6rMa
715.YRs618�10YR 7.16
Texture
&'' loairix °;
R"Structure
masslve:,,, ;
Moist;Consistence
3 " friable` ,,
Depth to seasonal
high water table
>11 feet
Soil Series I
reor eville

Official Series Description - GEORGEVILLE Series Page 1 of 4
LOCATION GEORGEVILLE SC+AL GA NC VA
Established Series
Rev.DJD;DTA
11 /2007
G�ORGEVILLE SEDATES
The Georgeville series consists of very deep, well drained, moderately permeable soils that formed in
material mostly weathered from fine-grained metavolcanic rocks of the Carolina Slate Belt. Slopes are 2
to 50 percent.
TAXONOMIC CLASS: Fine, kaolinitic, thermic Typic Kanhapludults
TYPICAL PEDON: Georgeville silt loam - forested. (Colors are for moist soil.)
Oe--1 to 0 inches; decayed leaves and live roots.
A--O to 4 inches; dark yellowish brown (1 OYR 4/4) silt loam; weak medium subangular blocky
structure; friable; many fine and common medium roots; strongly acid; abrupt smooth boundary. (2 to 9
inches thick)
E--4 to 6 inches; yellowish brown (1 OYR 5/4) silt loam; weak medium subangular blocky structure;
friable; many fine and medium roots; strongly acid; abrupt broken boundary. (0 to 5 inches thick)
Btl--6 to 10 inches; yellowish red (5YR 5/6) silt clay loam; weak fine subangular blocky structure;
friable; common fine and few medium roots; few distinct clay films on faces of peds; common fine
pores; strongly acid; clear smooth boundary.
Bt2--10 to 28 inches; red (2.5YR 4/8) clay; moderate fine subangular blocky structure; friable; few fine
and medium roots; common distinct clay films on faces of peds; common fine pores; strongly acid; clear
smooth boundary.
Bt3--28 to 41 inches; red (2.5YR 4/6) clay with few fine prominent strong brown (7.5YR 5/8) mottles;
moderate fine and medium subangular blocky structure; friable; common distinct clay films on faces of
peds; few fine pores; strongly acid; gradual smooth boundary.
Bt4--41 to 53 inches; red (2.5YR 4/6) silty clay loam with few fine prominent yellowish brown (1 OYR
5/6) and brownish yellow (1 OYR 6/8) mottles; moderate coarse subangular blocky structure; friable; few
fine roots; common distinct clay films on faces of peds; few fine pores; few fine flakes of mica; strongly
acid; gradual smooth boundary. (Combined thickness of the Bt horizon ranges from 24 to 48 inches or
more)
BC--53 to 63 inches; red (2.5YR 4/6) silty clay loam with common fine and medium prominent reddish
yellow (7.5YR 6/8) and few fine distinct dark yellowish brown (1 OYR 4/6) mottles; weak coarse and
very coarse subangular blocky structure; friable; few fine roots; few faint clay films on faces of peds;
few fine flakes of mica; strongly acid. (5 to 25 inches thick)
http://www2.ftw.nres.usda.gov/osd/dat/G/GEORGEVILLE.htmi 2/3/2010

Official Series Description - GEORGEVILLE Series Page 2 of
TYPE LOCATION: Lancaster County, South Carolina; 6 miles northeast of Lancaster, South Carolina;
1.3 miles east of junction of State Highway 28 and 82; 60 feet south of State Highway 28; and 235 feet
southeast of power pole no. COA31.
RANGE IN CHARACTERISTICS: Thickness of the clayey part of the Bt horizonn ranges from 24 to
48 inches. Depth to the bottom of the clayey Bt horizon exceeds 30 inches. Depth to a lithic contact is
more than 60 inches. The soil is very strongly acid to neutral in the A horizon and very strongly acid or
strongly acid throughout the rest of the profile. Content of rock fragments ranges 0 to 20 percent in the
A and E horizons, and 0 to 10 percent in the Bt, BC and C horizons. Few fine flakes of mica are in the
lower part of the solum of some pedons, and some pedons may have few fine manganese concretions in
the surface and upper subsoil horizons.
The A horizon has hue of 5YR to 2.5Y, value of 4 or 5 and chroma of 0 to 8. It is silt loam, loam, or
very fine sandy loam in the fine -earth fraction. Where eroded, the A horizon has hue of 2.5YR to 7.5YR,
value of 4 or 5, and chroma of 4 to 8. It is clay loam or silty clay loam.
The E horizon, where present, has hue of 5YR to 2.5Y, value of 4 or 5, and chroma of 3 to 8. It is silt
loam, loam, or very fine sandy loam in the fine -earth fraction.
The upper part of the Bt horizon has hue of 5YR, value of 4 or 5 and chroma of 6 to 8. The middle part
of the Bt horizon has hue of 1 OR or 2.5YR, value of 4 or 5 and chroma of 6 to 8. The lower part of the
Bt horizon has hue of I OR or 2.5YR, value of 4 or 5 and chroma of 6 to 8, commonly with mottles in
shades of red; yellow, or brown. The Bt horizon is clay loam, silty clay loam, silty clay or clay. The
particle -size control section averages more than 30 percent silt or more than 40 percent silt plus very
fine sand, or less than 15 percent sand coarser than very fine sand..
The BC horizon has hue of 1 OR to 5YR, value of 4 to 6, and chroma of 6 to 8, commonly with mottles in
shades of yellow or brown. It is silt loam, loam, silty clay loam, or clay loam.
The C horizon has hue of I OR to 1 OYR, value of 4 to 6, and chroma of 3 to 8, commonly with mottles in
shades of brown, yellow, white, gray, or red. In some pedons, the C horizon is coarsely mottled in
shades of red, brown, yellow or gray. The C horizon is silt loam, loam, very fine sandy loam, fine sandy
loam, sandy loam, or silty clay loam saprolite of fine-grained metavolcanic rock.
COMPETING SERIES: These are the ApplinQ, Aragon, Cataula, Cecil, Chestatee, Darley, Herndon,
Hulett, Kolomaki, Mahan, Nanford, Nectar, Neeses, Pacolet, Spots Imo, Tarrus, and Wedowee series.
Appling, Cecil, Hulett, Pacolet, and Wedowee soils have less than 30 percent silt in the control section.
Aragon soils have Bt horizons that are mottled in the upper part. Aragon and Nectar soils formed in
weathered limestone, sandstone, shale, or siltstone. Chestatce soils have more than 15 percent by volume
of coarse fragments throughout. Darley soils contain layers of fractured ironstone in the B horizon.
Herndon soils have Bt horizons with hue of 5YR or yeliower. Nanford and Tarrus soils have a depth to
weathered bedrock of 40 to 60 inches. Spotsylvania soils have a lithologic discontinuity. Mahan soils
formed in coastal plain sediments and have coarse fragments of ironstone.
GEOGRAPHIC SETTING: Georgeville soils are on gently sloping to moderately steep Piedmont
uplands. Slopes are generally 6 to 15 percent but range from 2 to 50 percent. The soil formed in
residuum weathered from fine-grained metavolcanic rocks. Mean annual precipitation ranges from 37 to
60 inches, mean annual temperature ranges from 59 to 66 degrees F, and the frost -free season ranges
from 190 to 240 days.
http://www2.ftw.nrcs.usda.gov/osd/dat/G/GEORGEVILLE.html 2/3/2010

Official Series Description - GEORGEVILLE Series
Page 3 of 4
GEOGRAPHICALLY ASSOCIATED SOILS: In addition to the competing Herndon, Nanford, and
Tarrus series, these are the Alamance, Badin, Goldston, Gundy, Kirksey, Nason, Tatum, and Uwharrie
series. Alamance and Kirksey soils are fine -silty. Goldston soils are loamy -skeletal. Badin, Gundy,
Nason, Tatum, and Uwharrie soils have mixed mineralogy.
DRAINAGE AND PERMEABILITY: Well drained; medium runoff; moderate permeability.
USE AND VEGETATION: Cleared areas are used for cotton, small grains, tobacco, corn, hay, and
pasture. Forested areas are in mixed hardwood and pines.
DISTRIBUTION AND EXTENT: Piedmont of Alabama, Georgia, North Carolina, South Carolina,
and Virginia. The series is extensive.
MLRA OFFICE RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: Cabarrus County, North Carolina, 010.
REMARKS: Diagnostic horizons and features recognized in this pedon are:
Ochric epipedon - the zone from the surface of the soil to 6 inches (A and E horizons)
Argillic horizon - the zone from 6 to 53 inches (Btl, Bt2,130, and 13t4 horizons)
MLRA = 136
SIR = SCO014, SCO124 (ROCKY)
ADDITIONAL DATA:
TABULAR SERIES DATA:
SOI-5
Soil
Name Slope Airtemp FrFr/Seas Precip Elevation
SCO014
GEORGEVILLE 2-50 59-66
190-225
37-60
300-1100
SCO124
GEORGEVILLE 2-50 59-66
190-225
37-60
300-1100
SOI-5
F1oodL FloodH Watertable
Kind Months Bedrock
Hardness
SCO014
NONE
6.0-6.0
-
60-60
SCO124
NONE
6.0-6.0
-
60-60
SOI-5
Depth
Texture
3-Inch
No-10
Clayk
-CEC-
SC0014
0- 6
L VFSL SIL
0- 2
80-100
5-27
8-16
SCO014
0- 6
SICL CL
0- 2
90-100
27-35
8-16
SCO014
0- 6
FSL SL
0- 2
80-100
5-20
4-10
SCO014
6-10
SICL CL
0- 1
90-100
27-35
6-10
SCO014
10-53
C SIC SICL
0- 1
95-100
35-65
9-15
SCO014
53-63
SICL L SIL
0- 5
90-100
15-40
7-15
SCO124
0-6
GR-L GR--SIL GR-VFSL
0-70
55- 75
5-27
8-16
SCO124
0-6
SY--SIL SY-L SY-VFSL
0- 5
70- 80
5.27
8--16
SCO124
0-6
GR-FSL GR-SL
0-10
55- 75
5-20
4-10
SCO124
6-0
SICL CL
0- 1
90-100
27-35
6-10
SCO124
10-53
C SIC SICL
0- 1
95-100
35-65
9-15
SCO124
53-63
SICL, L SIL
0- 5
90-100
15-40
7-15
SOI-5
Depth
-pH- O.M.
Salin
Permeab
Shnk-Swll
SCO014
0- 6
4.5- 7.3 .5-2.
0- 0
0.6- 2.0
LOW
http://w-ww2.ftw.nres.usda.gov/osd/dat/G/GEORGEVILLE.btml 2/3/2010

