20180612 Ver 2_Stormwater Site Plans_20200317

DEMLR USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
WCU-Norton Athletic Fields
2. Location of Project (street address):
490 & 554 CENTRAL DRIVE
City:CULLOWHEE CountyJACKSON Zip:28723
3. Directions to project (from nearest major intersection):
4. Latitude:35° 18' 52.776" N Longitude:83° 11' 12.156" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SWU-102 - Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
®Low Density ❑High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application, list the stormwater project number,
if assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/Erosion Control: 9.74 ac of Disturbed Area
❑NPDES Industrial Stormwater Z404/401 Permit: Proposed Impacts IMPACTS TO WETLANDS
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? [:]No ®Yes
If yes, see S.L. 2012-200, Part VI: http://portal.ncdenr.org/web/lr/rules-and-regulations
Form SWU-101 Version Oct. 31, 2013 Page 1 of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:WESTE RN CAROLINA UNIVERSITY
Signing Official & Title:JOE WALKER, ASSOCIATE VC -FACILITIES MANAGEMENT
b. Contact information for person listed in item 1a above:
Street Address:3476 OLD CULLOWHEE ROAD
City:CULLOWHEE State:NORTH CAROLINA Zip:28723
Mailing Address (if applicable):
City: State: Zip:
Phone: ( ) Fax:
Email:
Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City:
Mailing Address (if applicable):
State:
Zip:
City: State: Zip:
Phone: ( ) Fax:
Email:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/ Organization: CURTIS MONTEITH, PROJECT MANAGER
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone:
Email:
4. Local jurisdiction for building permits: NCSCO
Fax:
Point of Contact: Phone #:
Form SWU-101 Version Oct. 31, 2013 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
STORMWATER WILL BE CAPTURED VIA STORM DRAINAGE PIPES, TREATED THROUGH A BIO-
RETENTION CELL, AND DISCHARGED INTO CULLOWHEE CREEK.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b. If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the LITTLE TENESSEE River basin.
4. Total Property Area: 9.74 acres 5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: 0.5 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:9.24 acres
+ Total project area shall be calculated to exclude the following: the normal pool of im ounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (Nm line or Mean High Water
(MHK9 line, and coastal wetlands landward from the NHW (or MHM line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHM line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 5.82 %
9. How many drainage areas does the project have? 1 (For high density, count 1 for each proposed engineered
Stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four 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 _
Drainage Area _
Drainage Area _
Receiving Stream Name
CULLOWHEE
CREEK
Stream Class *
C;Tr
Stream Index Number *
2-79-31
Total Drainage Area (sf)
2,048,692
On -site Drainage Area (sf)
424,213
Off -site Drainage Area (sf)
1,624,479
Proposed Impervious Area** sf
23,414
% Impervious Area** total
1.14%
Impervious** Surface Area
Drainage Area 1
Drainage Area _
Drainage Area _
Drainage Area _
On -site Buildings/Lots (sf)
-
On -site Streets (so
-
On -site Parking (so
18,245
On -site Sidewalks (so
4,607
Other on -site (so
562
Future (sf)
-
Off -site (so
374,737
Existing BUA*** (sf)
1,974
Total (so:
398,151
* Stream Class and Index Number can be determined at: http://portal.ncdenr.org/web/wcl[ps/csu/classifications
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

'Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. USING AUTOCAD
Proiects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that maybe subject to more stringent stormwater requirements as per 15A NCAC 02B.0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http:/ /portal.ncdenr.org/web/wq/ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at http://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. GH
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants NIA
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/pages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6
MO
GH
GH
GH
GH
GH

p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify GH
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x11" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 427 Page No: 399 GH
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC N/A
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1a, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http://www.secretary.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from http://portal.ncdenr.org/web/Ir/state-
stormwater-forms docs. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Gregory Hoffman, P.E.
Consulting Firm: Civil Design Concepts, PA
Mailing Address:168 Patton Ave
City:Asheville
State:NC
Phone: (828 ) 252-5388 Fax:
Email: [e-mail]
Zip:28801
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item 1a) with (print or type name of organization listed in
Contact Information, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature:
a Notary Public for the State of
do hereby certify that
Date:
County of
personally appeared
before me this _ day of _ , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or type name of person Iisted in Contact Information, item 1a) JOE WALKER, ASSOCIATE VC -FACILITIES MANAGEMENT
certify that the information included on this permit 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 will be recorde , and that the proposed project complies with the requirements of the
applicable stormwater r er 15 CAC 2H .1000 and any other applicable state stormwater requirements.
Signature:.. Date: 3 3 Qd 2� <ti
a Notary Public for the State of Nor'* Cayo I LAB. . County of
v
TaC.kSun do hereby certify that 'TOE ei'_ personally appeared
before me this 3 day of I n-dr CId c269 0 , and ac wled eteIectt on of the application for
a stormwater permit. Witness my hand and official seal,
III n rnrrry,�s
U DER
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OJARy s
Pg\-�G
U2V
''9,""90N
'"")'Ail el IU�f1���
SEAL
My commission expires Mardi q-% cab 9 1
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

Page 1 of 2
Book:427 Page: 1 Seq:402

Page 2 of 2
TRACT TWO:
BEGINNING at a stake on the south bank of road and
running thence N 89 W 9 poles to a stake in the center of
said road; thence N 46-15 W 32 poles to a stake in the
center of a branch; thence up and with said branch as
follows: N 65 1/2 W 2.8 poles to a stake; N 63-45 W
13.6 poles to a stake; N 79 1/2 W 4 poles to a stake;
S 79 W 4.6 poles to a stake; and N 55-15 W 11 1/2 poles
to an alder on the N. E. bank of said branch; at the
forks of•said branch; thence up and with the right hand
prong ,of said branch as follows. N 14-15 W 1.5.8 poles
to a black. walnut; N 11 1/2 W 23 poles to a poplar; thence
N 25-45 W 11.3 poles to a black oak (said black oak is
N 60 W 1.4 poles from a spring); thence N 30 E 4.6 poles
to a stake, formerly a large hickory corner in the N.
boundary line; thence with said boundary line as follows:
S 46--9 E 40 poles to a stake; S 84-9 E 10 poles to a
black oak; and 5 66-9 E 12 poles to a stake, formerly
a red oak, corner in said boundary line; thence. S 35-45
E 60 1/2 poles to the BEGINNING, containing 12.7 acres,
more or less.
TO HAVE AND TO HOLD the aforesaid tracts of parcels of land
and all privileges and appurtenances thereunto belonging to the State of
North Carolina, its successors and assigns, forever.
AND the said party of: the first part covenants with the party
of the second part, its successors and assigns, that she is seized
of said premises in fee and has the right to convey the same in fee
simple; that said premises are free from any encumbrances; and that
she will forever warrant and defend title to the same against the claims
of all persons whomsoever.
i
IN TESTIMONY WHEREOF, the said party of the first part has
hereunto set her hand and seal the day and year first above,writte-n.
L �j (SEAL)
V r� .- Davie C . Sutton (widow)
f-' PD.I073®
STATE OF NORTH CAROL INA
COUNTY OF :TAfaN ad
I, a Notary Public in and
for said County and State do hereby certify that DAVIE C. SUTTON (widow)
personally came before me this day and acknowledged the due execution
of the foregoing instrument for the purposes therein expressed,
rr`` WITNESS my hand and Notarial Seal, this the day of
M MCA , 1975.
My Comm. expires:
2-
NORTH CAROLINA
JACKSON COUNTY
Notary Public
HARRIET A. R013ER 'SON
NOTARY PUBLIC
GUILFORD COUNTY, N. C.
The foregoing certificate of i, a
Notary Public is certified to be correct. This instrument was
filed for registration and recorded in this office in Brook
at Page 7
This the day cif ,1975 at �c M.
REGTS ER" f'1F DEEDS
Book:427 Page: 1 Seq:403

DEVELOPMENT DATA
OWNER/DEVELOPER:
CONTACT:
CIVIL ENGINEER
IIdelry1_ToI
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CURTIS MONTEITH
[phone]
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
GREGORY HOFFMAN, P.E.
[phone]
i2 - p Kolim
ATHLETIC
FIELDS
JACKSON COUNTY, NORTH CAROLINA
PREPARED FOR:
WESTERN CAROLINA UNIVERSITY
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INDEX OF SHEETS
Sheet No.
Title
C000
COVER
--
SURVEY
C101
EXISTING CONDITIONS & DEMOLITION PLAN
C201
SITE PLAN
C401
FINE GRADING & STORM DRAINAGE PLAN
C402
STORM DRAINAGE PROFILES
C403
STORM DRAINAGE PROFILES
C921
SITE DETAILS
C941
STORM DRAINAGE DETAILS
C942
BIORETENTION CELL DETAILS
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NOTES
1. ALL SITEWORK SHALL BE IN ACCORDANCE WITH ALL LOCAL,
STATE, AND NATIONAL REGULATORY STANDARDS AND ALL
REQUIREMENTS IN THE PROJECT TECHNICAL SPECIFICATIONS.
2. CONTRACTOR TO VERIFY WITH ENGINEER THAT THE REQUIRED
GRADING/LAND DISTURBANCE AND DRIVEWAY PERMITS HAVE BEEN
OBTAINED PRIOR TO BEGINNING CONSTRUCTION.
3. ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED
CONTRACTOR.
4. CONTRACTOR IS RESPONSIBLE FOR LOCATING AND VERIFYING THE
EXACT LOCATION AND ELEVATION FOR ALL UTILITIES PRIOR TO
CONSTRUCTION; AND TO NOTIFY ENGINEER OF ANY CONFLICTS OR
DISCREPANCIES. THE LOCATION OF SOME UTILITIES SHOWN ON THE
PLANS HAVE BEEN APPROXIMATED. ALL BURIED UTILITIES HAVE
NOT BEEN SHOWN ON THE PLANS AND IT IS THE CONTRACTOR'S
RESPONSIBILITY TO DETERMINE THEIR LOCATION PRIOR TO
CONSTRUCTION.
5. CONTRACTOR SHALL PROTECT EXISTING SITE FEATURES CALLED
OUT TO REMAIN DURING CONSTRUCTION. ANY DAMAGE INCURRED
DURING OR RESULTING FROM CONSTRUCTION ACTIVITY IS THE
RESPONSIBILITY OF THE CONTRACTOR AND IS TO BE REPAIRED IN
ACCORDANCE WITH APPLICABLE STANDARDS OF APPROPRIATE
AGENCIES AT THE CONTRACTOR'S EXPENSE.
6. THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT
LEAST 72 HOURS BEFORE CONSTRUCTION ACTIVITY IS TO BEGIN.
THE CONTRACTOR SHALL NOTIFY ULOCO AT 1-800-632-4949 OR
811, 72 HOURS BEFORE CONSTRUCTION BEGINS.
7. EROSION CONTROL IS FIELD PERFORMANCE BASED AND
CONTRACTOR SHALL INSTALL AND MAINTAIN ANY EROSION
CONTROL MEASURES NECESSARY TO ASSURE MAXIMUM
PROTECTION OF THE SITE DURING DEMOLITION AND CLEARING.
8. CONTRACTOR TO COORDINATE TIMING OF DEMOLITION AND
CONSTRUCTION WITH OWNER TO ENSURE EXISTING FACILITIES
REMAIN ACCESSIBLE.
9. ALL DEBRIS, STRUCTURES AND UTILITIES TO BE DEMOLISHED AND
REMOVED FROM THE PROJECT SITE ARE NOT SHOWN ON THIS
PLAN. ANY ADDITIONAL DEBRIS, STRUCTURES AND UTILITIES
ENCOUNTERED DURING CONSTRUCTION, WHICH IN THE OPINION OF
THE ENGINEER SHOULD BE DEMOLISHED AND REMOVED, SHALL BE
DISPOSED OF OFF -SITE AT THE CONTRACTORS EXPENSE IN
ACCORDANCE WITH APPLICABLE LOCAL, STATE AND FEDERAL
REGULATIONS. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY
REQUIRED PERMITS.
2u 4
2089.7
EXISTING SIDEWALK
TO BE REMOVED (TYP)
�2 mv. a►
i - - EXISTING STORM LINE
4_ 1090 S97 _ NV.M1 Ik- A TO BE REMOVED (TYP) A
- -
- -Me Cur.
EXISTING FLOODPLAIN (TYP) • •• "°°-� __
EXISTING STORM PIPE TO BE CUT FOR
• III- III- � - I II CPr dull 2o•t4 PROPOSED TIE IN (SEE SHEET C401)
70R 20lLO 2i CPP -- - -- ---
`J 2090.1_ m fir CPPOn.
2089,.
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9.2 ' -28 - CPP: 207
W. 207LO
oUR 2074A
2074.8 �/ /
2083.1
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PROPOSED WETLANDS IMPACT 2 • • • * ' • • * • * * * * * * * • * * * * * * •
(3,238 SF) (0.07 AC) 20758 •• • • • ......t• • . • . • . • . • . • . • .. /
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075.9
zo76,70
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? 2076.
PROPOSED WETLANDS IMPACT 3
(9,207 SF) (0.21 AC)
9.2
0.1 2100
2089.
1
v r •..
♦
♦ ♦ ♦ 4 + 4 ♦ +
PROPOSED TREE REMOVAL (TYP.)
2098
2103-5
20 L76
\
�
z
EXISTING SEWER MANHOLE
7
�1
TO BE REPLACED
I I I I � �I
Ili ii
2098.E
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SS
l�ll/�/lI
209 .6
l I � 098.2 ��// 21
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2079.5
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- � 2090.9"
2091.3 $ 20 4 �u✓!V V,
r
x X� � � � - \; 207a_7 C� r
EXISTING STORM LINE TO 2098,6 /
BE REMOVED TYP 2109.s
2091,4
2091.7
120t 5 \ % Q97.6
x
NV. Ir CPP N: 2NU yf \ J i
NV. Ir CPP CUR 1 J
°' 1i � 70rt 207a0 �
2091.4 2092-2 '�1 6 I �r NK A CPP C11R 2106�
2091 2 ) 1 I -
k 2089 ' 2079.6 X
�x� � 2 7s.
col 218
20897-----` 2089.5 r (n
2092.1
- /
9 20 C EXISTING STORM LINE
�r 2 .7 TO BE REMOVED (TYP)
2092.0 .5 207 2091
1° 5 _
\ I
2082.3 - -
�S 20823 � Y�r�
as
2091.4 07 I 2082.9 2082.8 EXISTING POND TO BE FILLED
2091.8 � �
i
r
489.9 2091 4 � V 9.1 6
2092 J / I EXISTING FENCE
1
2 9.9 �� TO BE REMOVED (TYP)
i 2094 20811
209.3
2092-5
L-
I/ 080.6
/ 2083.7
2091.
1
EXISTING FLOODWAY (TYP) 2 767rr,
\ \2076-t
-20�6
- R
USACE ACTION ID 2015-00263 20 3
DWR WAC PROJECT #2018-0612
PERMITTED FOR IMPACT 011 \\207�
2080.7 _ 02 3 (
2o7a_21
2 76.9
\/ T124 j - 2077.3 1
cD
EXISTING SEWER LINE TO
07 7 1 BE RELOCATED (TYP)
- - EXISTING SEWER MANHOLE
'= EXISTING SEWER MANHOLE
TO BE REMOVED
2 `�4 TO BE REPLACED -
n 1_ 20 SS � SS \� SS
\ 086-5 I _ .� - \/ �.� SS 4 4 4 4
♦•♦�♦♦♦
� 2087.4 � 2086.6 2085.5 +
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078.2I
20 8 3 (/) � 207o208 _C
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DEVELOPMENT DATA
OWNER/DEVELOPER:
CONTACT:
CIVIL ENGINEER:
CONTACT:
SURVEYOR:
CONTACT:
PROJECT DATA
VICINITY MAP
(NOT TO SCALE)
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CURTIS MONTEITH
[phone]
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
GREGORY HOFFMAN, P.E.
[phone]
AVIOIMAGE MAPPING SERVICES
4600 LEBANON ROAD, SUITE C
CHARLOTTE, NC 28227
PIN: 7559-23-1452
ADDRESS: 159 UNIVERSITY WAY, CULLOWHEE
DEED BOOK/PAGE: 427/399
SITE ACREAGE: 196.50 ACRES
ZONING: COMMERCIAL
DISTURBED AREA: 9.74 AC
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE -DEVELOPMENT: 8.7 ACRES (18.5%) 38.3 ACRES (81.5%)
POST -DEVELOPMENT: 9.1 ACRES (19.4%) 37.9 ACRES (80.6%)
"DOES NOT EXCEED 24% BUILT UPON (IMPERVIOUS AREA)"
SOILS: BkC2, Ud, UfB, W
SOIL GROUP: A & C
Know what's below. "1jL-11
Call before you dig. NORTH
EXISTING CONDITIONS &
DEMOLITION PLAN
GRAPHIC SCALE
0 30 60 120
( IN FEET )
1 inch = 60 ft.
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CDC PROJECT NO
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21943
240 SHEET
C 10 1