Official Series Description- GEORGEVILLE Series
Page 4 of 4
SCO014
0- 6
4.5-
7.3
0.-.5
0-
0
0.6-
2.0
LOW
SCO014
0- 6
4.5-
6.0
.5-2.
-
0.6-
2.0
LOW
SCO014
6-10
4.5-
5.5
0.-.5
0-
0
0.6-
2.0
LOW
SCO014
10-53
4.5-
5.5
0.-.5
0-
0
0.6-
2.0
LOW
SCO014
53-63
4.5-
5.5
0.-.5
0-
0
0.6-
2.0
LOW
SCO124
0- 6
4.5-
7.3
.5-2.
0-
0
0.6-
2.0
LOW
SCO124
0- 6
4.5-
7.3
.5-2.
0-
0
0.6-
2.0
LOW
SCO124
0- 6
4.5-
7.3
.5-2.
-
0.6-
2.0
LOW
SCO124
6-10
4.5-
5.5�
0.-.5
0-
0
0.6-
2.0
LOW
SCO124
10-53
4.5-
5.5
0.-.5
0-
0
0.6-
2.0
LOW
SCO124
53-63
4.5-
5.5
0.-.5
0-
0
0.6-
2.0
LOW
National Cooperative Soil Survey
U.S.A.
http://www2.ftw.nres.usda.gov/osd/dat/G/GEORCiEVI LLE.html 2/3/2010

1Ala
N{C®ENR
North Carolina Department of Environment and Natural Resourc(
Beverly Eaves Perdue
Governor
Mr. Frank Edmondson
Franson, LLC
PO Box 1028
Asheboro, NC 27204
Division of Water Quality
Coleen H. Sullins
Director
May 17, 2010
Subject: Approved Plan Revision
Stormwater Permit No. SW4091202
High Density Commercial Sand Filter Project
Randolph County
Dear Mr. Edmonson:
LOfC
RECEIVED
N.C. Deot. of ENR
MAY 1, 9 2010
i Winston-Salem
?s Regional Office
Dee Freeman
Secretary
On May 12, 2010, the Stormwater Permitting Unit received a plan revision for Stormwater
Management Permit Number SW4091202. The revision incorporated a 24' bypass ►pipe around
the san filter. It has been determined that a formal permit modification is not required for the
proposed changes. We are forwarding you an approved copy of the revised plans for your files.
Please replace the old approved plan sheet(s) with the new one(s).
Please be aware that all terms and conditions of the permit issued on March 3, 2010, remain in
full force and effect. Please also understand that the approval of this revision to the approved
plans for the subject State Stormwater Permit is done on a case -by -case basis. Any other
changes to this project must be approved through this Office prior to construction. The issuance
of this plan revision does not preclude the permittee from complying with all other applicable
statutes, rules, regulations or ordinances which may have jurisdiction over the proposed activity,
and obtaining a permit or approval prior to construction.
If you have any questions, or need additional information concerning this matter, please contact
me at [phone]- or [e-mail].
Sincerely,
x-nZ
Brian C. Lowther
Stormwater Permitting Unit
cc: Central Files
SW5090701 File — Winston Salem Regional Office
ec: Mr. Jonathan Allen, PE, Arcadis
Wetlands and Stormwater Branch
1617 Mail Service Center, Raleigh, North Carclina 27699-1617
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604
Pr orte: 919-807-63001 FAX: [phone] Customer Service: 1-877-623-6748
Internet: www.ncwaterquality.org
An Equal Opportunity l Affirmative Action Employer
NorthCarolina
Naturally

0,.-ARCADIS
ARCADIS
Infrastructure, environment, buildings
801 Corporate Center Drive
Suite 300
Raleigh
North Carolina 27607
NCDEN R
Tel [phone]
Division of Water Quality
Fax [phone]
Wetlands and Stormwater Branch
www.arcadis-us.com
Attn: Brian Lowther
1617 Mail Service Center
Raleigh, NC 27699-1617 Land Resources
Subject:
SW Project No. SW4091202
Asheboro Bank/Sheetz Date:
Randolph County February 24, 2010
Dear Mr. Lowther, Contact:
John Prorock
The following are responses to the review comments for the above referenced Phone:
Stormwater Submittal: Ext, 278
Email:
John. Prorock
1. if a concrete bottom is used, then the separation can be reduced to a @arcadis-us.com
minimum of 1 foot. Response: A mean seasonal high water table soil
evaluation was done at the location of the sand filter and the SHWT was our rec
not detected at depths of 11 feet. The evaluation and site map are NC409003.0000
attached.
2. The width of the sand filter chamber is listed as 49' feet on plan sheet C-12.
On the supplement form the width is listed as 5 ft. Please revise the plan
sheet and supplement form to match. Response: For our sand filter
design, we are using 5' diameter HDPE as our sediment chamber and
an underground concrete structure as our sand filter chamber. The
plan sheet C-12 lists dimensions for the sand filter chamber only, which
is 49' wide. The 5' on the supplement sheet for "width of the
sedimentation chamberlforebay (Wsed)" is referring to the 5' diameter
pipe that is acting as the sediment chamber.
Imagine the result

a
ARCADIS
Please contact me if there are any further questions at 919,854,1282. 1 look forward
to hearing from you.
Sincerely,
ARCADIS
John Prorock, E.I.
Land Development Designer- Civil
Copies:
File
NCDENR
February 24, 2010
Page:
212

Lowther, Brian
From:
Allen, Jonathan [[e-mail]]
Sent:
Tuesday, January 19, 2010 11:36 AM
To:
Lowther, Brian
Cc:
Prorock, John
Subject:
RE: Asheboro Bank/ Sheetz SW Permit Add Info
Brian,
Per our discussion, please allow us an extension for the Asheboro Bank/Sheetz site in Randolph County (SW4091202)
until February 26, 2010. This extension is necessary to allow the Geotechnical Engineer to remobilize to the site to
obtain additional soil information to determine the Seasonal Nigh Water Table.
Please let me know if you have any questions or need any additional information.
Thanks,
Jonathan
Jonathan A. Allen, PE, LEED AP I Land Development Project Manager I Jonathan.Allengarcadis-_us.com
ARCADIS U.S., Inc. 1801 Corporate Center Drive, Suite 300 1 Raleigh, NC 27607
T. 919,854,1282 1 F. 919.854,5448
www.areadis-us.com
Professional Affiliate/ ARCADIS G&M of North Carolina, Inc .
Professional Registration/ NC, SC, MD
ARCADIS, Imagine the result
Please consider the environment before printing this email.
From: Lowther, Brian[mailto:[e-mail]]
Sent: Wednesday, December 30, 2009 4:40 PM
To: Allen, Jonathan
Subject: Asheboro Bank/ Sheetz SW Permit Add Info
Jonathan,
The additional information letter is attached. Please let me know if you have any questions.
Brian
Brian C. Lowther
Environmental Engineer
NCDENR I DWQ � Stormwater Permitting Unit
1617 Mail Service Center, Raleigh, NC 27699-1617
512 N. Salisbury St, Raleigh, NC 27604
Phone: [phone]

10
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(acft)
Inflow
hyd(s)
Maximum
elevation
{ft)
Maximum
storage
(acft)
Hydrograph
description
2
SCS Runoff
12.74
2
716
0.634
—
------
Drainage Area to Pond A
3
Reservoir
12.36
2
718
0.633
2
577.66
0.123
D Area to Bio A
C9046.gpw
Return Period: 100 Year
Thursday, Dec 10 2009, 8:34 AM
Hydraflow Hydrographs by Intelisolve

Email: brian.lowther(a7ncdenr. oovv
W ebsite: littp.//h2o.enr.state.nc.us/sti/storimwater. htm I
E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
NOTICE: This e-mail and any files transmitted with it are the property of ARCADIS U.S., Inc. and its affiliates. All rights,
including without limitation copyright, are reserved. The proprietary information contained in this e-mail message, and any
files transmitted with it, is intended for the use of the recipient(s) named above. If the reader of this e-mail is not the
intended recipient, you are hereby notified that you have received this e-mail in error and that any review, distribution or
copying of this e-mail or any files transmitted with it is strictly prohibited. If you have received this e-mail in error, please
notify the sender immediately and delete the original message and any files transmitted. The unauthorized use of this e-
mail or any files transmitted with it is prohibited and disclaimed by ARCADIS U.S., Inc. and its affiliates. Nothing herein is
intended to constitute the offering or performance of services where otherwise restricted by law.