1. ALL SITEWORK SHALL BE IN ACCORDANCE WITH ALL LOCAL,
STATE, AND NATIONAL REGULATORY STANDARDS AND ALL
REQUIREMENTS IN THE PROJECT TECHNICAL SPECIFICATIONS.
2. SINGLE-PHASE CONSTRUCTION.
3. ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED
CONTRACTOR.
4. CONTRACTOR IS RESPONSIBLE FOR LOCATING AND VERIFYING THE
EXACT LOCATION AND ELEVATION FOR ALL UTILITIES PRIOR TO
CONSTRUCTION; AND TO NOTIFY ENGINEER OF ANY CONFLICTS OR
DISCREPANCIES. THE LOCATION OF SOME UTILITIES SHOWN ON THE
PLANS HAVE BEEN APPROXIMATED. ALL BURIED UTILITIES HAVE
NOT BEEN SHOWN ON THE PLANS AND IT IS THE CONTRACTOR'S
RESPONSIBILITY TO DETERMINE THEIR LOCATION PRIOR TO
CONSTRUCTION.
5. CONTRACTOR SHALL PROTECT EXISTING SITE FEATURES (SHOWN
TO REMAIN) AND NEWLY COMPLETED WORK DURING
CONSTRUCTION. ANY DAMAGE INCURRED DURING OR RESULTING
FROM CONSTRUCTION ACTIVITY IS THE RESPONSIBILITY OF THE
CONTRACTOR AND IS TO BE REPAIRED IN ACCORDANCE WITH
APPLICABLE STANDARDS OF APPROPRIATE AGENCIES AT THE
CONTRACTOR'S EXPENSE.
6. THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT
LEAST 72 HOURS BEFORE CONSTRUCTION ACTIVITY IS TO BEGIN.
THE CONTRACTOR SHALL NOTIFY ULOCO AT 1-800-632-4949 OR
811, 72 HOURS BEFORE CONSTRUCTION BEGINS.
7. SIDEWALKS SHALL BE CONSTRUCTED IN ORDER TO PROVIDE
POSITIVE DRAINAGE AWAY FROM ALL STRUCTURES. A MAXIMUM
OF 5% SIDEWALK/CROSSWALK LONGITUDINAL SLOPE IS PERMITTED.
A MAXIMUM OF 1 /4" PER FOOT SIDEWALK/CROSSWALK CROSS
SLOPE IS PERMITTED. ANY SIDEWALK/CROSSWALK INSTALLED
WITH A STEEPER SLOPES SHALL BE REMOVED AND REPLACED AT
CONTRACTORS EXPENSE.
8. ALL RADII LISTED ARE FROM FACE OF CURB UNLESS OTHERWISE
NOTED. ALL PARKING LOT RADII ARE 3' UNLESS OTHERWISE
NOTED.
9. ALL ROAD/PARKING LOT IMPROVEMENTS, STRIPING AND SIGNAGE
SHALL BE IN ACCORDANCE WITH THE LATEST MANUAL ON
UNIFORM TRAFFIC CONTROL DEVICE (MUTCD). CONTRACTOR MAY
USE A PAINT SUITABLE FOR ASPHALT APPLICATION IN LIEU OF
THERMOPLASTIC WITH PRIOR APPROVAL FROM THE ENGINEER.
10. CURB END TREATMENT TO BE APPLIED TO ALL CURB ENDS. REFER
TO CURB END TREATMENT DETAIL.
N
SUBJECT
PROPERTY WCU NORDN T RD
�DKASI
1 (4/ 8 q ----- -
� us
107
_ ----------- PROPOSED 9'x18' STANDARD
PARKING SPACE (TYP)
\ EXISTING FLOODPLAIN (TYP) op N op
PROPOSED LIGHT DUTY ASPHALT
�• - PAVEMENT (TYP) (SEE DETAIL D2.02) � sP�P F
tp
pto
ovN.Y CLVB OR ..... cG!!p
. . . . . . . ..
VICINITY MAP
(NOT TO SCALE)
DEVELOPMENT DATA
zCD
N N N
H 00 7 0
a N N
N
N
V'T
Z
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J V W
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3
L0
OWNER/DEVELOPER: WESTERN CAROLINA UNIVERSITY
It
00
3476 OLD CULLOWHEE ROAD
N
CULLOWHEE, NC 28723
CONTACT: CURTIS MONTEITH
[phone]
W
CO)
CIVIL ENGINEER: CIVIL DESIGN CONCEPTS, P.A.
U
168 PATTON AVENUE
ASHEVILLE, NC 28801
J
y
CONTACT: GREGORY HOFFMAN, P.E.
[phone]
V
Z
SURVEYOR: AVIOIMAGE MAPPING SERVICES
4600 LEBANON ROAD, SUITE C
CHARLOTTE, NC 28227
Y
CONTACT: ---
z
m
PROJECT DATA
PIN: 7559-23-1452
ADDRESS: 159 UNIVERSITY WAY, CULLOWHEE
DEED BOOK/PAGE: 427/399
SITE ACREAGE: 196.50 ACRES
ZONING: COMMERCIAL
DISTURBED AREA: 9.74 AC
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE -DEVELOPMENT: 8.7 ACRES (18.5%) 38.3 ACRES (81.5%)
POST -DEVELOPMENT: 9.1 ACRES (19.4%) 37.9 ACRES (80.6%)
"DOES NOT EXCEED 24% BUILT UPON (IMPERVIOUS AREA)"
SOILS:
SOIL GROUP:
BkC2, Ud, UfB, W
A & C
IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII iin IIII IIII IIII IIII IIII
EXISTING RESIDENCE HALL
�Z _�D2 -0 OS 002• 0 C
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IIII IIII IIII IIII IIII IIII IIII IIII IIII till IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII — W w ` o�
_ 1
1111 till 1111 1111 1111 till till till till till 1111 till 1111 1111 till 11 1 ..1. 1­ .1.1 111,
PROPOSED 5' CONCRETE SIDEWALK°d °
j (SEE DETAIL D2.01) GROG
/ o
1 -20 30 -40 50 40- O 3 2- 0_ 1
i
IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII IIII-IIII-IIII IIII IIII IIII IIII IIII IIII I !;%
IIII
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IIII
IIII
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1
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till
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till
IIII
IIII
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till
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IIII
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1111
IIII
IIII
1111
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IIII
IIII
till
IIII
IIII
05
till
50
IIII
IIII
till
IIII
IIII
O
till
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IIII
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till
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till
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C
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IIII
/2
Know what's below.
Call before you dig.
NORTH
SITE PLAN
O
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0
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DRAWN BY: DNK
CDC PROJECT NO.: 21943
GRAPHIC SCALE
60 0 30 60 120 240 1
SHEET
( IN FEET )
1 inch = 60 ft.
C201

NOTES
1. SEE GRADING, EROSION CONTROL, AND STORM DRAINAGE DETAIL
SHEETS FOR ALL GENERAL NOTES. CONTRACTOR RESPONSIBLE
FOR INCLUSION OF DETAILS SHEETS WITH ALL PLANS.
2. A PORTION OF THIS PROJECT LIES WITHIN THE 100-YR FEMA
FLOODPLAIN.
3. SOIL TYPE A&C.
INLET/OUTLET TABLE
(INVERTS BASED ON 2D LENGTH TO INSIDE EDGES)
STRUCTURE
STATION
STRUCTURE DETAILS
DESCRIPTION
Al
10+10
INV. IN 2077.0 (Al-A2)
FES
B1
10+10
INV. IN 2084.0 (131-132)
FES
Cl
10+10
INV. IN 2077.7 (Cl-C2)
FES
D1
10+10
INV. IN 2079.0 (D1-D2)
FES
E1
10+13
INV. IN 2074.7 (El-E2)
FES
STRUCTURE TABLE
(INVERTS BASED ON 2D LENGTH TO INSIDE EDGES)
STRUCTURE
STATION
STRUCTURE DETAILS
DEPTH
DESCRIPTION
RIM 2084.0
A2
10+92
INV. IN 2077.8 (A2-A3)
6.3't
GRATE INLET
INV. OUT 2077.7 (Al-A2)
RIM 2084.0
A3
12+05
INV. IN 2079.0 (A3-A4)
5.1't
GRATE INLET
INV. OUT 2078.9 (A2-A3)
RIM 2084.2
A4
12+73
INV. IN 2079.7 (A4-A5)
4.5'f
GRATE INLET
INV. OUT 2079.6 (A3-A4)
RIM 2084.0
A5
13+04
INV. OUT 2080.0 (A4-A5)
4.0't
OUTLET CONTROL STRUCTURE
RIM 2090.0
B2
10+37
INV. IN 2084.4 (B2-133)
5.7't
JUNCTION BOX
INV. OUT 2084.3 (61-62)
RIM 2103.0
B3
11+94
INV. IN 2093.3 (B3-B4)
12.5't
JUNCTION BOX
INV. OUT 2090.5 (B2-B3)
RIM 2106.0
B4
???
INV. OUT 2095.0 (133-134)
11.0't
CURB INLET
RIM 2084.0
C2
11+04
INV. IN 2078.8 (C2-C3)
5.3't
GRATE INLET
INV. OUT 2078.7 (Cl-C2)
RIM 2083.9
C3
12+17
INV. IN 2080.0 (C3-C4)
4.0't
GRATE INLET
INV. OUT 2079.9 (C2-C3)
RIM 2083.8
C4
13+29
INV. OUT 2081.1 (C3-C4)
2 7't
GRATE INLET
RIM 2084.0
D2
10+99
INV. IN 2079.6 (D2-D3)
4.5't
GRATE INLET
INV. OUT 2079.5 (D1-D2)
RIM 2084.0
D3
12+12
INV. IN 2080.4 (D3-D4)
3.7't
GRATE INLET
INV. OUT 2080.3 (D2-D3)
RIM 2084.0
D4
13+24
INV. IN 2081.2 (D4-D5)
2.9't
GRATE INLET
INV. OUT 2081.1 (D3-D4)
RIM 2091.1
D5
14+16
INV. IN 2081.8 (D5-D6)
9.4't
JUNCTION BOX
INV. OUT 2081.7 (D4-D5)
RIM 2095.5
D6
14+77
INV. IN 2084.7 (D6-D7)
10.8't
JUNCTION BOX
INV. OUT 2084.6 (D5-D6)
RIM 2096.0
D7
15+39
INV. OUT 2088.0 (D6-D7)
8.0't
GRATE INLET
RIM 2085.5
INV. IN 2075.8 (E2-E3)
E2
11+21
INV. IN 2075.8 (E2-H1)
9•8't
GRATE INLET
INV. OUT 2075.8 (El-E2)
RIM 2085.8
INV. IN 2076.7 (E3-E4)
E3
12+02
INV. IN 2076.7 (E3-11)
9.2't
GRATE INLET
INV. OUT 2076.6 (E2-E3)
RIM 2086.2
INV. IN 2078.1 (E4-E5)
E4
13+33
INV. IN 2078.1 (E4-J1)
8.3't
JUNCTION BOX
INV. OUT 2078.0 (E3-E4)
RIM 2088.1
E5
14+47
INV. IN 2082.5 (E5-E6)
5.7't
CURB INLET
INV. OUT 2082.4 (E4-E5)
RIM 2093.0
E6
16+36
INV. OUT 2088.7 (E5-E6)
4.3't
CURB INLET
RIM 2084.0
INV. IN 2075.7 (F2-F3)
F2
11+19
INV. IN 2075.7 (F2-G1)
8.4't
GRATE INLET
INV. OUT 2075.6 (F1-F2)
RIM 2079.6
F3
12+53
INV. IN 2076.6 (F3-F4)
3.2't
CURB INLET
INV. OUT 2076.5 (F2-F3)
RIM 2080.8
F4
12+60
INV. OUT 2076.6 (F3-F4)
4 2'f
CURB INLET
RIM 2084.0
G1
11+50
INV. OUT 2077.2 (F2-G1)
6.8't
GRATE INLET
RIM 2088.0
H1
10+28
INV. OUT 2083.8 (E2-H1)
4.2't
CURB INLET
RIM 2089.0
11
10+48
INV. OUT 2082.5 (E3-11)
6.5't
CURB INLET
RIM 2089.0
11
10+44
INV. OUT 2081.5 (E4-J1)
7.5't
CURB INLET
PROPOSED CONNECTION INTO EXISTING STORM
STRUCTURE
EX. TOP: 2088.2
EX. 15" INV. IN: 2082.6
PROP. 15" INV. OUT. 2082.5
� l L
074 � NOTE:
,� 2090.E /,- CONTRACTOR TO VERIFY LOCATION/INVERTS
\ \ PRIOR TO ORDERING MATERIALS.
PROPOSED CONNECTION INTO EXISTING STORM EXISTING FLOODPLAIN (TYP) 11
STRUCTURE
EX. TOP: 2087.6
PROP 15" INV OUT 2083 8 N H1 E3
2, --
NOTE: 89. 2089.E -100-
20
CONTRACTOR TO VERIFY LOCATION/INVERTS E2
PRIOR TO ORDERING MATERIALS.
2 92 �� -2-088 888 2 -
PROPOSED RIP RAP APRON El'
LENGTH: 10' 0 20
PROPOSED CONNECTION INTO EXISTING STORM
STRUCTURE
EX. TOP: 2087.9
EX. 18" INV. IN: 2081.6
PROP. 24" INV. OUT. 2081.5
(� - ,� • NOTE: \ C
CONTRACTOR TO VERIFY LOCATION/INVERTS
PRIOR TO ORDERING MATERIALS. j F,
J1 �� 2089.E
V _(E4
E5
��- �mqm-�mm�� -7.
l==ec 2088a- `
- -- \ BC 2W. j� \
F4 C �♦ �� E6
O
BC 081.3
_ -
WIDTH AT FES: 7.5'
F3 _ BC 2083.3 TB 2089.0
WIDTH AT END: 12.5' \ Cy 17 2075.2 BC 2081. % A zo A
THICKNESS: 18" C � 2074.8 208,5 �_BC 2081.2
STONE CLASS: B � -
(SEE DETAIL D4.02) 2c �� BC 2081.E / �� 2083.1
�
75 7 --BC 2086.0
_ _-BC 2084.9 /
PROPOSED 1' CONTOURS (TYP)
75_I 20as;i
BC 2oss.s
EXISTING 1' CONTOURS 2080� F- � � � � � � � � � � \ G1
( ).ABC 2086.E 208s.3
\/
(A ���� 2076
• 2o7s. 1
PROPOSED RIP RAP APRON F1' 00 F1
LENGTH: 26.5' s.8 2075.4
WIDTH AT FES: 6' 2085 •
WIDTH AT END: 28.5'O
THICKNESS: 18" 2075.3 1
STONE CLASS: 2 - 2081 s
(SEE DETAIL D4.02) vo - AI 2o7s.6
PROPOSED GRATE INLET \ / -
(TYP) (SEE DETAIL D4.04) 1 /
\\
i
PROPOSED STORM PIPE (TYP) �,076 7 2085
(SEE TABLE AND DETAIL D4.01) 2076.8
2
. B1
A5
2076.2
I
el
C
2085
A2
6 \\ A3 - 2085 .
2078.5 - - - A4
EXISTING FLOODWAY (TYP) Al
lad
2076.8
2085
PROPOSED RIP RAP APRON 'Al' N 3
LENGTH: 10' 3 ��
WIDTH AT FES: 6' -
WIDTH AT END: 12' V), 1\6076.9
2078.31
THICKNESS: 18" - � 3 �� �i I I 2076.7
STONE CLASS: B o77.3 77.7 2076. C 2084.5
<� (SEE DETAIL D4.02) \\ 2085
�82-4 1 207'7.3
Aa
207.7 Cl07- C2 C3 C4
$S SS $$ $$ o SS
•
1
(� 20 1
f
PROPOSED RIP RAP APRON 'Cl'-
_ 086.5 LENGTH: 10' (- S
WIDTH AT FES: 4.5' 20
,78s
2087.4 � 201 WIDTH AT END: 11.5'
THICKNESS: 18" 0 � 77.9�7 078.2
STONE CLASS: B
(SEE DETAIL D4.02) 0 C/0000
2085-
,C
I,
� I �IIII I� �
2079 079. 2079.E
>J7
PIPE TABLE
(SLOPES BASED ON 2D LENGTH TO INSIDE EDGES)
PIPE NAME
SIZE
LENGTH
SLOPE
MATERIAL
Al -A2
18"
80'
0.8%
HDPE
A2-A3
18"
111'
1.0%
HDPE
A3-A4
18"
67'
1.0%
HDPE
A4-A5
18"
27'
1.0%
HDPE
131-132
18"
25'
1.0%
HDPE
132-63
18"
153'
4.0%
HDPE
133-64
18"
73'
2.3%
HDPE
Cl-C2
18"
92'
1.0%
HDPE
C2-C3
18"
111'
1.0%
HDPE
C3-C4
18"
111'
1.0%
HDPE
D1-D2
24"
88'
0.6%
HDPE
D2-D3
24"
111'
0.6%
HDPE
D3-D4
24"
111'
0.6%
RCP
D4-D5
18"
89'
0.6%
RCP
D5-D6
18"
57'
5.0%
HDPE
D6-D7
18"
59'
5.5%
HDPE
El-E2
24"
106'
1.0%
HDPE
E2-E3
24"
77'
1.0%
HDPE
E2-H1
15"
25'
31.4%
HDPE
E3-E4
24"
127'
1.0%
HDPE
E3-11
15"
44'
13.1 %
HDPE
E4-E5
24"
111'
3.9%
HDPE
E4-J1
24"
41'
8.4%
HDPE
E5-E6
24"
187'
3.3%
HDPE
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24"
103'
0.6%
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24"
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24"
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LENGTH: 10'
WIDTH AT FES: 6' - -2085-
2079.5
WIDTH AT END: 12'
THICKNESS: 18"
PROPOSED CONTROL STRUCTURE
(SEE DETAIL D4.09)
PROPOSED BIO-RETENTION CELL
(SEE DETAIL D4.07 & D4.08) \
v'
PROPOSED CROSSING OF EXISTING WATER LINE
\ (CONTRACTOR TO VERIFY LOCAl10N/DEPTH)
\ / PROPOSED STORM STRUCTURE TO CUT INTO
EXISTING CPP PIPE (SEE DETAIL D4.03)
NOTE:
i e CONTRACTOR TO VERIFY LOCATION/INVERTS
PRIOR TO ORDERING MATERIALS.
2090.9/
B3
EXISTING 15" STORM PIPE
*00
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EX. TOP:
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EX. 6" INV. IN:
2093.3
EX. 12" INV. IN:
2088.0
PROP. 15" INV. OUT.
2088.0
NOTE:
CONTRACTOR TO VERIFY
LOCATION/INVERTS
PRIOR TO ORDERING MATERIALS.
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DEVELOPMENT DATA
OWNER/DEVELOPER:
CONTACT:
CIVIL ENGINEER:
CONTACT:
SURVEYOR:
CONTACT:
PROJECT DATA
VICINITY MAP
(NOT TO SCALE)
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CURTIS MONTEITH
[phone]
CIVIL DESIGN CONCEPTS, P.A.
168 PATTON AVENUE
ASHEVILLE, NC 28801
GREGORY HOFFMAN, P.E.
[phone]
AVIOIMAGE MAPPING SERVICES
4600 LEBANON ROAD, SUITE C
CHARLOTTE, NC 28227
PIN: 7559-23-1452
ADDRESS: 159 UNIVERSITY WAY, CULLOWHEE
DEED BOOK/PAGE: 427/399
SITE ACREAGE: 196.50 ACRES
ZONING: COMMERCIAL
DISTURBED AREA: 9.74 AC
IMPERVIOUS CALCULATIONS:
IMPERVIOUS PERVIOUS
PRE -DEVELOPMENT: 8.7 ACRES (18.5%) 38.3 ACRES (81.5%)
POST -DEVELOPMENT: 9.1 ACRES (19.4%) 37.9 ACRES (80.6%)
"DOES NOT EXCEED 24% BUILT UPON (IMPERVIOUS AREA)"
SOILS: BkC2, Ud, UfB, W
SOIL GROUP: A & C
STORM LEGEND
EXISTING STORM PIPE
■ ■
EXISTING STORM STRUCTURE
�II�
PROPOSED STORM PIPE
■ ■
PROPOSED ROOF LEADER COLLECTOR
--------------
PROPOSED HEADWALL
L
PROPOSED CURB INLET STRUCTURE
PROPOSED JUNCTION BOX
O 13
PROPOSED FLARED END SECTION
1
PROPOSED RIP -RAP APRON
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FINE GRADING & STORM
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DRAWN BY:
DNK
CDC
PROJECT NO.: 21943
STORM DRAINAGE PROFILES
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IN THE ABOVE PROFILES ARE BASED ON A 2D
LENGTH AND MEASURED FROM INSIDE WALL TO
INSIDE WALL OF STRUCTURES. CONTRACTOR
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DNK
CDC PROJECT NO.:
21943
SHEET
C403 I

\ SIDEWALK SURFACE
X X a X a
1 2
1/8" RADJ/ / JOINT
FILLER
TRANSVERSE EXPANSION JOINT
TRANSVERSE
EXPANSION JOINT
PROPOSED SIDEWALK
(CONC. 4000 P.S.I. MIN.)
GROOVE SURFACE VARIES --
JOINT (SEE PLAN) 1/2"/FT.
1 /4"/FT.
•
\-4" WASHED STONE BASE
TYPICAL SECTION
N.T.S.
ni Al\i \nr\Al
NOTES:
1. TRANSVERSE EXPANSION JOINTS TO BE A MAXIMUM OF 40 FEET.
2. ALL CONCRETE TO BE FINISHED WITH CURING COMPOUND.
3. A GROOVE JOINT 1" DEEP WITH 1/3" RADII SHALL BE REQUIRED IN THE CONCRETE SIDEWALK
AT 5' INTERVALS. ONE 1/2" EXPANSION JOINT WILL BE REQUIRED AT 40' INTERVALS. A 1/2"
EXPANSION JOINT WILL BE REQUIRED WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE.
4. 6"x6"/ 1.4x1.4 W.W.F. REQUIRED IN ALL SIDEWALKS.
2" LIFTS OF ASPHALT �
TYPE SF 9.5C TO MAT
EXISTING PAVEMENT
THICKNESS
STING B
DRY/
UNDISTURBED
EARTH
NOTE:
D2.01 SIDEWALK DETAIL
NOT TO SCALE
E'76N.7CSA_BCC
>n, �r XISTING BASE COURSE
COMPACTED . PROCTOR
2" MIN.
6" MIN.
TACK EXISTING PAVEMENT EDGE
WITH CRS—I OR CRS—II. PATCH
TO MATCH EXISTING PAVEMENT
---6" LIFTS OF SUITABLE
SOIL OR CABC AT
OPTIMUM I���III MOISTURE
COMPACTED
STANDARD PROCTOR
PROPOSED PIPE
1. EDGE TO BE SAWED WITH A CONCRETE SAW TO A NEAT SQUARED EDGE.
BROOMED CLEAN OF DUST BEFORE TACK COAT IS APPLIED.
2. EDGES TO BE TACKED WITH EMULSIFIED ASPHALT TACK CRS—I OR CRS—II
D2.03
ASPHALT DRIVE REPAIR DETAIL
NOT TO SCALE
N SF 9.5C ASPHALT
CABC STONE COMPACTED
TO 100% OF MAXIMUM
LABORATORY DRY DENSITY
(ASTM D 1557 OR AASHTO
T 180)
y\ COMPACTED
\,A SUBGRADE TO MINIMUM 98%
OF THE MAXIMUM DRY
DENSITY USING THE
MODIFIED PROCTOR TEST
E
TYPICAL LIGHT DUTY PAVEMENT CROSS SECTION
NOT TO SCALE
SEE PAVING DETAIL
ASPHALT-
TOOLED CONTRACTION
JOINTS @ 10' O.C.
r—► A
6" 1/2" RAID.
A I
2" RAD.
SECTION A —A
FG
6" MIN. COMPACTED ABC
COMPACTED SUBGRADE
COMPACTED CABC UNDER
PAVING
A
1/8" RAD. (TYP)
JOINT SEALER
JOINT FILLER 1/2
EXPANSION JOINTS Q 30' O.C.
AND ADJACENT TO ALL RIGID
OBJECTS
CONSTRUCTION NOTES:
1. CURB SHALL BE CONSTRUCTED WITH 4000 PSI CONCRETE
2. SURFACE SHALL BE GIVEN A LIGHT BROOM FINISH WITH THE BRUSH MARKS PARALLEL
TO THE CURB.
3. SUB —GRADE SHALL BE COMPACTED TO 98% OF MODIFIED PROCTOR TEST
4. CABC SHALL BE COMPACTED TO 100% OF MODIFIED PROCTOR TEST
D2.04 CONCRETE CURB & GUTTER (18 ") DETAIL
NOT TO SCALE
SITE DETAILS
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DRAWN BY: DNK
CDC PROJECT NO.: 21943
SHEET
C921

ALL NON-FERROUS UNDERGROUND LINES
OUTSIDE BUILDING FOOTPRINT SHALL BE
REQUIRED TO HAVE A MAGNETIC -TYPE
WARNING TAPE INSTALLED IN THE
BACKFILL AT LEAST 6" BELOW GRADE.
SPRINGLINE
00
w w
MIN. TRENCH WIDTH
(SEE TABLE)
FINAL BACKFILL
(SEE SPECIFICATION FOR
COMPACTION REQUIREMENT)
INITIAL BACKFILL
(COMPACTED TO 98%
OF STANDARD PROCTOR)
HAUNCH
(COMPACTED TO 98%
OF STANDARD PROCTOR)
BEDDING
(COMPACTED TO 98%
OF STANDARD PROCTOR)
SUITABLE
FOUNDATION
MINIMUM TRENCH WIDTHS
PIPE DIAMETER
MIN. TRENCH WIDTH
12"
30"
15"
34"
18"
39"
24"
48"
30"
56"
36"
64"
42"
72"
48"
80"
54"
88"
60"
96"
MAXIMUM COVER
PIPE
DIAMETER
CLASS
1
CLASS
II
CLASS
III
12"
43'
28'
20'
15"
43'
28'
20'
18"
43'
28'
20'
24"
34'
23'
17'
30"
34'
23'
17'
36"
34'
23'
16'
42"
34'
23'
16'
48"
31'
21'
15'
54"
31'
21'
15'
60"
31'
21'
15'
io I *ASSUMED PIPE BACKFILL IS PLACED AND
COMPACTED TO THE REQUIRED 98%
OF THE STANDARD PROCTOR
NOTES:
1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH LATEST EDITION OF ASTM D2321, "STANDARD PRACTICE FOR UNDERGROUND
INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS", AND THE PROJECT SPECIFICATIONS.
2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL, WHEN REQUIRED.
3. FOUNDATION: WHERE THE TRENCH IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH
SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM
MAY BE STABILIZED USING A GEOTEXTILE MATERIAL.
4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, II, OR, III. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO
ENGINEER. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4"(100 mm) FOR 12"-24" (100 mm - 600 mm);
6"(150 mm) FOR 30"-60" (750 mm - 900 mm).
5. HAUNCHING/INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I, II, OR III IN THE PIPE ZONE EXTENDING NOT LESS THAN 6" ABOVE CROWN
OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS
REQUIRED IN ASTM D2321, LATEST EDITION.
6. MINIMUM COVER: MINIMUM COVER, H, IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" FROM THE TOP OF PIPE TO GROUND
SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOTATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" UP TO 48"
DIAMETER PIPE AND 24" OF COVER FOR 54"-60" DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP
OF RIGID PAVEMENT. HEAVY CONSTRUCTION LOADS MAY REQUIRE ADDITIONAL COVER TO PROTECT THE PIPE. CONTRACTOR TO VERIFY THAT
CONSTRUCTION LOADS WILL NOT DAMAGE INSTALLED PIPES AND PROTECT INSTALLED PIPES IF REQUIRED.
7. MAXIMUM COVER: MAXIMUM COVER SHALL BE MEASURED FROM THE FINISHED SURFACE OF THE GROUND TO THE TOP OF THE PIPE, AND SHALL BE
LESS THAN THE MAXIMUM VALUES SHOWN IN THE CHART WITHIN THIS DETAIL.
D4.01 HDPE TRENCH INSTALLATION DETAIL
NOT TO SCALE
SHALLOW TYPE INTERMEDIATE TYPE (4'X4' INTERIOR)
(5 FEET OR LESS IN DEPTH) (5 FEET TO 20 FEET IN DEPTH)
LLT
6" MIN
MIN. 6" WASHED
STONE BEDDING
SEE NOTE 'A'
p
w
w
26" x
w
O
O oz
STANDARD STANDARD
STEPS 16" STEPS 16" ON
ON CENTER CENTER
6" MIN.
MIN. 6" WASHED
STONE BEDDING
REINFORCED
CONCRETE SLAB
\,\
48"
MIN. 6" WASHED
STONE BEDDING
QD
6" MIN.
MIN. 6" WASHED
STONE BEDDING
SEE NOTE 'A'
O
N
26"
0
48"
0
NOTE
'A'
C°
FOR
CURB INLET:
FRAME,
GRATE &
HOOD PER
D.O.T. STD. 840.03E
FOR
GRATE INLET:
FRAME,
GRATE &
HOOD PER
D.O.T. STD. 840.16
FOR
JUNCTION BOX:
FRAME
& COVER
PER D.O.T.
STD. 840.54
FOR
CONVEX INLET:
FRAME,
GRATE &
HOOD PER
NEENAH CONVEX
INLET GRATE R-2577
NOTES: 60
1. CONCRETE SHALL BE 4000 PSI MIN. FOR ALL PRECAST
CONCRETE CATCH BASINS.
6 SLAB THICKNESS
2. PRECAST CONCRETE STRUCTURES MAY ONLY BE INSTALLED AND REINFORCEMENT
TO DEPTHS CERTIFIED AS ACCEPTABLE BY THE o I�
MANUFACTURER. C° 36> FOR SOIL AND
�--. TRAFFIC LOADING BY
3. "WAFFLE" BOXES ARE ACCEPTABLE FOR SHALLOW TYPE m AN ENGINEER
CATCH BASINS UP TO 10' DEEP PER D.O.T.
4. PRECAST CONCRETE CATCH BASINS SHALL CONFORM TO N SLAB DETAIL
NCDOT STD. 840.02.
PRECAST CONCRETE CATCH BASIN DETAILS FOR
D4.04 GRATE INLETS, CURB INLETS, AND JUNCTION BOXES
NOT TO SCALE
N]
PIPE OUTLET TO FLAT AREA
NO WELL-DEFINED CHANNEL
PIPE OUTLET TO
WELL-DEFINED CHANNEL
PLAN
La
La o
FILTER BLANKET FILTER BLANKET
SECTION AA SECTION AA
NOTES:
1. La IS THE LENGTH OF THE RIP RAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6" (MINIMUM IS
24" DEEP IF STONE IS CLASS II)
3. IN A WELL-DEFINED CHANNEL, EXTEND THE APRON UP THE CHANNEL BANKS TO AN
ELEVATION OF 6" ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE TOP OF THE WATT
BANK, WHICHEVER IS LESS. MOR
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED BETWEEN THE RIP RAP
AND SOIL FOUNDATION.
5. COMPACT ANY REQUIRED FILL TO DENSITY OF SURROUNDING UNDISTURBED MATERIAL.
6. RIP RAP MAY BE FIELDSTONE OR ROUGH QUARRY STONE AND SHALL BE HARD.
ANGULAR AND WELL -GRADED.
7. CONSTRUCT APRON AT ZERO GRADE. TOP OF RIP RAP SHALL BE LEVEL WITH THE
RECEIVING CHANNEL OR SLIGHTLY LOWER.
8. ALIGN APRON WITH RECEIVING CHANNEL OR STREAM. ASSURE APRON IS STRAIGHT
THROUGHOUT ITS LENGTH.
9. END WIDTH OF APRON TO BE EQUAL TO WIDTH OF RECEIVING CHANNEL.
RIP -RAP APRON
D4.02
NOT TO SCALE
STANDARD TYPE
(UP TO 20 FEET IN DEPTH)
STANDARD MANHOLE
RING AND COVER
STANDARD STEPS STANDAR
16" ON STEPS 1E
CENTERS CENTER
o TOP DESIGNED
N FOR HS-20 LOADING
O MAY BE FLAT OR
48" I.D. ECCENTRIC CONE
MIN.
5 a PLASTIC CEMENT PUTTY OR
OBUTYL RUBBER JOINTS
BRICK AND MIN. 6" THICK WASHED
MORTAR INVERT STONE BEDDING
FLAT TOP DETAIL
58" DIA.
BRICK AND
MORTAR INVERT
NOTE:
SEE TYPICAL CATCH BASIN
DETAIL FOR TYPICAL STORM
STRUCTURE NOTES
AAAT(H (;RATF/AAANIHnI F T()
TO CREATE FLOW LINE
NOTE:
CONTRACTOR TO VERIFY ALL ELEVATIONS AND EXISTING PIPE SIZES AND DEPTHS
PRIOR TO CONSTRUCTION. REVIEW ALL INFORMATION AND DATA WITH ENGINEER FOR
APPROVAL BEFORE ORDERING OR INSTALLING PROPOSED STRUCTURES OR PIPE.
INSTALLATION OF DRAINAGE
D4.03 STRUCTURE OVER EXISTING PIPE
NOT TO SCALE
DEEP TYPE
(OVER 20 FEET IN DEPTH)
STANDARD MANHOLE
RING AND COVER
60" I.D.
MIN.
6"
PRECAST CONCRETE MANHOLE
D4.05 ROUND STORM STRUCTURE
NOT TO SCALE
TOP DESIGNED
FOR HS-20 LOADING
MAY BE FLAT OR
ECCENTRIC CONE
PLASTIC CEMENT PUTTY OR
BUTYL RUBBER JOINTS
MIN. 6" THICK WASHED
STONE BEDDING
FLAT TOP DETAIL
70" DIA.
INCOMING
FLARED END
SECTION MATERIAL
TO MATCH MATERIAL
OF INCOMING PIPE
GENERAL NOTES FOR STORM
1.
ALL STORM INSTALLATION ON THIS SITE MUST BE AUTHORIZED BY PERMITS ISSUED BY
NCDENR. ALL SITEWORK SHALL BE IN ACCORDANCE WITH ALL LOCAL, STATE, AND
NATIONAL REGULATORY STANDARDS AND ALL REQUIREMENTS IN THE PROJECT TECHNICAL
SPECIFICATIONS.
2.
CONTRACTOR TO VERIFY WITH ENGINEER THAT THE REQUIRED STORMWATER, AND
ASSOCIATED NON -GRADING PERMITS HAVE BEEN OBTAINED PRIOR TO BEGINNING
CONSTRUCTION.
3.
ALL CONSTRUCTION SHALL BE UNDER THE INSPECTION OF THE ENGINEER, THE OWNER, AND
NCDENR. THE CONTRACTOR SHALL NOTIFY THE ENGINEER 72 HOURS PRIOR TO BEGINNING
WORK. ANY WORK COVERED PRIOR TO ENGINEER'S INSPECTION IS SUBJECT TO UNCOVERING
D DRAINAGE
AND BACKFILLING AT THE CONTRACTOR'S EXPENSE.
RE PER
TIONAL STANDARDS 4.
ALL WORK MUST BE PERFORMED BY A NORTH CAROLINA LICENSED CONTRACTOR.
5.
CONTRACTOR IS RESPONSIBLE FOR LOCATING AND VERIFYING THE EXACT LOCATION AND
ELEVATION FOR ALL UTILITIES PRIOR TO CONSTRUCTION; AND TO NOTIFY ENGINEER OF ANY
CONFLICTS OR DISCREPANCIES. THE LOCATION OF SOME UTILITIES SHOWN ON THE PLANS
HAVE BEEN APPROXIMATED. ALL BURIED UTILITIES HAVE NOT BEEN SHOWN ON THE PLANS
AND IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THEIR LOCATION PRIOR TO
CONSTRUCTION.
6.
PROTECT EXISTING SITE FEATURES (SHOWN TO REMAIN) AND NEWLY COMPLETED WORK
DURING CONSTRUCTION. ANY DAMAGE INCURRED DURING OR RESULTING FROM
CONSTRUCTION ACTIVITY IS THE RESPONSIBILITY OF THE CONTRACTOR AND IS TO BE
REPAIRED IN ACCORDANCE WITH APPLICABLE STANDARDS OF APPROPRIATE AGENCIES, AS
WELL AS THE PROJECT PLANS AND SPECIFICATIONS, AT THE CONTRACTOR'S EXPENSE.
7.
THE CONTRACTOR IS TO NOTIFY ALL UTILITY COMPANIES AT LEAST 72 HOURS BEFORE
CONSTRUCTION ACTIVITY IS TO BEGIN. THE CONTRACTOR SHALL NOTIFY NC ONE CALL AT
811, 48 HOURS BEFORE CONSTRUCTION BEGINS. NOTIFY THE ENGINEER AT LEAST 72
HOURS BEFORE STARTING CONSTRUCTION ACTIVITIES.
IG PIPE 8•
EROSION CONTROL IS FIELD PERFORMANCE BASED AND CONTRACTOR SHALL INSTALL AND
)LAIN
MAINTAIN ANY EROSION CONTROL MEASURES NECESSARY TO ASSURE MAXIMUM
PROTECTION OF THE SITE. CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL
MEASURES REQUIRED TO CONTROL SEDIMENT DURING INSTALLATION ALL STORM PIPES AND
APPURTENANCES..
9.
CONTRACTOR IS RESPONSIBLE FOR INSTALLING, MAINTAINING, AND REMOVING ALL
NECESSARY EROSION AND SEDIMENTATION CONTROL MEASURES.
10.
THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ADJUSTMENT OF ALL
UTILITY SURFACE ACCESSES WHETHER THE CONTRACTOR PERFORMS THE WORK OR A
UTILITY COMPANY PERFORMS THE WORK.
11.
ALL HIGH DENSITY POLYETHYLENE (HDPE) CORRUGATED STORM SEWER DETENTION PIPE
SHALL BE TYPE "S" HANCOR SURELOK ADSN12 OR APPROVED EQUIVALENT WITH WATER
TIGHT JOINTS MEETING AASHTO M252, M294 OR MP7. ALL HDPE PIPE IS TO BE INSTALLED
ACCORDINGLY TO MANUFACTURERS SPECIFICATIONS AND IN ACCORDANCE WITH ASTM D2321
WITH THE EXCEPTION THAT MINIMUM COVER IN TRAFFIC LOAD AREA SHALL BE 24" FOR
4"-48" AND 18" FOR 60". PIPE MATERIAL SHALL MEET THE PRODUCT SPECIFICATIONS OF
ASTM F667 AND SHALL HAVE A SMOOTH WALL INTERIOR. FOR ALL STORM SYSTEMS, WORK
MUST BEGIN AT THE LOW POINT OF THE SYSTEMS. NOTIFY THE ENGINEER IMMEDIATELY OF
ANY VARIANCES FROM EXPECTED CONDITIONS.
12.
CURB INLET FRAME, GRATE AND HOOD SHALL CONFORM TO NCDOT 840.03E. DROP INLET
FRAME AND GRATE SHALL CONFORM TO NCDOT 840.16. FIELD INLET COVER SHALL
CONFORM TO NCDOT STANDARD DETAIL 840.03, OPENING FACING UPSTREAM. MANHOLE
RING AND LID TO CONFORM TO NCDOT 840.54. OPEN THROAT INLETS TO CONFORM TO
NCDOT 840.04 WITH A MANHOLE RING AND LID INSTALLED IN THE TOP FOR ACCESS TO
THE STRUCTURE. SET ACCESS POINT ADJACENT TO A STRUCTURE WALL AS TO ALLOW
ACCESS TO STEPS.
13.
CONCRETE AND MASONRY SHALL MEET THE REQUIREMENTS OF APPROPRIATE SECTION OF
NCDOT STANDARD SPECIFICATIONS FOR ROAD AND STRUCTURES (LATEST EDITION).
CONCRETE SHALL BE CLASS A OR B, 4000 PSI MINIMUM, MEETING THE REQUIREMENTS OF
SECTION 900, CONSTRUCTED IN ACCORDANCE WITH SECTION 825. MASONRY SHALL MEET
THE REQUIREMENTS OF SECTION 940, CONSTRUCTED IN ACCORDANCE WITH SECTION 830
AND/OR 834.
14.
TRENCH BACKFILL AND COMPACTION TESTING SHALL BE PERFORMED BY A CERTIFIED SOILS
LABORATORY UNDER ALL PAVED AREAS.
15.
COMPACTION REPORTS MUST BE PROVIDED TO OWNER INDICATING THAT FILL HAS BEEN
COMPACTED TO NOT LESS THAN 95% MAXIMUM DENSITY (STANDARD PROCTOR).
PLAN
ELEVATION
NOTES:
1. THE DIMENSION OF THE THE FLARED END
SECTION SHALL BE PER MANUFACTURER'S
SPECIFICATIONS.
2. THE SKIRT SECTION OF THE FLARED END
SECTION SHOULD BE JOINED TO THE INCOMING
PIPE PER MANUFACTURER'S SPECIFICATIONS.
PIPE OUTLET TO
WELL-DEFINED CHANNEL
PLAN
La
La
00
71V
FILTER BLANKET FILTER BLANKET
SECTION AA SECTION AA
NOTES:
1. La IS THE LENGTH OF THE RIP RAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6" (MINIMUM IS
24" DEEP IF STONE IS CLASS 11)
3. IN A WELL-DEFINED CHANNEL, EXTEND THE APRON UP THE CHANNEL BANKS TO AN
ELEVATION OF 6" ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE TOP OF THE
BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED BETWEEN THE RIP RAP
AND SOIL FOUNDATION.
5. COMPACT ANY REQUIRED FILL TO DENSITY OF SURROUNDING UNDISTURBED MATERIAL.
6. RIP RAP MAY BE FIELDSTONE OR ROUGH QUARRY STONE AND SHALL BE HARD.
ANGULAR AND WELL -GRADED.
7. CONSTRUCT APRON AT ZERO GRADE. TOP OF RIP RAP SHALL BE LEVEL WITH THE
RECEIVING CHANNEL OR SLIGHTLY LOWER.
8. ALIGN APRON WITH RECEIVING CHANNEL OR STREAM. ASSURE APRON IS STRAIGHT
THROUGHOUT ITS LENGTH.
9. END WIDTH OF APRON TO BE EQUAL TO WIDTH OF RECEIVING CHANNEL.
FLARED END SECTION WITH
D4.06 RIP -RAP APRON
NOT TO SCALE
STORM DRAINAGE DETAILS
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CDC PROJECT NO.:
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SHEET
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NORTH
a
a
PROPOSED 10' WIDE BERM
ELEV: 2086.00
a
CO
O
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PROPOSED OPEN THROAT
CONTROL STRUCTURE "A5"
O
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10.0'
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2087
i
2086
2085
—2084
80.0'
PROPOSED RIP R/
LENGTH:
WIDTH AT FES:
WIDTH AT END:
THICKNESS:
STONE CLASS:
R°
�o
PROPOSED 2-4" PERFORATED
UNDERDRAINS WITH CLEANOUTS
2084
2085
2086
a
-2086
2085 —
a a
a
D4.o� BIORETENTION CELL PLAN
SCALE: 1 "=10'
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PROPOSED CLEANOUT (TYP)
a a
GRAPHIC SCALE
10 0 5 10 20 40
( IN FEET )
1 inch = 10 ft.
FESCUE/BLUEGRASS MIX SOD TO BE PLACED ON SURFACE. CONTRACTOR IS
RESPONSIBLE FOR OBTAINING FESCUE/ BLUEGRASS SOD AND ASSOCIATED
FERTILIZATION BASED UPON SITE SPECIFIC SOIL TYPE AND SEASONAL
CONDITIONS. SOD SHALL NOT BE GROWN IN CLAY SOIL. CONTRACTOR SHALL
SUBMIT FESCUE/BLUEGRASS SOD DATA FOR REVIEW AND RECEIVE
APPROVAL PRIOR TO ORDERING THE MATERIAL. CONTRACTOR SHALL
INSTALL SOD PER MANUFACTURER'S REQUIREMENTS.
10' WIDE BERM
ELEV. 2086.0
CLEAN OUT PIPE TO
BE CAPPED (TYP)
3• �
-------------------
2.5',
TOP OF STONE ELEVATION: 2081.5
......................................................................................................................
ELEVATION: 2080.83
25 YR. STORM ELEVATION: 2085.90
------------------------------
SURFACE ELEVATION: 2084.00
%/ %/ %/ %/� // // //N\/j/ i\
4" PERFORATED UNDERDRAIN/� 8" OF WASHED #57
STONE
ASHTO M26�8 CLASS 2 NON -WOVEN UNDERDRAIN OUTLET TO
CONNECT INTO STRUCTURE
GEOTEXTILE FILTER FABRIC
TEE W/ PIPE STUBBED TO 18'
BELOW PLANTING SURFACE
D4.08 BIORETENTION CELL CROSS SECTION
NOT TO SCALE
30" OF FILL SOIL MEDIA MIX*:
80% MEDIUM TO COARSE SAND
10% FINES
10% ORGANIC
* CONTRACTOR TO ENSURE MIX HAS A
P-INDEX OF 30.
* CONTRACTOR TO CONSULT WITH ENGINEER
FOR ANY MEDIA ALTERNATIVES
* CONTRACTOR SHALL NOT USE
MECHANICAL COMPACTION
EIR ELEV.=2085.5
3'• � ;�/jam/jam/jam%
---- i</j �/j✓j✓jam
OPEN THROAT CONTROL
1'.,5' STRUCTURE "A5"
INV.: 2082.5
INV.: 2080.83
---------- ------
INV = 2080.0 END CAP FOR MAINTENANCE
BIO-RETENTION CELL
FEATURE
SIDE SLOPES
TOP ELEV
SOD ELEV
SURFACE
(FT)
(FT)
BERM (FT)
(FT)
AREA (MEDIA
PLANTING PLAN
FOOTPRINT)(SF)
1
3:1
2086.0
2084.0
4,320
SOD
PRECAST OR 8" BR
W/ 1/2" 1:2 MORT,
ON OUTSIDE AND II`
NOTE:
CORE OPENINGS TO ACCOMMODATE PROPOSED PIPES. (REFER TO PLAN
SHEET FOR SIZE AND LOCATION OF PIPE)
D4.09 OPEN THROAT CONTROL STRUCTURE 'A5' DETAIL
NOT TO SCALE
BIORETENTION CELL DETAILS
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DRAWN BY:
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CDC PROJECT NO.:
21943
SHEET
C942