11 r
Hydrograph Plot
HydraFlow Hydrographs by Intelisolve
Hyd. No. 2
Drainage Area to Pond A
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 1.320 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 7.69 in
Storm duration
= 24 hrs
Drainage Area to Pond A
Thursday, Dec 10 2009, 8:34 AM
Peak discharge
= 12.74 cfs
Time interval
= 2 min
Curve number
= 87
Hydraulic length
= Oft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 0.634 acft .
Q (cfs) Hyd. No. 2 - 100 Yr Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)

A
j sipp
NCDE SIR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue
Governor
Mr. Jonathan Allen
Areadis
801 Corporate Center Drive
Raleigh, NC 27607
Dear Mr. Allen:
Coleen H. Sullins
Director
December 30, 2009
Dee Freeman
Secretary
RECEIVED
N-C, DODL of ENR
JAN 0 5 2010
,vmston •saIam
Regional office
Subject: Request for Additional Information
Storrwater Project No. SW4091202
Asheboro Bank/ Sheetz
Randolph County
The Division of Water Quality Central Office received a Stormwater Management Permit Application for the
subject project on December 11, 2009. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
1. If a concrete bottom is used, then the separation can be reduced to a minimum of I foot.
2. The width of the sand filter chamber is listed as 49' feet on plan sheet C-12. On the supplement form the
width is listed as 5 ft. Please revise the plan sheet and supplement form to match.
Please note that this request for additional information is in response to a preliminary review. The requested
information should be received by this Office prior to January 30, 2010, or the application will be returned as
incomplete. The return of a project will necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time extension to the
Division at the address and fax number at the bottom of this letter. The request must indicate the date by which you
expect to submit the required information. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
Please reference the State assigned project dumber on all correspondence. if you have any questions concerning
this matter please feel free to call me at [phone].
Sincerely,
Brian Lowther
lanvironmcntal hnginecr
ec: Winston Salem Regional Office
DWQ Central Files
Wetlands and Stormwater Branch
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604
Phone: [phone] FAX: 91 M07-6494 1 Customer Service: 1-877.623-6748
InlerneL www.newaterquality.org
An Equal Qpportunir ', Affirmalive Action Employer
NorthCaroliwt
Nahmally

�A.+
HCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue
Governor
Mr, Jonathan Allen
A.readis
801 Corporate Center Drive
Raleigh, NC 27607
Dear Mr. Alien:
Coleen H. Sullins
Director
December 30, 2009
Subject: Request for Additional Information
Stormwater Project No. SW4091202
Asheboro Bank/ Sheetz
Randolph County
Dee Freeman
Secretary
The Division of Water Quality Central Office received a Stormwater Management Permit Application for the
subject project on December 11, 2009, A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review.
1. If a concrete bottom is used, then the separation can be reduced to a minimum of i foot.' 5-N 1—.
2. The width of the sand filter chamber is listed as 49' feet on plan sheet C-12. On the supplement form the
width is listed as 5 ft. Please revise the plan sheet and supplement form to match.
Please note that this request for additional information is in response to a preliminary review, The requested
information should be received by this Office prior to January 30, 2010, or the application will be returned as
incomplete. The return of a project will necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time extension to the
Division at the address and fax number at the bottom of this letter. The request must indicate the date by which you
expect to submit the required information. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
Please reference the State assigned project number on all correspondence. if you have any questions concerning
this matter please feel free to call me at [phone].
Sincerely,
Brian Lowther
Environmental Engineer
cc: Winston Salem Regional Office
DWQ Central Filcs
Wetlands and Slormwaler Branch
1617 Mail Service Center, Raleigh, North Carolina 27699.1617
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748
Internet: www.ncwaterguality.org
An Equal Opportunity 1 Affirmalive Aclion Employer
One
North Ca1•olina
Naturally

North Carolina Secretary of State
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http://www.secretary.state.nc.us/corporations/Corp.aspx?PltemId=8099707 10/28/2009

0, ARCADIS
infrastructure, environment, facilities
Imagine the result
RECEIVED
N.0 Dom^' -
DEC o l 2009
Vvo--awn•aai3rr,
Regional Office
Sheetz/Bank Site
Asheboro, North Carolina
Stormwater Management Report and Narrative
December 2009

ARCADIS
Sheetz/Bank Site
Asheboro, North Carolina
Stormwater Management Report
and Narrative
Prepared for.
Franson, LLC
2423 Tot Hill Farm Rd.
Asheboro,
NC 27205
Tel [phone]
Prepared by;
ARCADIS G&M of North Carolina, Inc
801 Corporate Center Drive
Suite 300
Raleigh
North Carolina 27607
Tel [phone]
Fax [phone]
Our Ref.:
NC409003
Date:
December 2009
This document is intended only for the use
of the individual or entity for which it was
prepared and may contain information that
is privileged, confidential and exempt from
disclosure under applicable law. Any
dissemination, distribution or copying of
this document is strictly prohibited.

Sheetz/Bank Site
Stormwater Management
1. Project Narrative
1.1 Site Description
1.2 Proposed Development
1.3 Storm Drainage
1.4 Stormwater Management
1.5 Water Quaility Calculations
2. Storm Drainage Calculations
2.1 Project Limits and Pre/Post Drainage Areas
2.2 Hydraflow Calculations of Stormwater System
3. Stormwater Management Routing Calculations
3.1 Pre vs. Post 1-year Flow Results (Hydraflow Hydrographs)
3.2 Sediment Chamber/Sand Filter Routing Calculations (Hydraflow
Hydrographs)
3.3 Pre vs. Post 1-year Flow Results Comparison Summary
3.4 Sand Filter Design Summary
3.5 Sediment Basin Design Summary
3.6 Bypass Weir Control and 18" RCP Outlet Control Calculations
4. Appendices
4.1 USGS Map
4.2 TR-55 1-Year 24 Hour Runoff Depth and Asheboro Precipitation Data
4.3 SWM Form 441- Sand Filter Supplement

Sheetz/Bank Site
Stormwater Management
1. Protect Narrative
1.1 Site Description:
The proposed development is a 4.52 acre site located at the northwest comer of the
intersection between U.S. Highway 64 and Dublin Road in Asheboro, N.C. The project site
is currently vacant with about 213 of the site covered in woods and 113 of the site covered in
grass. The site also contains a house and piece of road that are to be demolished. The
majority of the site drains into swales or sheet flows to drainage systems located along U.S.
Highway 64 and Dublin Road. The land use in the vicinity of the site is residential with the
area to the west of the site being commercial. The project lies within the Cape Pear River
Basin.
1.2 Proposed Development:
The proposed project is the construction of a commercial bank and a Sheetz gas station.
Proposed development will include buildings, underground gas tanks, sidewalks, parking,
associated utilities, and an underground sediment chamber and sand filter for stormwater
management. There is approximately 8,475 sf of building and 92,500 sf of parking proposed for
this site.
1.3 Storm Drainage:
The proposed parking will be constructed with concrete curb & gutter and sloped edge of
pavement to direct stormwater runoff to catch basins where it will enter a proposed reinforced
concrete pipe system that will convey the drainage into the underground sediment chamber
and sand filter. This stormwater pipe system was designed in Hydraflow Storm Sewers and
calculations for this system are attached in this report. As shown on the attached exhibits, an
area of 3.07 acres drains to this stormwater pipe system and to the underground sediment
basin and sand filter. A total area of 1.45 acres that is located on the project site will drain off
site through swales where it will infiltrate and enter existing stormwater management systems
located along U.S. Highway 64 and Dublin Rd. This area is almost entirely pervious and is
draining off site to keep high sediment loads from entering the sand filter and causing it to fail.
Proposed drainage areas to existing inlets will not exceed the existing drainage areas to these
inlets to ensure that no existing stormwater system will overflow due to proposed conditions.

Sheetz/Bank Site
Stormwater Management
be no increase in impervious area from pre -development conditions to post -development in
areas draining to existing systems except for the proposed impervious area that will be treated
by the sand filter. All pipes are designed for the 10-year storm event using the OF curve for
Asheboro, NC.
1.4 Stormwater Management:
A Stormwater Management (SWM) underground sand filter is proposed as part of this
development. This sand filter has been designed to capture and treat the runoff volume
generated from the 161 inch of rainfall in a design storm. This volume is referred to as the water
quality volume and has been calculated using the Simple Method. The sand filter will be
capable of 85% TSS removal and will also aid in reducing the proposed peak flow. Chapter 11
of the NCDENR Stormwater BMP Manual has been used to design the sand filter and sediment
basin. A bypass weir structure has been designed to control the bypass flow such that the
discharge rate from the post -developed 1-year 24 hour storm is less than the discharge rate
from the pre -developed 1-year 24 hour storm. Pre and Post Development Runoff conditions for
the site were evaluated with Hydraflow Hydrographs within the project limit areas as shown on
the attached plans and figures. Hydraflow Hydrographs results are included in this report as
well as a summary of the pre -developed vs. post -developed flow conditions for the 1 year 24
hour storm.

I - - �> wq V C, ti
WQv USING THE SIMPLE METHOD
Watershed Data:
Drainage area = 3.07; 1., ac,
% Impervious = 78.5 1% 2.41 ac imp.
WQv Calculation:
Rv = 0.05 + 0.9*1a note: la = Percent Impervious
Rv = 407565
V = 3630*RD*Rv*A note: A = Drainage area
RD RD = Design Rainfall Depth (1")
WQV =

ARCADIS
2. Storm Drainage
Calculations
2.1 Project Limits and Pre/Post
Drainage Areas

ARCADIS
2. Storm Drainage
Calculations
2.2 — »ydraflow Calculations of
Stormwater System

Hytlrafiow Sloan Sewers Extension v6.O66

Page 1
Storm
Sewer Summary
Report
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
size
shape
length
EL Dn
EL Up
slope
down
up
loss
Junct
line
Type
(cis)
(in)
(ft)
(ft)
(ft)
{%)
(ft)
(ft)
(ft)
(ft)
No.
1
2.56
15
Cir
103.691
808.96
810.00
1.003
810.21
810.64
Na
et0.98 i
End
Combination
2
9.70
24
Cir
30.254
800.86
801.16
0.992
802.86
802.88
0.17
803.04
End
Manhole
3
9.70
24
Cir
68.010
801.16
801.84
1.000
803.16
803.14
n/a
803.30 i
2
Manhole
4
(2)
9.70
24
Cir
31.217
801.84
802.15
0.993
803.84
803.86
0.27
804.13
3
Combination
5
6.79
15
Cir
120.912
802.90
804.43
1.265
804.15
805.47
n/a
806.51 i
4
Combination
6
5.65
15
Cir
62.431
805.43
806.15
1.153
806.68
807.10
n/a
807.91 i
5
Combination
7
0.65
15
Cir
93.524
807.25
808.59
1.433
i 808.50
808.91
n/a
809.02 i
6
Combination
8
0.36
15
Cir
100.679
808.59
809.60
1.003
809.84
809.89
0.04
809.93
7
Combination
9
0.89
15
Cir
69.127
803.01
803.50
0.709
804.28
804.28
0.02
804.30
4
Combination
CSS-STRM-08
Number of
lines: 9
Run Date:
11-30-2009
NOTES. Return period = 10 Yrs. ; i - Inlet control.
HydraBOw Storm Sewers 6den5i0n v6.066

Storm Sewer Tabulation
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel
coeff (I) flow full
LineFLIn
Incr Total lncr Total Inlet Syst
(ft) (ac) (ac) (C) {min) (min) (infhr) (cis) (cfs) (ftfs)
1
End
103.691
0.43
0.43
0.82
0.35
0.35
5.0
5.0
7.3
2.56
7.01
3.07
2
End
30.254
0.00
1.63
0.82
0.00
1.34
5.0
14.8
5.1
9.70
24.40
3.24
3
2
68.010
0.00
1.63
0.82
0.00
1.34
0.0
14.4
5.1
9.70
24.50
3.78
4
3
31.217
0.34
1.63
0.82
0.28
1.34
5.0
14.3
5.2
9,70
24.42
3.24
5
4
120.912
0.19
1.14
0.82
0,16
0.93
5.0
13.9
5.2
6.79
7.87
5.87
6
5
62.431
0.84
0.95
0.82
0.69
0.78
5.0
13.7
5.2
5.65
7.51
5.12
7
6
93.524
0.05
0.11
0.82
0.04
0.09
5.0
10.8
5.8
0.65
8.37
1.56
8
7
100.67
0.06
0.06
0.82
0.05
0.05
5.0
5.0
7.3
0.36
7.01
0.96
9
4
69.127
0.15
0.15
0.82
0.12
0.12
5.0
5.0
7.3
0.89
5.89
0.92
CSS-STRM-08
Pipe
Invert Elev
HGL Elev
Grnd I Rim Elev
Size
Slope
Dn
Up
Dn
Up
Dn
Up
(in)
(%)
(ft)
M
(tt)
(tt)
(ft)
(ft)
15
1.00
808.96
810.00
810,21
810.64
812.50
813,00
24
0,99
800.86
801.16
802.86
802.88
811.30
811.40
24
1.00
801.16
801.84
803.16
803.14
811.40
810.80
24
0.99
801.84
802,15
803.84
803.86
810.80
810,30
15
1,27
802.90
804.43
804.15
805.47
810.30
811.50
15
1.15
805.43
806.15
806.68
807.10
811.50
810.50
15
1,43
807.25
808.59
808.50
808.91
810.50
812.50
15
1.00
808.59
809.60
809.84
809,89
812.50
812.60
15
0,71
803.01
803.50
804.28
804.28
810.30
806.00
I.
Number
of lines: 9
Run Date:
11-30-;
NOTES: Intensity = 71.971 (Inlet time + 12.40) ^ 0.80; Return period = 10 Yrs. ; Total flows limited to inlet captured flows. ', c = cir e = ellip b = box
Page 1
Line ID
(2)
1009
Hydraffow Storm Sewers Extension v6.060

Page 1
ARCADIS
Line
Inlet
Gnd/Rlm
DnStm
Junct
Line
Line
Invert
Invert
No.
ID
E1 Up
Ln No
Type
Size
Length
Up
Dn
(ft)
(in)
(ft)
(ft)
(ft)
1
813.00
Outfall
Comb.
15
103.691
810.00
808.96
2
811.40
Outfall
MH
24
30.254
801.16
800.86
3.
810.80
2
MH
24
68.010
801.84
801.16
4
810.30
3
Comb.
24
31.217
802.15
801.84
5
811.50
4
Comb.
15
120.912
804.43
802.90
6
810.50
5
Comb.
15
62.431
806.15
805.43
7
812.50
6
Comb.
15
93.524
808.59
807.25
8
812.60
7
Comb.
15
100.679
809.60
808.59
9
806.00
4
Comb.
i5
69.127
803.50
803.01
CSS-STR
M-08
N umber of lines: 9 Date: 11-30-2009
NOTES:
i Intet
control;
" Critical
depth ;
System
flows limited
to inlet captured
flows.
Hydraflow Storm Sewers Extension

m_
o
p
m
10
m CD
V
N
V
N
V
N
4
O
O
00
O
CD
�--
OI
utfall
In
G)Ln
�o
Ln: 2
MEN
ut
Inv. El. 801.16 In
o
Ln: 3
Rim El. 810-8Q.
ut
Inv. El. 801.84 In
ONE
o
Ln; 4
Rim El. 810.30
Inv. El. 802,15 ut
Inv. El, 802.90 n
N
O
O
N
Ln: 5
cn
Rim El. 811 .50
CD
Inv. El. 804.43 ut
n
n
0
Ln: 6
Rim El. 810,50
Inv. El, 806.15 ut
Inv. El. 807.25 n
0
A
O
o
Ln: 7
Rim El. 812.50
Inv. El. 808.59 ut
Inv. El. 808.59 n
A
O
Cn
o
Ln: 8
ut
cn
to
0
V
co
N
00
co
w
N
�!
N
O
O
p
O
O
p
9
�1

Storm Sewer Profile
Proj. file: Sheetz-Hydraflow.stm
Elev. (fi)
819.00
v
rn
G
619.00
815.00
815.00
811.00
811,00
807.00
807.00
is
803.00
799.00
803.00
0
25
HGL
— 799.00
50 75 100 125 150 175 200 225 250
Reach (ft)
M��I�ww
Hydraflow Storm Sewers extension

Storm Sewer Profile
Proj, file: Sheetz-Hydraflow.stm
= o c
Elev. (ft)
817,00
815.00
813,00
811.00
809.00
807,00
0 25
HGL
O
ow
0
N C
0 ap
a
o w
c 5 CO
Ur C
0
ob0
iD
ww
E 5
C
69 i L1
15" 1 °
50 75
817.00
815.00
B11M
B09.00
807.00
100 125 150 175 200 225 250
Beach (ft)
Hydrafiow Storm Sewers Extension

ARCADIS
3. Stormwater Management
Calculations
3.1 — Pre vs. Post 1-year Flow
Results (Hydraflow Hydrographs)

Hydrograph Return Period HydraFoffldrographsExtension for AutoCAD® Civil 3D®2009byAutodesk,Inc. v6.066
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
i
Rational
------
5.136
6.108
-------
-------
7.845
-------
-------
9.484
SF DA Existing
2
Rational
------
3.484
4.137
-------
-------
5.224
-------
-------
6.313
Existing Offsite DA
3
Rational
------
4.179
4.964
-------
-------
6.292
-------
-------
7.593
Proposed Offsite DA
Proj. file: Existing Flow.gpw
Tuesday, Dec 1, 2009

Hydrograph Summary Report
ydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
peak
volume
hyd(s)
elevation
strge used
description
(origin)
(cfs)
(min)
(min)
(cult)
(ft)
(cuft)
1
Rational
5.136
1
8
2,465
------
------
SF DA Existing
2
Rational
3.484
1
3
627
------
------
------
Existing Offsite DA
3
Rational
4,179
1
4
1,003
------
------
------
Proposed Offsite DA
Existing
Flow.gpw
Return Period:
1 Year
Tuesday, Dec
1, 2009

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
SF DA Existing
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 3.070 ac
Intensity
= 4.182 inlhr
OF Curve
= Asheboro-IDF.IDF
Q (cfs)
n „r%
SF DA Existing
Hyd. No. 1 -- 1 Year
3
Tuesday, Dec 1, 2009
Peak discharge = 5.136 cfs
Time to peak
= 8 min
Hyd. volume
= 2,465 cuft
Runoff coeff.
= 0.4
Tc by TR55
= 8.00 min
Asc/Rec limb fact
= 1/1
Q (cfs)
s.ao
5.00
4.00
3.00
2.00
1.00
0 00
~vv 0 2 4 6 8 10 12 14 16
- Hyd No. 1 Time (min)

4
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
SF DA Existing
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.080
0.011
0.011
Flow length (ft)
= 229.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 9.20
0.00
0.00
Travel Time (min)
= 5.89 +
0.00 +
0.00 -
5.89
Shallow Concentrated Flow
Flow length (ft)
= 354.00
0.00
0.00
Watercourse slope (°1°)
= 2.80
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 2.70
0.00
0.00
Travel Time (min)
= 2.19 +
0.00 +
0.00 =
2.19
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00
0.00
Total Travel Time, Tc.............................................................................. 8.00 min

Hydrograph Report s
Hydraf low Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Existing Offsite DA
Hydrograph type =
Rational
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
1.450 ac
Intensity =
5.339 in/hr
OF Curve =
Asheboro-IDF.IDF
0 (cfs)
4.00
3.00
Mill
1.00
01190
Existing Offsite DA
Hyd. No. 2 -- 1 Year
Tuesday, Dec 1, 2009
Peak discharge
= 3.484 cfs
Time to peak
= 3 min
Hyd. volume
= 627 cuft
Runoff coeff.
= 0.45
Tc by TR55
= 3.00 min
Asc/Rec limb fact
= 1 /1
Q (Cfs)
4.00
3.00
rxfil�
1.00
Waylifif
0 1 2 3 4 5 6
---- Hyd No. 2 Time (min)

a
TR55 Tc Worksheet
Mydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk. Inc. v6.066
Hyd. No. 2
Existing Off site DA
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.011
0.011
0.011
Flow length (ft)
= 0.0
0.0
0.0
Two-year 24-hr precip. (in)
= 0.00
0.00
0.00
Land slope (%)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Shallow Concentrated Flow
Flow length (ft)
= 463.00
0.00
0.00
Watercourse slope (%)
= 3.02
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 2.80
0.00
0.00
Travel Time (min)
= 2.75 +
0.00 +
0.00
2.75
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.026
0.015
0.015
Velocity (ft/s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
3.00 min

7
Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Proposed Offsite DA
Hydrograph type =
Rational
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
1.450 ac
Intensity =
5.056 in/hr
OF Curve =
Asheboro-IDF.IDF
0 (cfs)
5.00
4.00
3.00
2.00
1.00
Proposed Offsite DA
Hyd. No. 3 -- 1 Year
Tuesday, Dec 1, 2009
Peak discharge
= 4.179 cfs
Time to peak
= 4 min
Hyd. volume
= 1,003 cuft
Runoff coeff.
= 0.57
Tc by TR55
= 4.00 min
Asc/Rec limb fact
= 1/1
0 (cfs)
5.00
4.00
3.00
2.00
1.00
0 1 2 3 4 5 6 7 8
Hyd No. 3 Time (min)