NORTON ATHLETIC FIELDS
STORMWATER CALCULATIONS
MARCH 9th, 2020
PREPARED FOR:
WESTERN CAROLINA UNIVERSITY
3476 OLD CULLOWHEE ROAD
CULLOWHEE, NC 28723
CURTIS MONTEITH
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Norton Athletic Fields
CDC Project No.: 21943
CDCS.-T.
Concepts, PA
TABLE OF CONTENTS
1. Stormwater Narrative
2. Drainage Area Maps
• Bioretention Cell Drainage Area Bulletin
3. Stormwater Control Measures
• HydroCAD Report
4. Pipe Network Calculations
• 25 Year Event
5. Pipe Outlet Protection
6. NRCS Soil Report
7. Figures
• USGS Topo Map
• FEMA FIRMette Map
• NOAA Precipitation Tables
Mailing Address: P.O. Box 5432, Asheville, NC 28813
168 Patton Avenue Asheville, NC 28801 52 Walnut Street — Suite 9, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

MCConcepts, PA
STORMWATER NARRATIVE
General
Norton Athletic Fields is located on a 9.74-acre part of an overall 196.50-acre parcel (PIN#
7559-23-1452) located in Cullowhee, NC, on University Way at Western Carolina University.
The project area consists of an existing residence hall, parking lots, sports fields and associated
grass with occasional trees. The predevelopment impervious total is approximately 18.5%.
The proposed development will be constructed in 1 phase and consists of 2 football fields, 2
soccer fields, and a hammer throw field and additional parking. A sidewalk has been proposed to
access this area from the parking lots. The post project impervious total is approximately 19.4%.
Storm Drainage
Elevations make treating the proposed parking lot difficult; therefore, it is more feasible to treat
existing parking located at a higher elevation. The existing parking lot is currently untreated. The
amount of existing parking lot to be treated is approximately triple the surface area of the
proposed parking lot.
The proposed stormwater runoff will be collected via, grate inlets, open throat structures, and
conveyed through storm pipes into a bioretention pond. This pond is sized to treat the runoff
volume for the 1" storm event. Permanent stormwater conveyance pipes were sized based on the
25-year storm event.
Mailing Address: P.O. Box 5432, Asheville, NC 28813
168 Patton Avenue, Asheville, NC 28801 52 Walnut Street — Suite 9, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

Drainage Area Maps:

PROPOSED UNTREATED IMPERVIOUS
(17,090 SF/0.39 AC.) (BLUE)
f 2d85
co
r �o i
_ Ln 00-_ c
�J, 0 N - - 1 0
I ,
I
�f
Ln
0 00
o 0
c� N
Ln � EXISTING FLOODWAY (TYP)
cc o
1 1 N
N
o
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-
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x �
—1 /r !� ` —
J\
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— C-C77777777—
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_I
NORTON ATHLETIC FIELDS
I BIORETENTION CELL
"4DCDes - --'' DRAINAGE AREA BULLETIN
Design
Concepts, PA
NCBELS #: C-2184
MARCH 2O20

Stormwater Control Measures:

C__DCC
ivil
Design
Concepts, PA
WATER QUALITY CALCULATIONS
BASIN INFORMATION
SCM ID
Bio-Pond 1
Drainage Area (A)
2.04 acres
Impervious Area
1.19 acres
Percent Impervious (IA)
58.3%
Run-off coefficient (Rv)
0.58
WATER QUALITY VOLUME
Design Storm Depth (RD)
1 inches
Design Volume Required (DV)
4258 cu ft
BIORETENTION CELL
SCM CONFIGURATION
Ponding Depth
12
inches
Design Ponding Area
4258
sq ft
Pond Area Provided
4320
sq ft
Volume provided (V)
14,227
cu ft
Media Infiltration Rate
2
in/hr
Drawdown Time (T)
6
hours
UNDERDRAIN SIZE
Underdrain Flow Rate
0.659 cu ft/s
Design Flow Rate (Q)
6.587 cu ft/s
Manning's Roughness (n)
0.011
Minimum Pipe Diameter (D)
2.85 inches
Pipe Diameter Selected
4.0 inch
Number of Pipes Required
2
Norton Athletic Fields
CDC Project No.: 21943
Rv = 0.05 + 0.90A)
DV = 3630 * RD * RV * A
Maximum Depth = 12"
DA = DV / Pond Depth * 12
From HydroCAD Report
From HydroCAD Report
Estimated Rate
Maximum of 2 Days
Rate = V / (T * 3600)
Factor of Safety = 10
Perforated PVC Pipe
Minimum Slope of 0.5%
Minimum Diameter = 4"
See Note Below
Notes:
Number of pipes from NCDEQ Stormwater Design Manual section A-4 Table 1 & 2
Issued 3/6/2020

2S )�
Post Development 1 -
Managed
Subcat Reach on Link
Bioretention BMP 1

2020-03-02- BioCell
Prepared by {enter your company name here} Printed 3/6/2020
HydroCAD® 10.00-12 s/n 04679 ©2014 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(sq-ft) (subcatchment-numbers)
37,230 79 50-75% Grass cover, Fair, HSG C (2S)
51,682 98 Paved parking, HSG C (2S)
88,912 90 TOTAL AREA

2020-03-02- BioCell
Prepared by {enter your company name here} Printed 3/6/2020
HydroCAD® 10.00-12 s/n 04679 ©2014 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(sq-ft) Group Numbers
0
HSG A
0
HSG B
88,912
HSG C 2S
0
HSG D
0
Other
88,912
TOTAL AREA

2020-03-02- BioCell
Prepared by {enter your company name here} Printed 3/6/2020
HydroCAD® 10.00-12 s/n 04679 ©2014 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Sut
(sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Nur
0 0 37,230 0 0 37,230 50-75% Grass
cover, Fair
0 0 51,682 0 0 51,682 Paved parking
0 0 88,912 0 0 88,912 TOTAL AREA

2020-03-02- BioCell Type 1124-hr 1-year Rainfall=2.78"
Prepared by {enter your company name here} Printed 3/6/2020
HydroCAD® 10.00-12 s/n 04679 ©2014 HydroCAD Software Solutions LLC Page 5
Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2S: Post Development 1 - Runoff Area=88,912 sf 58.13% Impervious Runoff Depth=1.78"
Tc=5.0 min CN=90 Runoff=6.56 cfs 13,212 cf
Pond 3P: Bioretention BMP 1 Peak Elev=2,085.51' Storage=11,476 cf Inflow=6.56 cfs 13,212 cf
Outflow=0.10 cfs 1,790 cf
Total Runoff Area = 88,912 sf Runoff Volume = 13,212 cf Average Runoff Depth = 1.78"
41.87% Pervious = 37,230 sf 58.13% Impervious = 51,682 sf

2020-03-02- BioCell Type // 24-hr 1-yearRainfa/1=2.78"
Prepared by {enter your company name here) Printed 3/6/2020
HydroCADO 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 2S: Post Development 1 - Managed
Runoff = 6.56 cfs @ 11.96 hrs, Volume= 13,212 cf, Depth= 1.78"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-year Rainfall=2.78"
Area (sf) CN Description
51,682
98 Paved parking, HSG C
37,230
79 50-75% Grass cover, Fair, HSG C
88,912
90 Weighted Average
37,230
41.87% Pervious Area
51,682
58.13% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post Development 1 - Managed
Hydrograph
III LI I LI L
7 I I I I I I I I 6.56
6 I I I I I I I I I I 1 1 1 1 1 1 1 1 1 11 �y�e�r+ F�ainf�l�=2�7$'t
5 fi l fi l �I 1� IulI, �1S#
L I I
4 Runoff Depth=1.78"
LL
IIIIIIII IIIIIII�L��
3 ������� II IIIIIIIIIIIIIIDN��d
2 1-1 - I 1 1t-1 rl I-T I-T I rt I T I - I
TIM
I H 11 1 1 1 1 1 1 1 1 1 1 I H I 1 1
10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34
Time (hours)
■ Runoff