8
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Proposed Offsite DA
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.240
0.011
0.011
Flow length (ft)
= 15.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.60
0.00
0.00
Land slope (%)
= 10.00
0.00
0.00
Travel Time (min)
= 1.55 +
0.00
+ 0.00 =
1.55
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope (%}
= 0.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00
+ 0.00
= 0.00
Channel Flow
X sectional flow area (sgft)
= 5.00
1.77
0.00
Wetted perimeter (ft)
= 20.20
4.71
0.00
Channel slope (%)
= 5.60
4.76
0.00
Manning's n-value
= 0.030
0.013
0.015
Velocity (ft/s)
= 4.61
12.98
0.00
Flow length (ft)
= 536.0
48.0
0.0
Travel Time (min)
= 1.94 +
0.06
+ 0.00
= 2.00
Total Travel Time, Tc.............................................................................. 4.00 min

Hydraflow Rainfall Report
9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Dec 1, 2009
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(WA)
1
63.1989
12.9000
0.8933
--------
2
68.5801
12.5000
0.8687
--------
3
0.0000
0.0000
0.0000
--------
5
0.0000
0,0000
0.0000
--------
10
71.9699
12.4000
0.8031
--------
25
61.4591
11.0000
0.7384
--------
50
55.9961
10.2000
0.6980
--------
100
49.8885
9.2000 -
0.6557
--------
File name: Asheboro-IDF.IDF
Intensity = B 1(Tc + D)"E
Return
Period
Intensity Values (inthr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
4.80
3.85
3.23
2.79
2.46
2.20
1.99
1.82
1.68
1.56
1.46
1.37
2
5.71
4.59
3.85
3.33
2,94
2.64
2.40
2.20
2.03
1.89
1.77
1.66
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
10
7.26
5.93
5.04
4.41
3.93
3.55
3.25
2.99
2.78
2.60
2.45
2.31
25
7.93
6.49
5.54
4.87
4,36
3.96
3.64
3.37
3.15
2.95
2.79
2.64
50
8.38
6.87
5.89
5.19
4.66
4.25
3.92
3.64
3.41
3.21
3.03
2.88
100
8.76
7.19
6.17
5.46
4.92
4.50
4.16
3.88
3.64
3.43
3.26
3.10
Tc = time in minutes. Values may exceed 60.
Preci . file name: Asheboro- Preci p. pc
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
2.88
3.60
0.00
0,00
5.04
0.00
0.00
7.44
SCS 6-Hr
2.10
2.52
0.00
0.00
3.60
0.00
0.00
5.22
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0,00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0,00
0.00
0.00
0,00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

ARCADIS
3. Stormwater Management
Calculations
3.2 — Sediment Chamber/Sand Filter
Routing Calculations (Hydraflow
Hydrographs)

Hydraf low Table of Contents
Proposed Sed Basin.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2009 by Autodesk, Inc. v6,066 Tuesday, Dec 1, 2009
Watershed Model Schematic............................................................................... 1
Hydrograph Return Period Recap....................................................................... 2
1 - Year
SummaryReport................................................................................................................... 3
HydrographReports............................................................................................................. 4
Hydrograph No. 1, SCS Runoff, Sand Filter DA................................................................. 4
Hydrograph No. 2, Reservoir, Sed. Basin/Sand Filt........................................................... 5
Pond Report - Sediment Chamber................................................................................. 6
OFReport............................................................................................................. 8

Watershed Model SchematiRdraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk, Inc. v6.066

Hydrograph Return Period Hydrafl-ow"rographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Inflow
Hyd(s)
Peak Outflow (cfs)
Hydrograph
description
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
2
SCS Runoff
Reservoir
------
1
8,057
4.181
10.51
9.823
1.734
0.229
.......
.......
15.38
15.38
-------
-------
-------
-------
-------
.......
Sand Filter DA
Sed. Basin/Sand Filt.
Proj. file: Proposed Sed Basin.gpw
Monday, Nov 30, 2009

Hydrograph Summary ReP9fl flow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
8.057
2
722
23,246
------
------
------
Sand Filter DA
2
Reservoir
4.181
2
732
22,127
1
805.69
10,243
Sed. Basin/Sand Fill,
Proposed
Sed Basin.gpw
Return Period:
1 Year
Monday, Nov
30, 2009

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodes%, Inc. v6.066
Monday, Nov 30, 2009
Hyd. No. 1
Sand Filter DA
Hydrograph type
= SCS Runoff
Peak discharge
= 8.057 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 23,246 cuft
Drainage area
= 3.070 ac
Curve number
= 93"
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 14.80 min $
Total precip.
= 2.88 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(2.410 x 98) + (0.660 x 74)] / 3,070
Q (Cfs)
10.00
M
. 0O
4.00
2.00
Sand Filter DA
Hyd. No. 1 -- 1 Year
Q (cfs)
10.00
e
ME
4.00
2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
X Tr- r,+j4tcN F,eoA ff yDR,4Few sraR� FwE,es FAA JN5 r,'y EN7"gAfMG
SED. BASIN

Hydrograph Report
5
Hydraflow Hydrographs Extension for AutoCAD® C+vil 3D® 2009 by Autodesk, Inc, v6.066
Hyd. No. 2
Sed. Basin/Sand Filt.
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 1 - Sand Filter DA
Reservoir name = Sediment Chamber
Storage Indication method used.
Sed. Basin/Sand Filt.
Monday, Nov 30, 2009
Peak discharge = 4.181 cfs
Time to peak
= 12.20 hrs
Hyd. volume
= 22,127 cuft
Max. Elevation
= 805.69 ft
Max. Storage
= 10,243 cult
Q (cfs) Hyd. No. 2 -- 1 Year Q (cts)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
a
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 2 w--� Hyd No. 1 1HHI I Hl CIT1 Total storage used = 10,243 cutt

Pond Report s
Hydraflow Hydrographs Extension for AutoCADO Civil 3M 2009 by Autodesk, Inc. v6.066 Monday, Nov 30, 2009
Pond No. i - Sediment Chamber
Pond Data
Pond storage is based on user -defined values.
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)�
0,00
800.08
n/a
0
0
0,42
800.50
n/a
16
16
0.92
801,00
n/a
287
303
1.42
801.50
n/a
486
789
1.67
801.75
n/a
319
1,108
2.67
802.75
n/a
2,607
3,715
3.67
803.75
n/a
2,271
5,986
f 'AM ppyc, N-��
4.67
804.75
n/a
2,090
8,076
� pVAjrs
Foie
R4.c
6rvRRGg5
5.67
805.75
n1a
2.301
10,377
Ofv
O [ Ex
90F
of
R'4W-$
6.67
806.75
n/a
1,093
11,470
_,..
Culvert 1 Orifice Structures
Weir Structures
ti?ur�T
CflR/�8�
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
4.00
0.00
0.00
Crest Len (ft)
= 2.00
8.00
0,00
0,00
Span (in)
= 18,00
4,00
0.00
0.00
Crest El. (ft)
= 804.75
805.50
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.00
3.00
3.33
3.33
Invert El. (ft)
= 800.08
801.75
0.00
0,00
Weir Type
= Miser
Ciplti
---
---
Length (ft)
= 36,00
0.00
0,00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 1,00
0.00
0,00
nla
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Wet area)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice condillons
lid) and submergence (s),
Stage / Storage
/ Discharge
Table
Stage Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D
Exfii
User
Total
ft cuft
ft
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cis
cfs
cfs
0.00
0 800.08
0.00
0.00
••.
0.00
0.00
0,000
0.04
2 800.12
0.00
0.00
---
---
0.00
0.00
---
0.000
0.08
3 800.16
0,00
0.00
---
0.00
0.00
---
---
•--
0.000
0.13
5 800.21
0.00
0.00
---
---
0.00
0.00
---
0.000
0.17
6 800.25
0.00
0.00
---
---
0.00
0.00
0.000
0,21
8 800.29
0.00
0.00
---
---
0.00
0.00
---
---
---
0.000
0.25
10 800.33
0,00
0.00
---
---
0.00
0.00
---
---
---
0.000
0.29
11 800.37
0.00
0.00
---
---
0.00
0.00
---
---
---
0.000
0,34
13 800.42
0.00
0.00
---
---
0.00
0.00
---
---
---
---
0.000
0,38
14 800.46
0,00
0.00
---
0.00
0.00
---
---
---
-•-
0.000
0.42
16 800.50
0.00
0,00
---
.--
0.00
0.00
---
---
---
---
0.000
0.47
45 800.55
0.00
0.00
••.
---
0.00
0.00
---
---
---
0.000
0.52
73 800.60
0.00
0,00
---
0.00
0.00
0.000
0.57
102 800.65
0.00
0.00
---
---
0.00
0,00
---
0.000
0.62
131 800.70
0.00
0,00
---
0.00
0.00
---
---
---
---
0.000
0.67
160 800.75
0.00
0.00
-•-
---
0.00
0.00
0.000
0.72
188 800.80
0.00
0.00
---
---
0,00
0.00
---
---
---
0.000
0,77
217 800.85
0.00
0.00
---
---
0.00
0.00
---
---
---
•--
0,000
0.82
246 800.90
0.00
0.00
---
---
0.00
0.00
---
---
---
---
0.000
0.87
274 800.95
0.00
0.00
---
0.00
0.00
---
---
---
0.000
0,92
303 801.00
0.00
0.00
---
---
0.00
0,00
---
---
---
---
0.000
0.97
352 801.05
0.00
0.00
---
---
0.00
0.00
---
---
---
---
0.000
1.02
400 801.10
0.00
0.00
---
0.00
0.00
---
0.000
1.07
449 801.15
0.00
0.00
---
---
0.00
0.00
---
---
---
0,000
1,12
497 801.20
0,00
0.00
---
0.00
0.00
---
---
---
0.000
1,17
546 801,25
0.00
0.00
--•
0.00
0.00
---
---
---
0.000
1.22
595 801.30
0.00
0.00
---
0.00
0.00
---
---
---
0,000
1,27
643 801,35
0,00
0.00
---
0.00
0.00
---
---
---
0,000
1.32
692 801,40
0.00
0.00
---
0.00
0.00
---
0.000
1.37
740 801.45
0.00
0.00
•--
---
0.00
0.00
---
---
•--
0.000
1.42
789 801.50
0.00
0.00
---
0.00
0.00
---
0.000
1.44
821 801.53
0.00
0.00
-•-
0,00
0,00
0.000
-jk 7oTRL SroRftG rs g4sR,0 Opp
Ar Gl d&N P_txt11 t7-wN-s
Continues on next page...
SED. BfiKIN SRn�D Fl4T�R jRMW uzlA srgv4�

7
Sediment
Chamber
Stage 1
Storage 1
Discharge
Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C PrfRsr
Wr A
Wr B
Wr C Wr D Exfil User
Total
ft
cuft
ft
cfs
cfs
cfs cfs
cfs
cis
cfs cfs cfs cis
cfs
1.47
853
801.55
0.00
0.00
---
0.00
0.00
--- --- --- ---
0.000
1.49
885
801.58
0.00
0.00
0.00
0.00
--- --- --- ---
0.000
1.52
917
801.60
0.00
0.00
---
0.00
0.00
---
0,000
1.54
949
801.63
0.00
0.00
--- ---
0.00
0.00
--- --- --- --.
0.000
1.57
980
801.65
0.00
0.00
---
0.00
0.00
--- --- --- ---
0.000
1.59
1,012
801.68
0.00
0.00
--- ---
0.00
0.00
--- --- --- ---
0.000
1.62
1,044
801.70
0.00
0.00
---
0.00
0.00
--- --- --- ---
0.000
1.64
1,076
801.73
0.00
0.00
--- ---
0.00
0.00
--- --- --- ---
0.000
1.67
1,108
801.75
0,00
0.00
0.00
0.00
--- --- --- ---
0.000
1.77
1,369
801.85
0.02 is
0.02 is
--- •--
0.00
0.00
--- --- --- ---
0.024
1.87
1,629
801.95
0.09 is
0.08 is
--- ---
0.00
0.00
--- -•• --- ---
0.083
1.97
1,890
802.05
0.16 is
0.15 is
---
0.00
0.00
-•- ---
0.154
2.07
2,151
802.15
0.20 is
0.20 is
--- ---
0.00
0.00
--- --- --- ---
0,203
2.17
2,412
802.25
0.25 is
0.24 is
---
0.00
0.00
--- --- ---
0.243
2.27
2,672
802.35
0.29 is
0.28 is
---
0.00
0.00
--- --- ---
0.277
2.37
2.933
802.45
0.31 is
0,31 is
0.00
0,00
--- --- ---
0.307
2.47
3,194
802.55
0.33 is
0.33 is
--- ---
0,00
0.00
--- --- -•-
0.334
2.57
3,454
802.65
0.36 is
0.36 is
--- ---
0.00
0.00
--- --- ---
0,360
2.67
3,715
802.75
0.38 is
0.38 is
---
0.00
0,00
--- --- ---
0.384
2.77
3,942
802.85
0.41 is
0.41 is
---
0.00
0.00
--- --- --- ---
0,406
2.87
4,169
802.95
0.43 is
0.43 is
---
0.00
0.00
--- --- --- ---
0.427
2.97
4,396
803.05
0.46 is
0.45 is
---
0.00
0.00
--- --- --- ---
0.447
3.07
4,623
803.15
0.47 is
0.47 is
0.00
0.00
--- --- --- ---
0.467
3,17
4,851
803.25
0.49 is
0.49 is
--- ---
0,00
0.00
--- --- ---
0.485
3.27
5,078
803.35
0.52 is
0.50 is
---
0.00
0.00
--- --- ---
0.503
3.37
5,305
803.45
0.52 is
0.52 is
---
0.00
0.00
--- --- --- ---
0,520
3.47
5,532
803.55
0.55 is
0.54 is
•-- ---
0.00
0.00
--- -•- --- --•
0.537
3.57
5,759
803.65
0.55 is
0.55 is
---
0.00
0.00
--- --- ---
0.553
3.67
5,986
803.75
0.58 is
0.57 is
0.00
0.00
--- --- ---
0.569
3.77
6,195
803.85
0.58 is
0.58 is
0.00
0.00
--- --- ---
0.584
3.87
6,404
803.95
0.62 is
0.60 is
--- ---
0.00
0.00
--- ---
0.599
3.97
6,613
804.05
0.62 is
0.61 is
---
0.00
0.00
--- ---
0.614
4.07
6,822
804.15
0.65 is
0.63 is
---
0.00
0.00
--- --- ---
0.628
4.17
7,031
804.25
0.65 is
0.64 is
--- ---
0.00
0.00
--- ---
0.642
4.27
7,240
804.35
0.66 is
0.66 is
--- -•-
0.00
0,00
--- --- --- ---
0,655
4.37
7,449
804.45
0.69 is
0.67 is
---
0.00
0.00
--- --- --- ---
0.669
4.47
7,658
804.55
0.69 is
0.68 is
--- ---
0.00
0.00
--- --- --- ---
0,682
4.57
7.867
804.65
0.69 is
0.69 is
--• ---
0.00
0.00
--. --- --- ••.
0.695
4.67
8,076
804.75
0.72 is
0.71 is
--- ---
0.00
0.00
--- --- --- ---
0,707
4.77
8,306
804.85
0.93 is
0.72 is
---
0.19
0.00
--- ---
0.909
4.87
8,536
804.95
1.27 is
0.73 is
---
0.54
0.00
--- --- --- ---
1.268
4.97
8,766
805.05
1.48 is
0.74 is
--- -•-
0.74 is
0.00
--- ---
1,480
5.07
8,996
805.15
1.61 is
0.76 is
---
0.85 is
0.00
---
1.605
5.17
9,226
805.25
1.72 is
0.77 is
--- ---
0.95 is
0.00
--- --- ---
1.717
5.27
9,457
805.35
1.84 is
0.78 is
--- ---
1.04 is
0.00
--- --- ---
1.820
5.37
9,687
805.45
1.91 is
0.79 is
---
1.12 is
0.00
•--
1,914
5.47
9,917
805.55
2.30 is
0.80 is
---
1.20 is
0.27
--- --- ---
2.270
5.57
10,147
805.65
3.49 is
0.81 is
--- ---
1.28 is
1.39
--- --- ---
3.478
5.67
10,377
805.75
5.20 oc
0,82 is
---
1.34 is
3,00
--- --- --- ---
5,167
5.77
10,486
805.85
7.21 oc
0.83 is
---
1.41 is
4.97
--- --- --- ---
7212
5.87
10,596
805.95
9.53 oc
0.81 is
---
1.47 is
7.24
--- --- --- --•
9,531
5.97
10,705
806.05
12.07 is
0.75 is
--- ---
1.53 is
9.79
--- ---
12.07
6.07
10,814
806.15
14.80 is
0.64 is
---
1.59 is
12.57
--- --- --- ---
44.80
6.17
10,924
806.25
19.25 is
0.23 is
--- ---
6.78 s
12.24 s
---
1925
6.27
11,033
806.35
19.58 is
0.20 is
--- -•-
6.57 s
12.81 s
--- --- •--
19.68
6.37
11,142
806.45
19.85 is
0,18 is
---
6.40 s
13.27 s
--- --- --- ---
19.85
6.47
11,251
806,55
20.10 is
0.16 is
---
6.27 s
13.67 s
--- --- --- ---
20.09
6.57
11,361
806.65
20.32 is
0.14 is
6.16 s
14.02 s
--- --- ---
20.32
6.67
11.470
806.75
20.54 is
0.13 is
6.07 s
14.33 s
--- --- ---
20.53
...End

Pond Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Monday. Nov 30, 2009
Pond No. 1 - Sediment Chamber
Pond Data
Pond storage is based on user -defined values.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 800.08 n/a
0
0
0,42 800.50 1
16
16
0.92 801.00 n/a
287
303
1.42 801.50 n/a
486
789
1.67 801.75 1
319
1,108
2.67 802.75 n/a
2,607
3,715
3.67 803.75 nla
2,271
5,986
4.67 804,75 n/a
2,090
8,076
5.67 805.75 n/a
2,301
10,377
6.67 806.75 n/a
1,093
11,470
Culvert / Orifice Structures Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
Rise (in)
= 18.00
4.00
0.00
0.00
Crest Len (ft)
= 2.00
8.00
0.00
Span (in)
= 18.00
4.00
0.00
0.00
Crest El. (ft)
= 804.75
805,50
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.00
3.00
3.33
Invert El. (ft)
= 800.08
801.75
0.00
0,00
Weir Type
= Riser
Ciplti
---
Length (ft)
= 36.00
0,00
0.00
0.00
Multi -Stage
= Yes
Yes
No
Slope (%)
= 1.00
0.00
0.00
1
N-Value
= .013
.013
.013
n/a
Orifice CoeH.
= 0,60
0.60
0.60
0.60 Exfil.(in/hr) = 0.000 (by Wet area)
Multi -Stage
= i
Yes
No
No TW Elev. (ft) = 0.00
Stage (ft)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00 1
0 1,000
Storage
[D]
0,00
0,00
3.33
No
Note: CulverVOrilice outflows are analyzed under iniet (ic) and outlet (oc) control. Weir risers checked far orifice conditions (ic) and submergence (s).
Stage 1 Storage
2,000 3,000 4,000 5,000 6,000 7.000 8,000
Elev (ft)
807.08
806.08
805.08
804.08
803.08
802,08
801.08
800.06
9,000 10,000 11.000 12,000
Storage (cufi)

Pond No. 1 - Sediment Chamber
Hydraflow Hydrographs Extension for AUtoCADQ Civil 3D® 2009 by Autodesk. Inc. v6.066
Top of pond +!TtP DP !;,#AI O
EIev.806.75
- 7.00
6.00
W irA Elev.804.75
8.00 ft Cipoletti weir (�' Ya c/ljo 4.00 in orifice
5.00 WeirB - Elev. 845.50 CuIvB -Inv. 801.75 � Q���WN OF Way %J�/R�vGy
LBYP}�s s WAR w�rie TO EoNrRf�� s f: B�D� 100
/-YfRR FC�w�
4.00
KC1001
2.00
1.00 r r
s
-- 0.00
Stage (ft)
_ Bottom of pond
Elev. 800.08
36.0 LF of 18.0 in @ 1.00%
CulvA - Inv. 800.08 (purar P/PE FOR Bf�P)
10-yr
3_yr (/ 1AAW
-- 2-yr
Front View 1-yr
NTS - Looking Downstream
Inflow hydrograph = 1. SCS Runoff -Sand Filter DA
Project: Proposed Sed Basin.gpw Monday, Nov 30, 2009