2020-03-02- BioCell Type 1124-hr 1-year Rainfall=2.78"
Prepared by {enter your company name here} Printed 3/6/2020
HydroCAD® 10.00-12 s/n 04679 ©2014 HydroCAD Software Solutions LLC Page 7
Summary for Pond 3P: Bioretention BMP 1
Inflow Area =
88,912 sf,
58.13% Impervious,
Inflow Depth = 1.78" for 1-year event
Inflow =
6.56 cfs @
11.96 hrs, Volume=
13,212 cf
Outflow =
0.10 cfs @
17.79 hrs, Volume=
1,790 cf, Atten= 99%, Lag= 349.9 min
Primary =
0.10 cfs @
17.79 hrs, Volume=
1,790 cf
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Peak Elev= 2,085.51' @ 17.79 hrs Surf.Area= 5,625 sf Storage= 11,476 cf
Plug -Flow detention time= 585.7 min calculated for 1,789 cf (14% of inflow)
Center -of -Mass det. time= 417.2 min ( 1,225.6 - 808.5 )
Volume Invert
Avail.Storage Storage Description
#1 2,080.83'
14,227 cf Custom Stage Data (Irregular)Listed below
Elevation Surf.Area
Perim. Voids Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft) (feet) (%) (cubic -feet) (cubic -feet)
(sq-ft)
2,080.83
4,320 268.0 0.0 0 0
4,320
2,080.84
4,320 268.0 40.0 17 17
4,323
2,081.49
4,320 268.0 40.0 1,123 1,140
4,497
2,081.50
4,320 268.0 25.0 11 1,151
4,500
2,083.99
4,320 268.0 25.0 2,689 3,840
5,167
2,084.00
4,320 268.0 100.0 43 3,884
5,170
2,085.00
5,160 292.0 100.0 4,734 8,617
6,275
2,086.00
6,072 316.0 100.0 5,610 14,227
7,475
Device Routing
Invert Outlet Devices
#1 Primary
2,080.00' 15.0" Round Culvert L= 145.0' Ke= 0.500
Inlet / Outlet Invert= 2,080.00' / 994.50' S= 7.4862 '/'
Cc= 0.900
n= 0.011, Flow Area= 1.23 sf
#2 Device 1
2,085.50' 4.0' long x 1.00' rise Sharp -Crested Rectangular Weir X 4.00
2 End Contraction(s) 1.0' Crest Height
Primary OutFlow Max=0.05 cfs @ 17.79 hrs HW=2,085.51' (Free Discharge)
L1=Culvert (Passes
0.05 cfs of 13.06 cfs potential flow)
L2=Sharp-Crested Rectangular Weir (Weir Controls 0.05 cfs @ 0.32 fps)

2020-03-02- BioCell Type // 24-hr 1-yearRainfa/1=2.78"
Prepared by {enter your company name here) Printed 3/6/2020
HydroCADO 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC Page 8
7
U
4
3
0
LL
3
2
fl
Pond 3P: Bioretention BMP 1
Hydrograph
i T I TI T Lt i Li T IT I T I T I T e Inflow
6.56 cfs i ❑ Primary
III Ii"'rea=88,91 �f
I I I I I I I I I I
1 IT IT I TI TI
1I '
IIIIIIIIII
IIIIIIIIII
1TTITIT
I I I Oda kl b6ij:��,O86.M 11
i T T Ttor�age=l f11,7�6��f1
ITITITI I-r MITI T 1
I I T I T I I I IMIIHI
IIIIIIIIIIIIIIIIIIIII
IIIIIIIIIIIIIIIIIIIIIII
TTTITTTTTITTI
0.10 cfs
10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34
Time (hours)

2020-03-02- BioCell Type 1124-hr 10-year Rainfall=4.68"
Prepared by {enter your company name here} Printed 3/6/2020
HydroCAD® 10.00-12 s/n 04679 ©2014 HydroCAD Software Solutions LLC Page 9
Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2S: Post Development 1 - Runoff Area=88,912 sf 58.13% Impervious Runoff Depth=3.57"
Tc=5.0 min CN=90 Runoff=12.60 cfs 26,439 cf
Pond 3P: Bioretention BMP 1 Peak Elev=2,085.78' Storage=12,981 cf Inflow=12.60 cfs 26,439 cf
Outflow=7.83 cfs 15,017 cf
Total Runoff Area = 88,912 sf Runoff Volume = 26,439 cf Average Runoff Depth = 3.57"
41.87% Pervious = 37,230 sf 58.13% Impervious = 51,682 sf

2020-03-02- BioCell Type 11 24-hr 10-year Rainfall=4.68"
Prepared by {enter your company name here) Printed 3/6/2020
HydroCADO 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 2S: Post Development 1 - Managed
Runoff = 12.60 cfs @ 11.96 hrs, Volume= 26,439 cf, Depth= 3.57"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=4.68"
Area (sf) CN Description
51,682
98 Paved parking, HSG C
37,230
79 50-75% Grass cover, Fair, HSG C
88,912
90 Weighted Average
37,230
41.87% Pervious Area
51,682
58.13% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post Development 1 - Managed
Hydrograph
14
t
F I
-r
�i
Runoff
13
1-1
IH
I-1
-
1 cfs I
LI
HI
HI
HI H 1-1I-Jylp� + �
12
11
H
Irt
I rt
I rt
t I
fi t
HI
HI
1 00- ela�i Fta it 60=-14 6�'t
10
1 1
1 I
I I
I I
I I I
I I
I I
I I
I Runoff Arga:�$81,912 of
9
IH
IH
I
1-+
+ I+-
I
HI
H njoT'Vpliu!ne7F61,439 F
U
oIff-1 ept -3.57„
Iglu
_o��
LL 6
1-4
IH
14
IH
H 1
-H
HI
H H 1-4 IH IH t*I
5
4
3
IH
IH
14
14
1
1
HI
HI
HI H IH 14 I H 14 1
2
IH
IH
17
17
T 1
HI
HI
HI H H 17 I H 17 1 T
0 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34
Time (hours)

2020-03-02- BioCell Type 1124-hr 10-year Rainfall=4.68"
Prepared by {enter your company name here} Printed 3/6/2020
HydroCAD® 10.00-12 s/n 04679 ©2014 HydroCAD Software Solutions LLC Page 11
Summary for Pond 3P: Bioretention BMP 1
Inflow Area = 88,912 sf, 58.13% Impervious, Inflow Depth = 3.57" for 10-year event
Inflow = 12.60 cfs @ 11.96 hrs, Volume= 26,439 cf
Outflow = 7.83 cfs @ 12.03 hrs, Volume= 15,017 cf, Atten= 38%,
Lag= 4.2 min
Primary = 7.83 cfs @ 12.03 hrs, Volume= 15,017 cf
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Peak Elev= 2,085.78' @ 12.03 hrs Surf.Area= 5,869 sf Storage= 12,981 cf
Plug -Flow detention time= 205.9 min calculated for 15,017 cf (57% of inflow)
Center -of -Mass det. time= 98.3 min ( 887.2 - 788.9 )
Volume Invert Avail.Storage Storage Description
#1 2,080.83' 14,227 cf Custom Stage Data (Irregular)Listed below
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store
Wet.Area
(feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet)
(sq-ft)
2,080.83 4,320 268.0 0.0 0 0
4,320
2,080.84 4,320 268.0 40.0 17 17
4,323
2,081.49 4,320 268.0 40.0 1,123 1,140
4,497
2,081.50 4,320 268.0 25.0 11 1,151
4,500
2,083.99 4,320 268.0 25.0 2,689 3,840
5,167
2,084.00 4,320 268.0 100.0 43 3,884
5,170
2,085.00 5,160 292.0 100.0 4,734 8,617
6,275
2,086.00 6,072 316.0 100.0 5,610 14,227
7,475
Device Routing Invert Outlet Devices
#1 Primary 2,080.00' 15.0" Round Culvert L= 145.0' Ke= 0.500
Inlet / Outlet Invert= 2,080.00' / 994.50' S= 7.4862 '/' Cc= 0.900
n= 0.011, Flow Area= 1.23 sf
#2 Device 1 2,085.50' 4.0' long x 1.00' rise Sharp -Crested Rectangular Weir X 4.00
2 End Contraction(s) 1.0' Crest Height
Primary OutFlow Max=7.78 cfs @ 12.03 hrs HW=2,085.78' (Free Discharge)
L1=Culvert (Passes 7.78 cfs of 13.41 cfs potential flow)
L2=Sharp-Crested Rectangular Weir (Weir Controls 7.78 cfs @ 1.78 fps)

2020-03-02- BioCell Type 1124-hr 10-year Rainfall=4.68"
Prepared by {enter your company name here) Printed 3/6/2020
HydroCADO 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC Page 12
Pond 3P: Bioretention BMP 1
Hfydrograph
14
t
T
12.60
T
cfs
FL Inflow
❑ Primary
13
I�
1� Infl��v�Ari�a8,�J'� 2'�s�f
12
I i i
—7 17 1
10
9
IT1T1T7.83cfs
T 1TITITITIT 1-1 1TITITIT
8-
7
IT ITT
"141TTT�-1"141TTT
3
0
" 6
IT 17ITI
T IT ITITITI TI T IT ITITIT
5
4
141414-I'
kI—�1T1-t-ITI�-1"1-41T1-�-I�
3
,
IT IT
T 17 ITITIT1 TI T 171TITIT
f
0 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34
Time (hours)

2020-03-02- BioCell Type 11 24-hr 25-year Rainfall=5.51 "
Prepared by {enter your company name here} Printed 3/6/2020
HydroCAD® 10.00-12 s/n 04679 ©2014 HydroCAD Software Solutions LLC Page 13
Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2S: Post Development 1 - Runoff Area=88,912 sf 58.13% Impervious Runoff Depth=4.37"
Tc=5.0 min CN=90 Runoff=15.22 cfs 32,376 cf
Pond 3P: Bioretention BMP 1 Peak Elev=2,085.90' Storage=13,654 cf Inflow=15.22 cfs 32,376 cf
Outflow=12.86 cfs 20,953 cf
Total Runoff Area = 88,912 sf Runoff Volume = 32,376 cf Average Runoff Depth = 4.37"
41.87% Pervious = 37,230 sf 58.13% Impervious = 51,682 sf

2020-03-02- BioCell Type 11 24-hr 25-year Rainfall=5.51 "
Prepared by {enter your company name here) Printed 3/6/2020
HydroCADO 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 2S: Post Development 1 - Managed
Runoff = 15.22 cfs @ 11.96 hrs, Volume= 32,376 cf, Depth= 4.37"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=5.51"
Area (sf) CN Description
51,682
98 Paved parking, HSG C
37,230
79 50-75% Grass cover, Fair, HSG C
88,912
90 Weighted Average
37,230
41.87% Pervious Area
51,682
58.13% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post Development 1 - Managed
Hydrograph
17
IT
IT
1
I IT
1
71
7-1
1 IT IT IT IT I IT
■ Runoff
16
15
I�
I�
15.22
cfs
14
1_4
1_4
14
14
-
14-1
TI
�-I
�45k-�el i F
13
12
1-1
L
I-i
Li
11
TI
TI
LI
ahr�fa��=�5a5�t�t
LRuPPffAr-qa:�-481,tl9-0
11
IT
IT
T
T
T
T1
T�r1°�IVI Iu"21°�"
10
9
Runoff-Depth-4.37"
-21
o
1-1I�
fi
T
T
�I
�I N 1-1I��
LL
I-4
14
14
H'
TI
H
H N 1-4 14
6
5
1-1U1-11-1
11TITLILI
a1-11-1I-i1-111
4
3
IT
IT
17
17
1
T 1
TI
TI
TI T IT IT I T 17 IT
I-f
1--�
I
T I
fit
t-I
t-1 N 1-1 I-f I I I t
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34
Time (hours)

2020-03-02- BioCell Type 11 24-hr 25-year Rainfall=5.51 "
Prepared by {enter your company name here} Printed 3/6/2020
HydroCAD® 10.00-12 s/n 04679 ©2014 HydroCAD Software Solutions LLC Page 15
Summary for Pond 3P: Bioretention BMP 1
Inflow Area =
88,912 sf,
58.13% Impervious,
Inflow Depth = 4.37" for 25-year event
Inflow =
15.22 cfs @
11.96 hrs, Volume=
32,376 cf
Outflow =
12.86 cfs @
12.00 hrs, Volume=
20,953 cf, Atten= 16%, Lag= 2.5 min
Primary =
12.86 cfs @
12.00 hrs, Volume=
20,953 cf
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Peak Elev= 2,085.90' @ 12.00 hrs Surf.Area= 5,979 sf Storage= 13,654 cf
Plug -Flow detention time= 180.0 min calculated for 20,953 cf (65% of inflow)
Center -of -Mass det. time= 79.0 min ( 862.3 - 783.3 )
Volume Invert
Avail.Storage Storage Description
#1 2,080.83'
14,227 cf Custom Stage Data (Irregular)Listed below
Elevation Surf.Area
Perim. Voids Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft) (feet) (%) (cubic -feet) (cubic -feet)
(sq-ft)
2,080.83
4,320 268.0 0.0 0 0
4,320
2,080.84
4,320 268.0 40.0 17 17
4,323
2,081.49
4,320 268.0 40.0 1,123 1,140
4,497
2,081.50
4,320 268.0 25.0 11 1,151
4,500
2,083.99
4,320 268.0 25.0 2,689 3,840
5,167
2,084.00
4,320 268.0 100.0 43 3,884
5,170
2,085.00
5,160 292.0 100.0 4,734 8,617
6,275
2,086.00
6,072 316.0 100.0 5,610 14,227
7,475
Device Routing
Invert Outlet Devices
#1 Primary
2,080.00' 15.0" Round Culvert L= 145.0' Ke= 0.500
Inlet / Outlet Invert= 2,080.00' / 994.50' S= 7.4862 '/'
Cc= 0.900
n= 0.011, Flow Area= 1.23 sf
#2 Device 1
2,085.50' 4.0' long x 1.00' rise Sharp -Crested Rectangular Weir X 4.00
2 End Contraction(s) 1.0' Crest Height
Primary OutFlow Max=13.47 cfs @ 12.00 hrs HW=2,085.90' (Free Discharge)
L1=Culvert (Passes
13.47 cfs of 13.57 cfs potential flow)
L2=Sharp-Crested Rectangular Weir (Weir Controls 13.47 cfs @ 2.16 fps)

2020-03-02- BioCell Type 11 24-hr 25-year Rainfall=5.51 "
Prepared by {enter your company name here) Printed 3/6/2020
HydroCADO 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC Page 16
Pond 3P: Bioretention BMP 1
Hydrograph
17
I—F I T I T I FI 1-1 I7 T T F
15.22 cfs
L Inflow
El Primary
1615
14
F 12.86 cfs H H I -+ I13
I4 14 1+ 1 H I4 14 1+
12
10
0 9
-1 1i 1 I1 Ii 1-i 1 I I LI L1 Ll L I-L III L
0 8
LL 7
fj 7I—FI7 I7171TIT17-1 F-1 17ITITIT-
6
5
Irt1rtI-rI� —tIrtIfi1fi1t—I"MIrtlrtlfi
3
I� I� ICI rt I H H 1--+ 1+1+1 +-
1
0 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34
Time (hours)

2020-03-02- BioCell Type/1 24-hr 50-year Rainfall=6.18"
Prepared by {enter your company name here} Printed 3/6/2020
HydroCAD® 10.00-12 s/n 04679 ©2014 HydroCAD Software Solutions LLC Page 17
Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2S: Post Development 1 - Runoff Area=88,912 sf 58.13% Impervious Runoff Depth=5.02"
Tc=5.0 min CN=90 Runoff=17.33 cfs 37,205 cf
Pond 3P: Bioretention BMP 1 Peak Elev=2,087.46' Storage=14,227 cf Inflow=17.33 cfs 37,205 cf
Outflow=15.46 cfs 25,782 cf
Total Runoff Area = 88,912 sf Runoff Volume = 37,205 cf Average Runoff Depth = 5.02"
41.87% Pervious = 37,230 sf 58.13% Impervious = 51,682 sf

2020-03-02- BioCell Type 11 24-hr 50-year Rainfall=6.18"
Prepared by {enter your company name here) Printed 3/6/2020
HydroCADO 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 2S: Post Development 1 - Managed
Runoff = 17.33 cfs @ 11.96 hrs, Volume= 37,205 cf, Depth= 5.02"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-year Rainfall=6.18"
Area (sf) CN Description
51,682
98 Paved parking, HSG C
37,230
79 50-75% Grass cover, Fair, HSG C
88,912
90 Weighted Average
37,230
41.87% Pervious Area
51,682
58.13% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
1E
1E
17
1E
1E
14
12
12
a 11
1C
o E
LL
f
Subcatchment 2S: Post Development 1 - Managed
Hydrograph
I-1
Irt
I -T- I -r I
-rI
1-I
r-I r-1 I-1 Irt I rt I-, I rt l
IHIH
17.33
IHI
cfs
IHIHIHIHIHIHI
H
IH
I I I
H I HI
HI
HI
1t0t-�e6 Ftgik04a'r$'t
IH
IH
I 1 I
H I H I
HI
HI
i RulppffAr"-oa81,14-1?-pf
IH
IH
1
1 H
IH
IH
1
1 H
H
H
1
1H
IH
IH
I H
I
'IIIIHIHI
5 6 7 8 9 10 11 12 1
H I
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�1°
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� I
-
HI
HI
HI
C7��
HI
HI
HI
HI
H IH IH IH 1N�o
H1HHHHHHHHIIHI
H 1 H
HI
HI
HI
H IH IH IH IH H
Ir�H I
HI
HI
HI
H IH 1H H H H
6 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34
Time (hours)
■ Runoff