Pond No. 1 - Sediment Chamber HydraflowHydrographsExtension for AufoCAD® Civil 3D®2009byAutodesk,Inc. v6.066

Hydraflow Rainfall Report
8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Tuesday, Dec 1, 2009
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(WA)
1
63.1989
12,9000
0.8933
--------
2
68.5801
12.5000
0.8687
--------
3
0.0000
0.0000
0.0000
--------
5
0,0000
0.0000
0.0000
--------
10
71.9699
12.4000
0.8031
--------
25
61.4591
11,0000
0.7384
--------
50
55.9961
10.2000
0.6980
--------
100
49.8885
9.2000
0.6557
--------
File name: Asheboro- IDF.IDF
Intensity = B / (Tc + D)"E
Return
Period
Intensity Values (inthr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
4.80
3.85
3.23
2.79
2.46
2.20
1.99
1.82
1.68
1.56
1.46
1.37
2
5,71
4.59
3.85
3.33
2.94
2.64
2.40
2.20
2.03
1.89
1.77
1.66
3
0.00
0.00
0.00
0.00
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
10
7.26
5.93
5.04
4.41
3.93
3.55
3.25
2.99
2.78
2.60
2.45
2.31
25
7.93
6.49
5.54
4.87
4.36
3.96
3.64
3.37
3.15
2.95
2.79
2.64
50
8.38
6.87
5.89
5.19
4.66
4.25
3.92
3.64
3.41
3.21
3.03
2.88
100
8.76
7.19
6.17
5.46
4.92
4.50
4.16
3.88
3.64
3.43
3.26
3.10
Tc = time in minutes. Values may exceed 60.
Precip. file name: Asheboro-Preciv.Dco
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
2.88
3.60
1.00
0.00
5.04
0.00
0.00
7,44
SCS 6-Hr
2.10
2.52
0.00
0.00
3.60
0.00
0.00
5.22
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0,00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

ARCAD{S
3. Stormwater Management
Calculations
3.3 — Pre vs. Post 1-year Flow
Results Comparison Summary

Q1 PRE VS. POST RESULTS (Rational Method)
Project: Sheetz/Bank Site
BASIN
NAME
Pre-
Developed
1-year
discharge(cfs)
Post -
Developed
1-year
discharge(cfs)*
% Increase
SF DA
5.14
4.18
-18.68%
Offsite DA
3.48
4.18
20.11 %
TOTAL:
1 8.62
1 8.36
1 -3.02%
" See Hydraflow Hydrograph results for 1-year storm.

ARCADIS
3. Stormwater Management
Calculations
3.4 - Sand Filter Design
Summary

SAND FILTER
DESIGN
Site Information:
j
I
AD (drainage area)- 3,07
acres
Rp (rainfall)=
1' inches
Rv (runoff coef. From Simple Method)=
" 0.76]in/in
WQV (water quality volume)= 8430.5
ft
WQVadj(water quality volume adjusted')=
fi322?8
ft
note: WQV determined using the Simple Method
hMax Fllter(ft)=
jWQVadj
AS surf. area for the sedimentation basin
As(ft) + AA )
Art= surface are of the sand filter bed
note: head should be between 2 and 6 feet
h Max Flltsr (ft}=I
6322.$75 ft3
A,(ft) + AAft )
Choose maximum head so
the above equation is true:
hMax Filter(ft)
WQVadj. (ft)
As + Af (ftz)
1.00
6322.875
6322,88
1.50
6322.875
4215.25
2.00
6322.875
3161.44
2.50
6322.875
2529.15
3.00
6322,875
2107.63
3.50
6322.875
1806.54
J
4.00
6322.875
1580.72
4.50
6322.875
1405.08
5.00
6322.875
1264.58
5.50
6322.875
1149.61
6.00
6322.875
1053.81
I
I
I
I
Minimum area of the sedimentation basin (Aj:
As= (240*Rv*AD)*RD= 559f97'
ft
Determine areas of filter bed and sediment basin (should be approx. Same size):
Let As + Af =
2107.63 ;
ft
hMax RNA)—
3.00'' ''° '
ft
hA (Average head)=
15
ft
I
I
As= I�S3T8125
ft
Af=
I
I
I

Minimum area of the sand filter (Af):
I
I
Af= WQV*dF
Ik*t*(hA+dF)
I
dF = depth of sand filter bed (ft), should be min. of , 15'
ft
k = coef, Of permeability for sand filter bed= 3 5
fUday I
t = time required to drain WQV through sand filter bed =
'110
days
hA = 15
ft
Af=25!�52
ft
I
Volume C_heck
Make sure As and Af are greater than minimums
for As and
Af and check
that Water Quality
Volume is contained in system:
(Af + As) * (hMax Filter) > WQVadj
6322 874 ft3 z j6322?75j
ft ?
OK
Additional Design Requirements:
For underground sand filters, provide at least 3 feet of clearance between the surface of the sand
filter and the bottom of the roof or the underground structure to facilitate cleaning and
maintenance.
Final Design:
15' x 49' = 735 sf sand filter bed
I
I
I
I
* Taken from "Design of Stormwater Filtering Systems" by Schueler:
"the WQV is used as a basis for sizing all filtering
practices. However, for sand and organic media filters, where pervious areas are
intentionally limited, the runoff for the WQV can be a sizable quantity and complete
storage of the WQV is often not feasible or is cost prohibitive. Therefore, although
the WQV is used to size minimum surface areas for both the sedimentation and filter I
bed chambers, a volume of three-quarters of the WQV is maintained as the
minimum storage volume required.
Vmin = % (WQV-Equation 5.3)
Storing three-quarters of the WQV versus 100% of WQV is justified because the
sedimentation chamber is continually draining into the filter bed during the course
of a storm event. Only short duration, high intensity storms are likely to exceed the
three quarters WQV threshold." i I

�W� 1
ARCADIS
SUBJECT:
S N f `T�
JOB NO:
BY: DATE:
CHKD: DATE:

ARCADIS
I Stormwater Management
Calculations
3.5 — Sediment Basin Design
Summary

Sediment Basin Design for Sand Filter Drainage Area
Sand Filter Information:
Sand Filter Surface Area = 882 ft2 note: sand filter surface area includes
Max. Head on Sand Filter = i3` ft S.A. of chamber spilling into sand filter
Pipe Information for Sediment Basin:
Pipe Diameter = $ ' ft Cross Section Area = "`�19 83"'4 ft2
Cross Section Area Containing WQv = 13.95.- ft
% of Cross Section Area Occupied by WQv = 71`05eY"v %
WQv for Drainage Areas:
WQv DA 1* = 6323 µ3
WQv DA 2 = ftt3
Proportion of DA 1 in Sand Filter
Proportion of DA 2 in Sand Filter = a ,0.06, �W° %
Design of Sediment Basin 1 Aor DA 1):
Volume of WQv 1 Contained Above Sand in Sand filter:
note: % of the the volume capacity
above the sand of the sand filter
that is occupied by the respective
drainage area's WQv
(Prop. of DA1)"(Sand Filter S.A.)*(Head on Sand Filter)= , 2646..00 ft3
Volume to be Stored in Sediment Basin Pipes = ,E. 3677 OO ft3 note: this is the difference
of the WQv for DA1
and the amount that is
stored in the sand filter
Total Pipe Volume Needed = '5175`46; ft3
Approximate Length of ft. Diameter Pipe Required `T'- ft
Spacing Between Rows of Pipes (112 Diameter of Pipe)
# of Rows 1„J # of Headers
Approximate lenth of each row (takes into account spacing) ft
265' of 5' diameter pipe provided

Desiqn of Sediment Basin 2 (for DA 2):
Volume of WQv 2 Contained Above Sand in Sand filter =
(Prop. of DA2)*(Sand Filter S.A.)*(Head on Sand Filter)= p `,-,yb, 0O' "° i' ft,
Volume to be Stored in Sediment Basin Pipes = W note: this is the difference
of the WQv for DA1
and the amount that is
stored in the sand filter
Total Pipe Volume Needed = 5-Eo ;�< ft3
Approximate Length of1.77577. ft. Diameter Pipe Required = _ 0 ":' ft
Spacing Between Rows of Pipes (112 Diameter of Pipe) = �2 5 . '_• ft.
# of Rows = "'3 # of Headers = 2
Approximate lenth of each row (takes into account spacings ft
* Taken from "Design of Stormwater Filtering Systems" by Schueler:
"the WQV is used as a basis for sizing all filtering
practices. However, for sand and organic media filters, where pervious areas are
intentionally limited, the runoff for the WQV can be a sizable quantity and complete
storage of the WQV is often not feasible or is cost prohibitive. Therefore, although
the WQV is used to size minimum surface areas for both the sedimentation and filter
bed chambers, a volume of three-quarters of the WQV is maintained as the
minimum storage volume required.
Vmin = % (WQV Equation 5.3)
Storing three-quarters of the WQV versus 100% of WQV is justified because the
sedimentation chamber is continually draining into the filter bed during the course
of a storm event. Only short duration, high intensity storms are likely to exceed the
three quarters WQV threshold."
605.5'
: 804.75'
WATER QUALITY VOLUME
RFACE = 00135'
5' DIAMETER HOPE SEDIMENT BASIN

ARCADIS
I Stormwater Management
Calculations
3.6 — Bypass Weir Control and 18"
RCP Outlet Control Calculations

�J ARCADIS
PAGE
SUBJECT: OriJi BY: DATE:
(K C CHKD: DATE: SHEET
JOB NO: �� P'�P JJi GEC �G� J OL - '
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Name: ASHEBORO Location: 0350 41'44.58" N 0790 47'21-33" W
Date: 10/13/2009
Scale: 1 inch equals 1000 feet
998. Maptech, tnc.