2020-03-02- BioCell Type 11 24-hr 50-year Rainfall=6.18"
Prepared by {enter your company name here} Printed 3/6/2020
HydroCAD® 10.00-12 s/n 04679 ©2014 HydroCAD Software Solutions LLC Page 19
Summary for Pond 3P: Bioretention BMP 1
[93] Warning: Storage range exceeded by 1.46'
[95] Warning: Outlet Device #2 rise exceeded
Inflow Area = 88,912 sf, 58.13% Impervious, Inflow Depth = 5.02" for 50-year event
Inflow = 17.33 cfs @ 11.96 hrs, Volume= 37,205 cf
Outflow = 15.46 cfs @ 11.99 hrs, Volume= 25,782 cf, Atten= 11 %, Lag=
2.1 min
Primary = 15.46 cfs @ 11.99 hrs, Volume= 25,782 cf
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs
Peak Elev= 2,087.46' @ 11.99 hrs Surf.Area= 6,072 sf Storage= 14,227 cf
Plug -Flow detention time= 166.6 min calculated for 25,775 cf (69% of inflow)
Center -of -Mass det. time= 70.6 min ( 850.1 - 779.5 )
Volume Invert Avail.Storage Storage Description
#1 2,080.83' 14,227 cf Custom Stage Data (Irregular)Listed below
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store
Wet.Area
(feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet)
(sq-ft)
2,080.83 4,320 268.0 0.0 0 0
4,320
2,080.84 4,320 268.0 40.0 17 17
4,323
2,081.49 4,320 268.0 40.0 1,123 1,140
4,497
2,081.50 4,320 268.0 25.0 11 1,151
4,500
2,083.99 4,320 268.0 25.0 2,689 3,840
5,167
2,084.00 4,320 268.0 100.0 43 3,884
5,170
2,085.00 5,160 292.0 100.0 4,734 8,617
6,275
2,086.00 6,072 316.0 100.0 5,610 14,227
7,475
Device Routing Invert Outlet Devices
#1 Primary 2,080.00' 15.0" Round Culvert L= 145.0' Ke= 0.500
Inlet / Outlet Invert= 2,080.00' / 994.50' S= 7.4862 '/'
Cc= 0.900
n= 0.011, Flow Area= 1.23 sf
#2 Device 1 2,085.50' 4.0' long x 1.00' rise Sharp -Crested Rectangular Weir X 4.00
2 End Contraction(s) 1.0' Crest Height
Primary OutFlow Max=15.28 cfs @ 11.99 hrs HW=2,087.31' (Free Discharge)
L1=Culvert (Inlet Controls 15.28 cfs @ 12.45 fps)
L2=Sharp-Crested Rectangular Weir (Passes 15.28 cfs of 103.66 cfs potential flow)

2020-03-02- BioCell Type // 24-hr 50-year Rainfall=6.18"
Prepared by {enter your company name here) Printed 3/6/2020
HydroCADO 10.00-12 s/n 04679 © 2014 HydroCAD Software Solutions LLC Page 20
1£
1E
17
1E
1E
14
12
12
11
1C
LL
i
Pond 3P: Bioretention BMP 1
Hydrograph
IHI HI H H HIHH H 1—t H HI+
t
I -t 1 17.33 cfs
H
15.46
cfs
-T
TI H -
I H
HI
A H HIHH H H H HIHH
H IHITITIHI H IH HIT IIIH
H IH IHIHI 4-1 HI H IH I-�IHI 4-
0 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34
Time (hours)
L Inflow
❑ Primary

Pipe Network Calculations:

STORM DRAIN CALCULATIONS
Civil
Design
Concepts, PA
(25 YEAR EVENT)
Norton Athletic Fields
CDC Project No.: 21943
PIPE
STRUCTURE
DRAINAGE
LU
C
G
W
a
a
Q
LU
iY
z
C
Q
W
H
iY
W �
zo
W
h
a
Z
JZ
a
W
0-
O
H N
LU
Z Z
?
o
W
LY
Z
d
Z
O O
J
7
W
Q
~
Z
W
=
V
0 Li-
=
�O
=
~
Z
Z
I
O
J
O
Q
H
H
O
w
>
J
LL
H
Qa
U
(FT)
(FT)
(IN)
(FT)
(%)
"N"
(FT)
(FT)
(AC)
(MIN)
"C"
(IN/HR)
(CFS)
(CFS)
(FT/SEC)
(CFS)
B1-B2
2084.25
2084.00
18
25.276
0.99
0.012
B2
2090.00
2.42
0.01
5.0
0.01
7.62
0.00
0.00
10.41
7.23
11.31
22.75
132-133
2090.47
2084.35
18
153.031
4.00
0.012
B3
2103.00
2.42
0.01
5.0
0.01
7.62
10.41
5.89
133-64
2095.00
2093.34
18
76.114
2.18
0.013
EX1
2106.00
2.42
2.04
5.0
0.67
7.62
10.41
10.41
9.41
15.51
D1-D2
2079.53
2079.00
24
88.062
0.60
0.012
D2
2084.00
1.98
0.51
5.0
0.30
7.62
1.16
11.83
4.68
18.99
D2-D3
2080.29
2079.63
24
110.500
0.60
0.012
D3
2084.00
1.85
0.49
5.0
0.30
7.62
1.12
10.67
3.48
18.98
D3-D4
2081.05
2080.39
24
110.500
0.60
0.012
D4
2084.00
1.72
0.84
5.0
0.31
7.62
1.99
9.55
3.27
18.98
D4-D5
2081.68
2081.15
18
89.039
0.60
0.012
D5
2091.08
1.48
0.01
5.0
0.01
7.62
0.00
7.56
4.28
8.78
D5-D6
2084.61
2081.78
18
56.521
5.01
0.012
D6
2095.45
1.82
0.01
5.0
0.01
7.62
0.00
7.56
4.44
25.46
D6-D7
2088.00
2084.71
18
59.377
5.54
0.012
D7
2096.00
1.82
1.65
5.0
0.60
7.62
7.56
7.56
4.28
26.78
El-E2
2075.75
2074.70
30
105.264
1.00
0.012
E2
2085.52
3.43
0.16
5.0
0.30
7.62
0.37
31.51
7.48
44.42
E2-E3
2076.62
2075.85
30
77.237
1.00
0.012
E3
2085.85
3.29
0.23
5.0
0.30
7.62
0.53
27.20
5.54
44.42
E3-E4
2077.99
2076.72
24
127.160
1.00
0.012
E4
2086.25
3.06
0.01
5.0
0.01
7.62
0.00
22.44
7.15
24.49
E4-E5
2082.40
2078.09
24
112.172
3.84
0.012
E5
2088.14
2.10
0.49
5.0
0.82
7.62
3.07
12.85
4.09
48.03
E5-E6
2088.70
2082.50
24
188.756
3.28
0.012
E6
2093.00
1.75
2.52
5.0
0.51
7.62
9.78
9.78
3.11
44.41
Al-A2
2077.67
2077.00
24
81.037
0.83
0.012
A2
2084.00
2.65
0.43
5.0
0.30
7.62
0.97
17.30
7.80
22.28
A2-A3
2078.87
2077.77
24
110.500
1.00
0.012
A3
2084.00
2.09
0.50
5.0
0.31
7.62
1.19
16.32
5.20
24.51
A3-A4
2079.64
2078.97
24
66.763
1.00
0.012
A4
2084.19
2.38
0.71
5.0
0.34
7.62
1.85
15.14
4.82
24.51
A4-A5
2080.00
2079.74
24
29.354
0.89
0.012
A5
2084.00
2.38
0.01
5.0
0.01
7.62
13.29
13.29
4.23
23.06
Cl-C2
2078.65
2077.72
18
93.134
1.00
0.012
C2
2083.98
1.25
0.34
5.0
0.30
7.62
0.78
4.44
6.04
11.39
C2-C3
2079.86
2078.75
18
110.500
1.00
0.012
C3
2083.88
1.11
0.51
5.0
0.30
7.62
1.17
3.67
2.51
11.38
C3-C4
2081.06
2079.95
18
110.500
1.00
0.012
C4
2083.77
0.88
1.06
5.0
0.31
7.62
2.50
2.50
1.97
11.38
E4-J 1
2081.50
2078.09
24
40.535
8.41
0.012
J 1
2088.99
1.72
3.15
5.0
0.40
7.62
9.59
9.59
3.05
71.07
1`142
2075.59
2074.97
24
103.431
0.60
0.012
F2
2084.00
12.55
0.53
5.0
0.30
7.62
1.22
53.08
16.90
19.00
F2-F3
2076.47
2075.69
24
130.444
0.60
0.012
F3
2079.64
23.21
16.83
5.0
0.37
7.62
47.44
50.44
16.06
18.98
F3-F4
2076.60
2076.57
24
4.355
0.59
0.012
F4
2080.82
23.10
0.56
5.0
0.70
7.62
2.99
2.99
0.95
18.89
E3-11
2082.50
2076.72
15
44.056
13.12
0.01211
2089.00
1.38
1.09
5.0
0.51
7.62
4.22
4.22
3.44
25.34
F2-G1
2077.16
2075.69
24
147.000
1.00
0.012
G1
2084.00
10.99
0.60
5.0
0.31
7.62
1.42
1.42
0.45
24.50
E2-H1
12083.80
2075.85
15
24.979
131.83
0.012
H1
2088.00
1.31
10.75
5.0
0.69
7.62
3.94
3.94
3.21
39.47
Issued 3/9/2020

Pipe Outlet Protection Calculations:

Appendices
30
��]`
Outlet W = Do + La
pipe I
diameter (Do)
La —mod
T ilwater < 0.5D0
APRON DEPTH IS 1.5 TIMES THE STONE~
pt0
DIAMETER (18" MINIMUM DEPTH) P
10 FT
(MIN. LENGTH)
3 5
60
50 100
Discharge (0/sec)
4)
2 N
CL
(13
Q
1 -a
0.50 FT
..(—(MIN.d50)
Ulu 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: Al LENGTH: 10 ft
DISCHARGE: 17.30 cfs WIDTH: 12 ft
PIPE DIA. (D) 24 in d50: 0.50 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
30
��]`
Outlet W = Do + La
pipe I
diameter (Do)
La —mod
T ilwater < 0.5D0
APRON DEPTH IS 1.5 TIMES THE STONE~
pt0
DIAMETER (18" MINIMUM DEPTH) P
10 FT
(MIN. LENGTH)
3 5
60
50 100
Discharge (0/sec)
4)
2 N
CL
(13
Q
1 -a
0.50 FT
(MIN.d50)
Ulu 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: B1 LENGTH: 10 ft
DISCHARGE: 10.41 cfs WIDTH: 11.5 ft
PIPE DIA. (D) 18 in d50: 0.50 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
30
��]`
Outlet W = Do + La
pipe I
diameter (Do)
La —mod
T ilwater < 0.5D0
APRON DEPTH IS 1.5 TIMES THE STONE~
pt0
DIAMETER (18" MINIMUM DEPTH) P
10 FT
(MIN. LENGTH)
3 1 5
60
50 100
Discharge (0/sec)
4)
2 N
CL
(13
Q
1 -a
0.50 FT
(MIN. d50)
Ulu 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: C1 LENGTH: 10 ft
DISCHARGE: 4.44 cfs WIDTH: 11.5 ft
PIPE DIA. (D) 18 in d50: 0.50 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
30
��]`
Outlet W = Do + La
pipe I
diameter (Do)
La — W
T ilwater < 0.5Do
APRON DEPTH IS 1.5 TIMES THE STONE~
t�
DIAMETER (18" MINIMUM DEPTH) ok P'p 60
�roR`Jfi 54+
20
10 FT
(MIN. LENGTH) '
0111111111111101
80
4
111111111P1111111
II
IIII:IIIIIIV:i11'
ralr'
nnr
II!
1110111,1111
'
I�ICIIIU
;qq
mIpIlIi.
lPll
Nod
IIIIII!1
:�l
it
.vl
nni
rinF
rv-nrai!
Cif
j li
I i
I:dII
•IIIII
,
"
1111
�� fIIIII:IIIILIIIiI
!IIIV;11111511!IIC1Pi
!1P •
n111111
II=I!111I!ill
111111:111115::;:Halal.:
III:d1%fir":i�lll
11111111111
IIIII
ilrr";
i0:111!:111�1!
111111111I1111111111
�
l!illll!i1D:dPil1i1111111111I1111111111
�
Ii1i,�,111f1f111111111I111111111111111111111111111
�_
IIIIIII
1I1111111111111��11111I111111111111
•
1��1�IIIIII
1
1IIIII111111111
11 111
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: D1 LENGTH: 10 ft
DISCHARGE: 11.83 cfs WIDTH: 12 ft
PIPE DIA. (D) 24 in d50: 0.50 ft
DEPTH: 1.5 ft
Rev. 12/93 8.06.3

Appendices
30
��]`
Outlet W = Do + La
pipe I
diameter (Do)
La —mod
T ilwater < 0.5D0
APRON DEPTH IS 1.5 TIMES THE STONE~
pt0
DIAMETER (18" MINIMUM DEPTH) P
10 FTT>
(MIN. LENGTH)
3 5
60
1 50 100
Discharge (0/sec)
0)
2 N
CL
(13
Q
1 -a
0.50 FT
(MIN.d50)
U1 u 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: E1 LENGTH: 10 ft
DISCHARGE: 31.51 cfs WIDTH: 12.5 ft
PIPE DIA. (D) 30 in d50: 0.55 ft
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
30
��]`
Outlet W = Do + La
pipe I
diameter (Do)
La —mod
T ilwater < 0.5D0
APRON DEPTH IS 1.5 TIMES THE STONE~
pt0
DIAMETER (18" MINIMUM DEPTH) P
10 FTT>
(MIN. LENGTH)
3 5
60
501 100
Discharge (0/sec)
0)
2 N
CL
(13
Q
1 -a
0.50 FT
(MIN.d50)
U1 u 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
STRUCTURE: F1 LENGTH: 26.5 ft
DISCHARGE: 53.08 cfs WIDTH: 28.5 ft
PIPE DIA. (D) 24 in d50: 1.25 ft
DEPTH: 1.88ft
Rev. 12/93
8.06.3

NRCS Soil Report:

USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
A
0
_A
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Jackson County,
North Carolina
r hf
f
4.0cr •� # 4y
t
Ilk
February 27, 2020

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.
3

Contents
Preface....................................................................................................................
2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................
8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................
11
MapUnit Descriptions.........................................................................................11
Jackson County, North Carolina.....................................................................
13
BkC2—Braddock clay loam, 8 to 15 percent slopes, eroded......................13
BkD2—Braddock clay loam, 15 to 30 percent slopes, eroded....................14
CrD—Cowee-Evard-Urban land complex, 15 to 30 percent slopes ............
15
EvD—Evard-Cowee complex, 15 to 30 percent slopes ..............................
17
EvF—Evard-Cowee complex, 50 to 95 percent slopes, stony ....................
19
TrE—Trimont gravelly loam, 30 to 50 percent slopes, stony.......................22
Ud—Udorthents, loamy...............................................................................23
UfB—Udorthents-Urban land complex, 0 to 5 percent slopes, rarely
flooded..................................................................................................
24
W—Water....................................................................................................
26
References............................................................................................................
27
4

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil -vegetation -landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil -landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil -landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field -observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
0

Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
7

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
0

3
301050
35° 19' 0" N
0
M
Custom Soil Resource Report
Soil Map
301120 301190 301260 301330
301400
3
301470
35' 19' 0" N
iw �
93
4 — �
Y' 1
- * o
g
AN,
it t35°18'41"N \
301050 301120 301190 301260 301330
3
m
Map Scale: 1:2,910 W printed on A portrait (8.5" x 11") sheet.
Meters
m YN 0 40 80 160 240
n Feet
0 100 200 400 600
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
9
301400
itI
35' 18' 41" N
301470
3

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
im 0
Soil Map Unit Lines
■
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
.4
Gravelly Spot
0
Landfill
Lava Flow
Marsh or swamp
+
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
oa
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
A
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:12,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil
.-
Special Line Features
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Water Features
scale.
-
Streams and Canals
Transportation
Please rely on the bar scale on each map sheet for map
�}}
Rails
measurements.
Interstate Highways
Source of Map: Natural Resources Conservation Service
US Routes
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Major Roads
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Background
distance and area. A projection that preserves area, such as the
Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Jackson County, North Carolina
Survey Area Data: Version 15, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Feb 6, 2016—Oct 26,
2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
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Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BkC2
Braddock clay loam, 8 to 15
6.2
13.5%
percent slopes, eroded
Braddock clay loam, 15 to 30
BkD2
0.4
0.9%
percent slopes, eroded
CrD
Cowee-Evard-Urban land
1.5
3.3%
complex, 15 to 30 percent
slopes
EvD
Evard-Cowee complex, 15 to 30
6.6
14.4%
percent slopes
EvF
Evard-Cowee complex, 50 to 95
0.2
0.5%
percent slopes, stony
TrE
Trimont gravelly loam, 30 to 50
0.1
0.3%
percent slopes, stony
Ud
Udorthents, loamy
5.0
10.8%
UfB
Udorthents-Urban land
25.5
55.3%
complex, 0 to 5 percent
slopes, rarely flooded
W
Water
0.4
0.9%
Totals for Area of Interest
46.1
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
11