Chapter 2 Estimating Runoff' Technical Release 55
Urban Ilydrology for Smalt Watersheds
Figure 2-1
8
0
7
6
2
Solution of runoff equation.
0 1 2 3 4 5 6 7 8 9 10 11 12
Rainfall (p), inches
MECIP. = i
4.
Cover type CN - f 3
Table 2-2 addresses most cover types, such as vegeta.
tion, bare soil, and impervious surfaces. There are a
number of methods for determining cover type. The
most common are field reconnaissance, aerial photo-
graphs, and land use maps.
Treatment
Treatment is a cover type modifier (used only in table
2-2b) to describe the management of cultivated agri-
cultural lands. It includes mechanical practices, such
as contouring and terracing, and management prac-
tices, such as crop rotations and reduced or no tillage.
Hydrologic condition
Hydrologic condition indicates the effects of cover
type and treatment on infiltration and runoff and is
generally estimated from density of plant and residue
cover on sample areas. Good hydrologic condition
indicates that the soil usually has a low runoff poten-
tial for that specific hydrologic soil group, cover type,
and treatment. Some factors to consider in estimating
the effect of cover on infiltration and runoff are (a)
canopy or density of lawns, crops, or other vegetative
areas; (b) amount of year-round cover; (c) amount of
grass or close -seeded legumes in rotations; (d) percent
of residue cover; and (e) degree of surface roughness.
2-2 (210-V1-TR-55, Second Ed., June 1986)

Precipitation Frequency Data Server
Page 1 of 3
:.. POINT PRECIPITATION
FREQUENCY ESTIMATES 1 ®.
FROM NOAA ATLAS 14 "^:, 0
ASH EBOR0 2 W, NORTH CAROLINA (31-0286) 3.5.7044 N 79.8378 W 797 feet
from 'Precipitation -Frequency Atlas or the United Staten NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, U. Martin, B, Lin, T. Ptrzybok, M.Yekta, and D. Rflev
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Wed Oct 7 2W9
Confidence Limits Seasonality Location Maps Other Info: GIS data Maps DoCs Return to State Map
Precipitation Intensity Estimates (inlhr)
ARI* 5 l0 1530 60 120 4 [;11" 20 3045 603 hr6 hr i2 hr24 hr48 hr(yenr+) minmnmin min min - - - - - cl.ny y day day clams clay t60
t
2
5
10
25
,50
I11l1
200
500
' These precipitation frequency estimates are based on a ARI is the Average Recurrence Interval.
Please refer to NQAA: AV_?S_jd Q2gngt for more information NOTE: Formating forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
ARI** [;gF_1(1j
I r 15.27
IS
mimin
4.21 3.50
3U
min
2.40
60
min
1.50
120
min
0.88
3
hr
D.63
6
hr
0.38
l2
hr
0.22
24
hr
0.13
484
hr
0.08
day
D.04
7
da}'I
0.03
10
day 11
0.02
20
d.) 11
0.01
30
dry 11
OAl
45
day 11
0.01
GO()ears)
day
0.01
0 G.25 5.00 4.19 2.84 1.8I E.07 0.76 0.46 0.27 0.16 0.09 0.05 0.03 D.03 0.02 0.01 0.01 0.01
7.2G 5.81 4.90 3.48 2.23 1.33 0.95 0.57 0.34 0.20 0.1 I 0.06 0.04 0.03 0.02 0.02 O.OI 0.01
IU 7.92 G.34 5.34 3.87 2.52 1.5[ L08 0.66 0.39 0.23 0.13 0.07 0.05 0.04 0.0 O0.02 U.DI O.Oi
25 8.66 6.90 5.83 4-32 2.88 1.75 ! ,26 0.77 0.46 0.27 0, 15 0.08 0.05 0.04 0.03 0.02 0.02 0,01
SU 9.14 7.28 6.15 4.63 3.14 1.92 1.39 D.86 0.52 0.30 O.17 O.D9 0.06 0.05 0.03 O.D2 0.02 0. 22
]01i 9.Sfi 7,60 6,40 4,90 3.38 2,04 1.52 0.94 0.58 0.34 0.19 0.1E 0,07 O.DS 0.03 0.02 0.02 0.02
200 99l 7.86 6.61 S.15 3.61 2.26 1.65 1.63 0.64 0.37 0.21 O.E2 0.07 0.05 0.03 0.03 0.02 0.02
5011 10.2G 8.12 6.81 5.42 3.89 2.48 1.83 1.15 0.73 0.42 0.24 0.13 0.08 0.06 0.04 0.03 0.02 0.02
IODD 10.50 8.2G G.92 5.60 4.09 2.6a 1.96 1.25 0.79 0.46 D.26 U.14 0.09 0.07 O.Oa 0.03 0.02 0.02
I ne upper Duna of me con➢dense n ervai at au%conteence level is me value wnicn b /* of me smulateo quanme vanes for a given requency are greater man
"These precipitation frequency estimates are based on a poal dgrark series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero
Lowerbound of the 90% confidence interval
Precipitation Intensity Estimates (inlhr)
ARI** 10 15 3U 60 120 2 24 48 �� 10 20 30 45 64
�]F1
(yenrsJ min netn nuu rnfn in nun hr hr hr hr hr day day L. Li L±.y day day da}'
= 4.42 3.53 2.94 2.01 1.26 0.74 0.53 0.32 0.19 0.11 0.07 0.04 0.02 OF021 0.01 I 0 01 O.OI 0.01
0 5.24 4. l9 3.51 2.42 1.52 0.90 O.Ga 0.39 0.23 0,13 0.08 0.04 0,03 0.02 0,02 0.01 O.OI 0.01
6.07 4.87 4.10 29l 1.87 l .l l 0.79 0.48 0.29 0.17 0.10 OA5 0.04 0.03 0.02 0.01 0.01 0.01
10 6.b4 5.31 4.48 3.24 2.11 L26 0.91 U.55 U.33 0.19 0.11 0.06 0.04 D.03 Q02 O.U2 U.O! 0.01
25 7.22 5.76 4,87 3.60 2.a0 1.46 1.05 O.G4 0.39 0.23 O.13 0.07 0.05 0.04 0.02 0.02 0.02 U.Oi
5U 7.61 6.D5 5.11 3.85 2.61 1.59 1.16 0.71 0.43 0.26 0.15 0.08 0.05 0.04 0.03 0.02 0.02 0.01
100 7.92 6.29 5.30 4.06 2.79 1.73 1,2G 0,78 0,a8 0,28 0,]G 0.09 R06 0.04 0.03 0.02 0,02 0.01
2011 S.16 6.47 5.44 4.23 2.97 1.85 1.36 0.84 0.52 0.31 0.18 0.10 0.06 0.05 0.03 0.02 0.02 0.02
500 8.3G 6.62 5.55 4.42 3.17
2.00
1.48 0.93 0.58 0.35 0.20 O.11 O.D7 O.DS 0.03 0.03 0.02 0.02
101111 8.48 6.G8 5.59 a,52 3.30
2. i E
1.57 0.99 0.G3 0.38 0.21 0.12 0.07 D.06 0.04 0.03 D.02 O.D2
ire lower bound of the conmaence interval at ytl%connaence level Is me value wnicn b%of the simulates quamto values for a given requency are less roan.
http:I/hdsc.nws.noaa.gov/cgi-binlhdse/buildout.perl?type=idf&units=us&series=pd&staten... 10/7/2009

Precipitation Frequency Data Server
Page 2 of 3
"These precipitation hequency estimates are based on a gar l0_0.urmn maxima, ARI'is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Oocumonl for more info rnaGon. NOTE: FonnatOng prevents es4mates near zero to appear as zero.
Text versionae
7
3
.0 2
qq1
0.3
c 0.2
c .l
.07
c 05
0
.03
m .02
.01
O
w
L
a
. 001
L C C C
.8 r
I i i r
N m N
Wed Oct 07 10:45:54 2009
Maps -
Partial duration based Point IAF Curves - Version: 3
35.7044 N 79.8378 W 797 Ft
=00
al►-��u�r.
sr—�ry
�
r�
_ry
MEMO
C C e L L L L L L L L L 21 T? T a T T T T T
C -C-C m m m A m m m m m m
1 r I I 1 1I I I 'C 9 V I -6 E I
i i ry m y .n m to m e Co m i i i i r i 1 r 1 1
C. 0 � � � N m a ro a V) r. m n m m In m
`a ON Duration - - m M 'a
Average Recurrence Interval
(years)
2-year 100-year —
5—uear + c:i,:: �.e,
10—year 500—year --+--
25-year -ri- 1000-year �a-
These maps were produced using a direct reap request Vom the
U,S. Censg5-6ureau Mapping and CaAaarophic Resources
Tiger Map Server.
Please and disclaimer for more it formariarr,
http:llhdsc.nws.noaa.gov/cgi-binlhdsc/buildout.perl?type=idf&units=us&series=pd&staten... 10/7/2009

Precipitation Frequency Data Server
Page 3 of
CC LEGEND
— State
— Connector
— County
IM3 Stream
Indian Resv
Ca Military Area
lM Lake/Pond/Ocean
CM National Park
— Street
of Other Park
-- Expressway
City
— Highway .0
"'"" C.$unty.6 .8 Mi
x Scale 1:220503 1
p 11
*average --true scale depends on nanitorSresotutlan
M
Other Maps/Photographs -
View USG S digital orthophoto quadrangle LDOQ) covering this location from TerraServer; USGS Aerial Photograph may also be available
from this site. A DOQ is a computer -generated image of an aerial photograph in which image displacement caused by terrain relief and camera
tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities of a map. Visit the USGS for more information.
Watershed/Stream Flow Information -
Find ht a Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide general information
about observing sites in the area, regardless of if their data was used in this study, For detailed information about the stations used in this study,
please refer to NOAA Atlas 14 Document.
Using the National -Climatic Data renter's (�� Station search engine, locate other climate stations within:
+1-30 minutes , . OR.. +1-1 degree .; of this location (35.7044/-79.8378). Digital ASCII data can be obtained directly from NCDC.
Hydrameteorolegical Design Studies Center
DOONOAAINational Weather Service
1325 East-West Highway
Silver Spring, MD 20910
[phone]
Qu csti on s?: lW$C. Quest i a� s &tipM.gov
D�aimer
http:lfhdsc,nws.noaa.gov/cgi-binihdsc/buildout.perl?type=idf&units=us&series=pd&staten... 10/7/2009

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