Custom Soil Resource Report
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
Iandform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
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Custom Soil Resource Report
Jackson County, North Carolina
BkC2—Braddock clay loam, 8 to 15 percent slopes, eroded
Map Unit Setting
National map unit symbol: lc70
Elevation: 1,750 to 2,200 feet
Mean annual precipitation: 50 to 58 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 116 to 170 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Braddock, moderately eroded, and similar soils: 80 percent
Minor components: 20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Braddock, Moderately Eroded
Setting
Landform: Stream terraces
Landform position (three-dimensional): Mountainbase, tread
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Old alluvium
Typical profile
Ap - 0 to 11 inches: clay loam
Bt - 11 to 57 inches: clay
BC - 57 to 80 inches: loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: High (about 9.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Hydric soil rating: No
Minor Components
Urban land
Percent of map unit: 8 percent
Hydric soil rating: No
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Custom Soil Resource Report
Udorthents
Percent of map unit: 6 percent
Landform: Stream terraces
Landform position (three-dimensional): Mountainbase, tread
Down -slope shape: Linear, convex
Across -slope shape: Linear, convex
Hydric soil rating: No
Thurmont
Percent of map unit: 4 percent
Landform: Drainageways on stream terraces
Landform position (three-dimensional): Mountainbase, base slope
Down -slope shape: Concave, linear
Across -slope shape: Linear
Hydric soil rating: No
Dillard
Percent of map unit: 2 percent
Landform: Drainageways on stream terraces
Landform position (three-dimensional): Mountainbase, base slope
Down -slope shape: Linear, concave
Across -slope shape: Linear
Hydric soil rating: No
BkD2—Braddock clay loam, 15 to 30 percent slopes, eroded
Map Unit Setting
National map unit symbol: Ic71
Elevation: 1,710 to 2,240 feet
Mean annual precipitation: 50 to 58 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 116 to 170 days
Farmland classification: Farmland of local importance
Map Unit Composition
Braddock, moderately eroded, and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Braddock, Moderately Eroded
Setting
Landform: Stream terraces
Landform position (three-dimensional): Mountainbase, tread
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Old alluvium
Typical profile
Ap - 0 to 11 inches: clay loam
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Custom Soil Resource Report
Bt - 11 to 57 inches: clay
BC - 57 to 80 inches: loam
Properties and qualities
Slope: 15 to 30 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat)
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: High (about 9.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Hydric soil rating: No
Minor Components
Udorthents
Percent of map unit: 5 percent
Landform: Stream terraces
Landform position (three-dimensional):
Down -slope shape: Linear, convex
Across -slope shape: Linear, convex
Hydric soil rating: No
Urban land
Percent of map unit: 5 percent
Hydric soil rating: No
Thurmont
Percent of map unit: 5 percent
Landform: Stream terraces
Landform position (three-dimensional):
Down -slope shape: Linear
Across -slope shape: Linear
Hydric soil rating: No
Moderately high to
Mountainbase, tread
Mountainbase, base slope
CrD—Cowee-Evard-Urban land complex, 15 to 30 percent slopes
Map Unit Setting
National map unit symbol: Ic7t
Elevation: 1,400 to 4,000 feet
Mean annual precipitation: 40 to 80 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 130 to 180 days
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Custom Soil Resource Report
Farmland classification: Not prime farmland
Map Unit Composition
Cowee and similar soils: 40 percent
Evard and similar soils: 25 percent
Urban land: 20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cowee
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Summit, backslope
Landform position (three-dimensional): Upper third of mountainflank, side slope
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from igneous and metamorphic rock
Typical profile
A - 0 to 10 inches: sandy loam
Bt - 10 to 38 inches: clay loam
Cr - 38 to 80 inches: weathered bedrock
Properties and qualities
Slope: 15 to 30 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 5.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: C
Hydric soil rating: No
Description of Evard
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Summit, backslope
Landform position (three-dimensional): Upper third of mountainflank, side slope
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from igneous and metamorphic rock
Typical profile
Ap - 0 to 5 inches: clay loam
Bt - 5 to 29 inches: sandy clay loam
BC - 29 to 37 inches: sandy loam
C - 37 to 80 inches: sandy loam
16

Custom Soil Resource Report
Properties and qualities
Slope: 15 to 30 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat)
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Moderately high to
Available water storage in profile: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Urban Land
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
EvD—Evard-Cowee complex, 15 to 30 percent slopes
Map Unit Setting
National map unit symbol: 2vOyd
Elevation: 1,670 to 4,770 feet
Mean annual precipitation: 38 to 82 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 137 to 159 days
Farmland classification: Farmland of local importance
Map Unit Composition
Evard and similar soils: 50 percent
Cowee and similar soils: 30 percent
Minor components: 20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Evard
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional):
Landform position (three-dimensional).
crest
Down -slope shape: Convex, linear
Backslope, summit
Mountainflank, mountaintop, side slope,
17

Custom Soil Resource Report
Across -slope shape: Linear, convex
Parent material: Residuum weathered from biotite gneiss and/or amphibolite that
is affected by soil creep in the upper solum
Typical profile
A - 0 to 5 inches: gravelly loam
Bt - 5 to 32 inches: clay loam
BC - 32 to 45 inches: loam
C - 45 to 80 inches: sandy loam
Properties and qualities
Slope: 15 to 30 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat):
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: High (about 9.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Cowee
Moderately high to
Setting
Landform: Ridges, mountain slopes
Landform position (two-dimensional): Summit, backslope
Landform position (three-dimensional): Mountaintop, mountainflank, crest, side
slope
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from biotite gneiss and/or amphibolite that
is affected by soil creep in the upper solum
Typical profile
A - 0 to 5 inches: gravelly sandy loam
Bt - 5 to 27 inches: sandy clay loam
Cr - 27 to 80 inches: bedrock
Properties and qualities
Slope: 15 to 30 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 4.2 inches)
18

Custom Soil Resource Report
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: C
Hydric soil rating: No
Minor Components
Saunook
Percent of map unit: 12 percent
Landform: Toes on drainageways
Landform position (two-dimensional): Footslope
Landform position (three-dimensional): Mountainbase, upper third of
mountainflank, base slope, head slope
Down -slope shape: Linear, concave
Across -slope shape: Concave
Hydric soil rating: No
Hayesville
Percent of map unit: 8 percent
Landform: Ridges on hillslopes
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Mountaintop, side slope, crest
Down -slope shape: Convex, linear
Across -slope shape: Linear, convex
Hydric soil rating: No
EvF—Evard-Cowee complex, 50 to 95 percent slopes, stony
Map Unit Setting
National map unit symbol: 2rdwy
Elevation: 5,690 to 15,510 feet
Mean annual precipitation: 40 to 86 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 100 to 176 days
Farmland classification: Not prime farmland
Map Unit Composition
Evard and similar soils: 50 percent
Cowee and similar soils: 30 percent
Minor components: 20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Evard
Setting
Landform: Mountain slopes, hillslopes
Landform position (two-dimensional):
Landform position (three-dimensional).
Backslope
Mountainflank, side slope
19

Custom Soil Resource Report
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from hornblende gneiss and/or amphibolite
that is affected by soil creep in the upper solum
Typical profile
A - 0 to 5 inches: loam
Bt - 5 to 29 inches: clay loam
BC - 29 to 37 inches: loam
C - 37 to 80 inches: sandy loam
Properties and qualities
Slope: 50 to 95 percent
Percent of area covered with surface fragments: 0.1 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Cowee
Setting
Landform: Mountain slopes, hillslopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Mountainflank, side slope
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from hornblende gneiss and/or amphibolite
that is affected by soil creep in the upper solum
Typical profile
A - 0 to 5 inches: gravelly loam
Bt - 5 to 27 inches: clay loam
Cr - 27 to 80 inches: bedrock
Properties and qualities
Slope: 50 to 95 percent
Percent of area covered with surface fragments: 0.1 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
20

Custom Soil Resource Report
Available water storage in profile: Low (about 4.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7s
Hydrologic Soil Group: C
Hydric soil rating: No
Minor Components
Edneyville, stony
Percent of map unit: 6 percent
Landform: Mountain slopes, hillslopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Mountainflank, side slope
Down -slope shape: Convex
Across -slope shape: Linear
Hydric soil rating: No
Chestnut, stony
Percent of map unit: 6 percent
Landform: Hillslopes, mountain slopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Mountainflank, side slope
Down -slope shape: Convex
Across -slope shape: Linear
Hydric soil rating: No
Cullasaja, very stony
Percent of map unit: 3 percent
Landform: Drainageways
Landform position (three-dimensional): Mountainflank, base slope
Down -slope shape: Linear
Across -slope shape: Concave
Hydric soil rating: No
Trimont, stony
Percent of map unit: 3 percent
Landform: Mountain slopes, hillslopes
Landform position (two-dimensional):
Landform position (three-dimensional).
Down -slope shape: Linear, concave
Across -slope shape: Linear
Hydric soil rating: No
Fannin
Percent of map unit: 2 percent
Landform: Mountain slopes, hillslopes
Landform position (two-dimensional):
Landform position (three-dimensional).
Down -slope shape: Convex
Across -slope shape: Linear
Hydric soil rating: No
Rock outcrop
Percent of map unit: 0 percent
Hydric soil rating: No
Backslope
Mountainflank, side slope, head slope
Backslope
Mountainflank, side slope
21

Custom Soil Resource Report
TrE—Trimont gravelly loam, 30 to 50 percent slopes, stony
Map Unit Setting
National map unit symbol: Ic9t
Elevation: 1,900 to 3,610 feet
Mean annual precipitation: 54 to 64 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 100 to 176 days
Farmland classification: Not prime farmland
Map Unit Composition
Trimont, stony, and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Trimont, Stony
Setting
Landform: Mountain slopes, hillslopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Mountainflank, side slope, head slope
Down -slope shape: Linear, concave
Across -slope shape: Linear
Parent material: Residuum weathered from hornblende gneiss and/or amphibolite
that is affected by soil creep in the upper solum
Typical profile
A - 0 to 9 inches: gravelly loam
Bt - 9 to 45 inches: sandy clay loam
BC - 45 to 80 inches: fine sandy loam
Properties and qualities
Slope: 30 to 50 percent
Percent of area covered with surface fragments: 0.1 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: B
Hydric soil rating: No
22

Custom Soil Resource Report
Minor Components
Evard, stony
Percent of map unit: 9 percent
Landform: Mountain slopes, hillslopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Mountainflank, side slope
Down -slope shape: Convex
Across -slope shape: Linear
Hydric soil rating: No
Cowee, stony
Percent of map unit: 6 percent
Landform: Hillslopes, mountain slopeE
Landform position (two-dimensional):
Landform position (three-dimensional).
Down -slope shape: Convex
Across -slope shape: Linear
Hydric soil rating: No
Ud—Udorthents, loamy
Backslope
Mountainflank, interPluve, nose slope
Map Unit Setting
National map unit symbol: Ic9x
Mean annual precipitation: 48 to 60 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 116 to 170 days
Farmland classification: Not prime farmland
Map Unit Composition
Udorthents, loamy, and similar soils: 90 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Udorthents, Loamy
Setting
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear, convex
Across -slope shape: Convex
Parent material: Loamy and stony mine spoil or earthy fill derived from
metamorphic rock
Typical profile
C - 0 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 50 percent
Percent of area covered with surface fragments: 0.1 percent
23

Custom Soil Resource Report
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to very
high (0.06 to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: C
Hydric soil rating: No
Minor Components
Urban land
Percent of map unit: 9 percent
Hydric soil rating: No
Rubble land
Percent of map unit: 1 percent
Hydric soil rating: No
UfB—Udorthents-Urban land complex, 0 to 5 percent slopes, rarely
flooded
Map Unit Setting
National map unit symbol: Ic9y
Elevation: 1,300 to 2,950 feet
Mean annual precipitation: 50 to 64 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 116 to 170 days
Farmland classification: Not prime farmland
Map Unit Composition
Udorthents, rarely flooded, and similar soils: 60 percent
Urban land, rarely flooded: 30 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Udorthents, Rarely Flooded
Setting
Landform: Flood plains
Landform position (three-dimensional): Mountainbase
Down -slope shape: Linear, convex
Across -slope shape: Linear, convex
24

Custom Soil Resource Report
Parent material: Loamy and clayey mine spoil or earthy fill derived from
metasedimentary rock
Typical profile
C - 0 to 80 inches: channery loam
Properties and qualities
Slope: 0 to 5 percent
Percent of area covered with surface fragments: 0.1 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: Rare
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: A
Hydric soil rating: No
Description of Urban Land, Rarely Flooded
Setting
Parent material: Streets, parking lots, buildings, and other structures
Properties and qualities
Runoff class: Very high
Frequency of flooding: Rare
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8s
Hydric soil rating: No
Minor Components
Dillard, rarely flooded
Percent of map unit: 2 percent
Landform: Stream terraces
Landform position (three-dimensional): Mountainbase, base slope
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: No
Reddies, occasionally flooded
Percent of map unit: 2 percent
Landform: Flood plains
Landform position (three-dimensional): Mountainbase
Down -slope shape: Linear
Across -slope shape: Linear
Hydric soil rating: No
Thurmont
Percent of map unit: 2 percent
25

Custom Soil Resource Report
Landform: Stream terraces
Landform position (three-dimensional): Mountainbase, base slope
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: No
Cullowhee, occasionally flooded
Percent of map unit: 2 percent
Landform: Swales on flood plains
Landform position (three-dimensional): Mountainbase
Down -slope shape: Linear
Across -slope shape: Concave, linear
Hydric soil rating: No
Dellwood, occasionally flooded
Percent of map unit: 2 percent
Landform: Flood plains
Landform position (three-dimensional): Mountainbase
Down -slope shape: Linear
Across -slope shape: Linear
Hydric soil rating: No
W—Water
Map Unit Composition
Water: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Water
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8w
Hydric soil rating: No
26

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres 142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www. nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
27

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290.pdf
28

Figures:

STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM
tK HAYWOO D
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------------------------------
DATUM INFORMATION
The projection used in the preparation of this map was the North Carolina State
Plane (FIPSZONE 3200). The horizontal datum was the North American Datum of
1983, GRS80 ellipsoid. Differences in datum, ellipsoid, projection, or Universal
Transverse Mercator zones used in the production of FIRMs for adjacent jurisdictions
may result in slight positional differences in map features across jurisdictional
boundaries. These differences do not affect the accuracy of this FIRM. All
coordinates on this map are in U.S. Survey Feet, where 1 U.S. Survey Foot =
1200/3937 Meters.
Flood elevations on this map are referenced to the North American Vertical Datum of
1988 (NAVD 88). These flood elevations must be compared to structure and ground
elevations referenced to the same vertical datum. An average offset between NAVD
88 and the National Geodetic Vertical Datum of 1929 (NGVD 29) has been computed
for each North Carolina county. This offset was then applied to the NGVD 29 flood
elevations that were not revised during the creation of this statewide format FIRM.
The offsets for each county shown on this FIRM panel are shown in the vertical datum
offset table below. Where a county boundary and a flooding source with unrevised
NGVD 29 flood elevations are coincident, an individual offset has been calculated and
applied during the creation of this statewide format FIRM. See Section 6.1 of the
accompanying Flood Insurance Study report to obtain further information on the
conversion of elevations between NAVD 88 and NGVD 29. To obtain current
elevation, description, and/or location information for bench marks shown on this
map, please contact the North Carolina Geodetic Survey at the address shown below.
You may also contact the Information Services Branch of the National Geodetic
Survey at [phone], or visit its website at http://www.ngs.noaa.gov.
North Carolina Geodetic Survey
121 West Jones Street County Average Vertical Datum Offset Table
Raleigh, NC 27601 County Vertical Datum Offset (ft)
[phone] JACKSON 0.04
http://www.ncqs.state.nc.us
Example: NAVD 88 = NGVD 29 + (0.04)
All streams listed in the Flood Hazard Data Table below were studied by
detailed methods using field survey. Other flood hazard data shown on this
map may have been derived using either a coastal analysis or limited detailed
riverine analysis. More information on the flooding sources studied by these
analyses is contained in the Flood Insurance Study report.
FLOOD HAZARD DATA TABLE
Floodway W idth (feet)
Left/Right Distance From
The Center of Stream to
1% Annual Chance
Cross
Stream
Flood Discharge
(100-year)
Encroachment Boundary
Section
Station'
(cfs)
Water -Surface Elevation
(Looking Downstream) or
(feet NAVD 88)
Total Floodway Width
COX BRANCH
002 216 730
2,115.5
46 / 29
004
392
730
2,115.5
38 / 42
005
472
730
2,115.5
22 / 64
011
1,091
730
2,129.7
53 / 10
CULLOWHEE CREEK
001
53
NA
015
1,531
NA
032
3,168
NA
047
4,699
NA
058
5,755
NA
061
6,125
NA
072
7,154
4,980
076
7,625
4,980
082
8,231
4,980
089
8,932
4,980
092
9,249
4,940
095
9,478
4,790
096
9,599
4,790
105
10,546
4,790
270
120
80
1403
90
70
46 / 125
37 / 93
133 / 37
79 / 34
36/51
53 / 72
57 / 55
39 / 82
LONG BRANCH
002 211 NA 2,093.0 60
012 1,162 NA 2,112.5 80
TUCKASEGEE RIVER
2012
201,168
NA
2130
212,995
NA
2166
216,586
NA
2172
217,166
NA
2194
219,437
NA
2213
221,338
NA
2235
223,502
NA
2255
225,456
NA
2288
228,782
NA
2,070.12
2,070.12
2,074.9
2,081.5
2,088.4
2,091.6
2,095.8
2,096.4
2,098.2
2,100.7
2,103.7
2,104.6
2,106.6
2,113.0
200
160
220
310
160
150
160
160
210
Feet above mouth
z Elevation includes backwater effects from Tuckasegee River
s Value is inaccurate, as the floodway has been adjusted in this area to match topographic -based floodplain
redelineation
2,048.6
2,065.2
2,072.6
2,073.5
2,076.4
2,081.6
2,084.1
2,085.5
2,092.1
11
.05. Cr� p�PART�F
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This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Agency (FEMA). The State of North Carolina has implemented a
long term approach of floodplain management to decrease the costs
associated with flooding. This is demonstrated b the States commitment to
Y
map floodplain areas at the local level. As a part of this effort, the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
www.ncfloodmaps.com
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000 FEET 301000M 83°11'0" 302000M
This map is for use in administering the National Flood Insurance Program. It does not necessarily identify all
areas subject to flooding, particularly from local drainage sources of small size. The community map
repository should be consulted for possible updated or additional flood hazard information.
To obtain more detailed information in areas where Base Flood Elevations (BFEs) and/or floodways have
been determined, users are encouraged to consult the Flood Profiles, Floodway Data, Limited Detailed Flood
Hazard Data and/or Summaryof Stillwater Elevations tables contained within the Flood Insurance Stud FIS
Y ( )
report that accompanies this FIRM. Users should be aware that BFEs shown on the FIRM represent rounded
whole -foot elevations. These BFEs are intended for flood insurance rating purposes only and should not be
used as the sole source of flood elevation information. Accordingly, flood elevation data presented in the FIS
report should be utilized in conjunction with the FIRM for purposes of construction and/or floodplain
management.
Boundaries of regulatory floodways shown on the FIRM for flooding sources studied by detailed methods
were computed at cross sections and interpolated between cross sections. The floodways were based on
hydraulic considerations with regard to requirements of the National Flood Insurance Program. Floodway
widths and other pertinent floodway data for flooding sources studied by detailed methods as well as non -
encroachment widths for floodingsources studied b limited detailed methods are provided in the FIS report
Y p p
for this jurisdiction. The FIS report also provides instructions for determining a floodway using non -
encroachment widths for flooding sources studied by limited detailed methods.
Certain areas not in Special Flood Hazard Areas may be protected by flood control structures. Refer to
Section 4.4 "Flood Protection Measures" of the Flood Insurance Study report for information on the flood control
structures in this jurisdiction.
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EET
NOTES TO
USERS
FEMA recommends that a Flood Insurance Policy be purchased for structures in areas where levees are shown
This map reflects more detailed and up-to-date stream channel configurations than those shown on the
MAP REPOSITORY
as providing protection from the 1% annual chance flood. Flooding is not covered by standard
previous FIRM for this jurisdiction. The floodplains and floodways that were transferred from the previous FIRM
property/fire/dwelling insurance policies nor is it covered by Homeowners Insurance, Renters Insurance,
may have been adjusted to conform to these new stream channel configurations. As a result, the Flood Profiles
Refer to listing of Map Repositories on Map Index or visit http://www.ncfloodmaps.com.
Condominium Owners Insurance, or Commercial Property Insurance. Contact your insurance agent and local
and Floodway Data tables in the Flood Insurance Study report (which contains authoritative hydraulic data) may
floodplain administrator for further information. Visit http://w\Aw.fema.gov/pdf/fhm/frm gsah.pdf for information
reflect stream channel distances that differ from what is shown on this map.
on levees and the risk of flooding in areas shown as being protected by levees.
EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL
Please refer to the separately printed Ma Index for an overview ma of the count showing the layout of ma
p Yp p p Y 9 Y p
Base map information and geospatial data used to develop this FIRM were obtained from various
panels, community map repository addresses, and a Listing of Communities table containing National Flood
organizations, including the participating local community(ies), state and federal agencies, and/or other sources.
Insurance Program dates for each community as well as a listing of the panels on which each community is
APRIL 19, 2010
The primary base for this FIRM is aerial imagery acquired by Jackson County. The time period of collection for
located.
the Jackson imagery is 2005. Information and geospatial data supplied by the local community(ies) that met
EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL
FEMA base map specifications were considered the preferred source for development of the base map. See
If you have questions about this map, or questions concerning the National Flood Insurance Program in
geospatial metadata for the associated digital FIRM for additional information about base map preparation.
general, please call 1-877-FEMA MAP (1-877-336-2627) or visit the FEMA website at http://vmw.fema.gov.
Base map features shown on this map, such as corporate limits, are based on the most up -to- date data
An accompanying Flood Insurance Study report, Letter of Map Revision (LOMR) or Letter of Map Amendment
available at the time of publication. Changes in the corporate limits may have occurred since this map
(LOMA) revising portions of this panel, and digital versions of this FIRM may be available. Visit the North
For community map revision history prior statewide mapping, refer to the Community Map History table located in
was published. Map users should consult the appropriate community official or website to verify current
Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.com, or contact the FEMA Map
the Flood Insurance Stud report for this jurisdiction.
Y p J ri
conditions of jurisdictional boundaries and base ma features. This ma may contain roads that were not
J p p Y
- - -
Service Center at 1 800 358 9616 for information on all related products associated with this FIRM. The
p
considered in the hydraulic analysis of streams where no new hydraulic model was created during the
Y Y Y 9
- - -
FEMA Map Service Center may also be reached by Fax at 1 800 358 9620 and its website at
To determine if flood insurance is available in this community, contact your insurance agent, the North Carolina
production of this statewide format FIRM.
http://w\Aw.msc.fema.gov.
Division of Emergency Management or the National Flood Insurance Program at the following phone numbers or
websites:
INC Division of Emergency Management National Flood Insurance Program
[phone] http://www.nccrimecontrol.org/nfip 1-800-638-6620 http://www.fema.gov/business/nfip
LEGEND
SPECIAL FLOOD HAZARD AREAS (SFHAs) SUBJECT TO
INUNDATION BY THE 10ANNUAL CHANCE FLOOD
The 1% annual chance flood (100-year flood), also known as the base flood, is the flood
that has a 1% chance of being equaled or exceeded in any given year. The Special
Flood Hazard Area is the area subject to flooding by the 1% annual chance flood. Areas
of Special Flood Hazard include Zones A, AE, AH, AO, AR, A99, V, and VE. The Base
Flood Elevation is the water -surface elevation of the 1 % annual chance flood.
ZONE A No Base Flood Elevations determined.
ZONE AE Base Flood Elevations determined.
ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); Base Flood
Elevations determined.
ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain);
average depths determined. For areas of alluvial fan flooding, velocities
also determined.
ZONE AR Special Flood Hazard Area formerly protected from the 1% annual
chance flood by a flood control system that was subsequently
decertified. Zone AR indicates that the former flood control system is
being restored to provide protection from the 1% annual chance or
greater flood.
ZONE A99 Area to be protected from 1 % annual chance flood by a Federal
flood protection system under construction; no Base Flood Elevations
determined.
ZONE VE Coastal flood zone with velocity hazard (wave action); Base Flood Elevations
determined.
FLOODWAY AREAS IN ZONE AE
The floodway is the channel of a stream plus any adjacent floodplain areas that must be
kept free of encroachment so that the 1% annual chance flood can be carried without
substantial increases in flood heights.
OTHER FLOOD AREAS
ZONE X Areas of 0.2% annual chance flood; areas of 1 % annual chance flood
with average depths of less than 1 foot or with drainage areas less than
1 square mile; and areas protected by levees from 1% annual chance
flood.
OTHER AREAS
ZONE X Areas determined to be outside the 0.2% annual chance floodplain.
ZONE D Areas in which flood hazards are undetermined, but possible.
COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS
OTHERWISE PROTECTED AREAS (OPAs)
CBRS areas and OPAs are normally located within or adjacent to Special Flood Hazard Areas.
1% annual chance floodplain boundary
0.2% annual chance floodplain boundary
Floodway boundary
................�. Zone D boundary
CBRS and OPA boundary
Boundary dividing Special Flood Hazard Zones and boundary
dividing Special Flood Hazard Areas of different Base Flood
Elevations, flood depths or flood velocities.
^^� 513 - Base Flood Elevation line and value; elevation in feet*
(EL 987) Base Flood Elevation value where uniform within zone;
elevation in feet*
*Referenced to the North American Vertical Datum of 1988
012 Cross section line
23 - - - - - 23 Transect line
97°07'30", 32°22'30" Geographic coordinates referenced to the North American
Datum of 1983 (NAD 83)
4276 000 M 1000-meter Universal Transverse Mercator grid ticks, zone 17
1 477 500 FEET 2500-foot grid values: North Carolina State Plane coordinate
system (FIPSZONE 3200, State Plane NAD 83 feet)
BM5510 North Carolina Geodetic Survey bench mark (for more information
X Visit http://www.ncgs.state.nc.us)
BM5510 National Geodetic Survey bench mark (for more information visit
® http://www.ngs.noaa.gov)
BM5510 NGS-58 GPS 2-5 cm Vertical Control Marks or Contractor -Established
NCFMP Bench Marks (for more information visit
http://www.ncqs.state.nc.us)
• M1.5 River Mile
GRID NORTH
MAP SCALE 1" = 500' (1 6,000)
250 0 500 1000
FEET
METERS
150 0 150 300
PANEL 7559J
FIRM
FLOOD INSURANCE RATE MAP
NORTH CAROLINA
PANEL 7559
(SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM
PANEL LAYOUT)
CONTAINS:
COMMUNITY CID No. PANEL SUFFIX
FOREST HILLS, TOWN OF 370248 7559 J
JACKSON COUNTY 370282 7559 J
Notice to User: The Map Number shown below should be used
when placing map orders; the Community Number shown
above should be used on insurance applications for the subject
community.
EFFECTIVE DATE MAP NUMBER
APRIL 19, 2010 3700755900J
d` M,, 4" O�rA���Ar
0
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ti
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State of North Carolina
Federal Emergency Management Agency

Precipitation Frequency Data Server
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31...
NOAA Atlas 14, Volume 2, Version 3 CULLOWHEE
Station ID: 31-2200
Location name: Sylva, North Carolina, USA*
Latitude: 35.3256*, Longitude:-83.1911-
Elevation: iMW
Elevation (station metadata): 2192 ft**, ,
source: ESRI Maps
* source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
0.352
0.410
0.482
0.554
0.635
0.704
0.770
0.835
0.915
0.989
5-min
(0.317-0.391)
(0.370-0.455)
(0.434-0.535)
(0.498-0.615)
(0.567-0.704)
(0.625-0.781)
(0.679-0.857)
(0.729-0.934)
1.32
(0.790-1.03)
1.45
(0.842-1.12)
1.56
0.562
0.656
0.772
0.886
1.01
1.12
1.22
10-min
(0.506-0.624)
(0.591-0.728)
(0.695-0.858)
(0.796-0.983)
(0.903-1.12)
(0.995-1.24)1
(1.08-1.36) 11
(1.16-1.48)
(1.25-1.63)
(1.33-1.77)
0.702
0.825
0.977
1.12
1.28
1.42
1.55
1.67
1.82
1.96
15-min
(0.633-0.780)
(0.743-0.916)
(0.879-1.09)
1 (1.01-1.24)
1 (1.14-1.42)
1 (1.26-1.58)
1 (1.36-1.72)
1 (1.46-1.87)
(1.57-2.05)
(1.67-2.22)
0.962
1.14
1.39
1.62
1.90
2.14
2.37
2.60
F 2.90
3.17
30-min
(0.868-1.07)
1 (1.03-1.26)
1 (1.25-1.54)
1 (1.46-1.80)
1 (1.70-2.11)
1 (2.09-2.64) 11
(2.27-2.91)
(2.50-3.27)
1.20
1.43
1.78
2.12
2.53
2.90
3.26
3.65
4.16
4.6 2
60-min
(1 .08-1.33)
1 (1.29-1.59)
1 (1.60-1.98)
1 (1.90-2.35)
1 (2.26-2.80)
1 (2.57-3.21)
1 (2.88-3.63)
1 (3.19-4.08)
(3.59-4.68)
(3.94-5.25)
1.42
1.68
2.09
2.47
2.96
3.40
3.83
4.29
4.90
5.45
2-hr
(1.29-1.57)
1 (1.53-1.87)
1 (1.88-2.31)
1 (2.23-2.74)
1 (2.65-3.28)
1 (3.02-3.76)
1 (3.38-4.26)
1 (3.75-4.79)
(4.22-5.51)
(4.63-6.19)
1.53
1.80
2.22
2.63
3.16
3.65
4.14
4.67
5.40
6.06
3-hr
(1.39-1.69)
1 (1.64-2.00)
1 (2.01-2.45)
1 (2.38-2.90)
1 (2.84-3.49)
1 (3.25-4.03)
1 (3.66-4.59)
1 (4.08-5.20)
(4.64-6.06)
(5.12-6.87)
1.93
2.25
2.72
3.20
3.83
4.42
5.01
5.66
6.57
7.37
6-hr
(1.77-2.12)
1 (2.06-2.48)
1 (2.49-2.99)
1 (2.91-3.51)
1 (3.47-4.20)
(3.964.84)
1 (4.46-5.52)
1 (4.97-6.26)
(5.66-7.31)
(6.25-8.30)
2.47
2.89
3.46
4.03
4.74
5.37
5.99
6.62
7.44
8.14
12-hr
(2.28-2.70)
1 (2.66-3.15)
1 (3.18-3.77)
1 (3.70-4.38)
1 (4.34-5.15)
1 (5.40-6.53)
(5.93-7.24)
(6.59-8.20)
(7.14-9.06)
2.78
3.33
4.08
4.68
5.51
6.18
6.87
7.57
8.51
9.24
24-hr
(2.63-2.96)
(3.14-3.54)
(3.85-4.34)
(4.41-4.98)
(5.17-5.86)
(5.78-6.56)
(6.39-7.29)
(7.00-8.03)
(7.81-9.05)
(8.42-9.85)
3.34
3.97
4.83
5.51
6.44
7.19
7.94
8.72
9.75
10.5
2-day
(3.14-3.56)
(3.74-4.24)
(4.54-5.15)
(5.18-5.88)
(6.04-6.87)
(6.71-7.65)
(7.39-8.47)
(8.08-9.30)
(8.97-10.4)
(9.64-11.3)
3.60
4.28
5.16
5.85
6.80
7.54
8.28
9.04
10.0
10.8
3-day
(3.40-3.83)
(4.04-4.56)
(4.87-5.49)
(5.52-6.23)
(6.39-7.23)
1 (7.75-8.81)
(8.42-9.62)
(9.28-10.7)
(9.93-11.5)
3.87
4.59
5.49
6.20
7.15
7.89
8.63
9.36
10.3
11.0
4-day
(3.664.11)
(4.34-4.88)
(5.20-5.83)
(5.87-6.58)
(6.75-7.58)
(7.44-8.36)
1 (8.10-9.15)
1 (8.76-9.94)
(9.59-11.0)
(10.2-11.7)
4.67
5.54
6.61
7.47
8.64
9.57
10.5
11.4
12.7
13.6
7-day
(4.41-4 96)
(5.22-5.88)
(6.24-7.03)
(7.04-7.94)
(8.12-9.17)
(8.96-10.2)
(9.80-11.1)
(10.6-12.2)
( 11.7-13.5)
( 12.5-14.5)
10-day
5.38
6.36
7.52
8.45
9.72
10.7
11.7
12.7
14.0
15.0
(5.09-5.72)
1 (6.01-6.75)
1 (7.11-7.98)
1 (7.98-8.96)
1 (9.14-10.3)
1 (10.0-11.4)
1 (10.9-12.4)
1 (11.8-13.5)
(13.0-14.9)
(13.8-16.0)
7.41
8.71
10.1
11.2
2 1.6
13.6
4 1.6
15.6
16.9
17.8
20-day
(7 .08-7.80)
1 (8.31-9.16)
1 (9.64-10.6)
1 (10.7-11.7)
1 (12.0-13.2)
(13.0-14.3)
1 (13.9-15.4)
1 (14.8-16.5)
(15.9-17.8)
(16.6-18.8)
9.09
10.6
12.2
13.3
14.8
15.8
16.8
17.7
18.9
19.7
30-day
(8.71-9.50)
1 (10.2-11.1)
1 (11.6-12.7)
1 (12.7-13.9)
1 (14.1-15.4)
(15.1-16.5)
1 (16.0-17.6)
1 (16.9-18.6)
(17.9-19.8)
(18.6-20.7)
11.6
13.6
15.3
16.5
18.0
19.0
20.0
20.8
21.8
22.4
45-day
(11.2-12.1)
1 (13.1-14.1)
1 (14.7-15.9)
1 (15.9-17.2)
1 (17.3-18.7)
1 (18.3-19.8)
1 (19.2-20.8)
1 (19.9-21.7)
(20.8-22.8)
(21.4-23.4)
14.0
16.3
18.2
19.6
21.2
22.3
23.3
24.2
25.2
25.8
60-day
(13.5-14.6)
(15.7-17.0)
(17.6-19.0)
(18.9-20.4)
(20.4-22.1)
(21.5-23.2)
(22.4-24.3)
(23.2-25.2)
(24.1-26.3)
(24.7-27.0)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
1 of 4 9/27/2018, 1:45 PM

Precipitation Frequency Data Server
https: //hdsc.nws.noaa. gov/hdsc/pfds/pfds_printpage.html?lat=3 5.3256&...
NOAA Atlas 14, Volume 2, Version 3
' Location name: Sylva, North Carolina, USA*
Latitude: 35.3256°, Longitude:-83.1911 *
Elevation: 2045.5 ft**
source: ESRI Maps
"source: USGS''
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
4.22
4.92
5.78
6.65
7.62
8.45
9.24
10.0
11.0
11.9
5-min
(3.80-4.69)
(4.44-5.46)
(5.21-6.42)
(5.98-7.38)
(6.80-8.45)
(7.50-9.37)
(8.15-10.3)
(8.75-11.2)
(9.48-12.4)
( 10.1-13.5)
3.37
3.94
4.63
5.32
6.07
6.73
7.34
7.94
8.68
9.34
10-min
(3.04-3.74)
1 (3.55-4.37)
1 (4.17-5.15)
1 (4.78-5.90)
1 (5.42-6.73)
1 (5.97-7.46)
1 (6.47-8.17)
1 (6.94-8.88)
1 (7.49-9.78)
1 (7.96-10.6)
2.81
3.30
3.91
4.48
5.13
5.68
6.18
6.68
7.29
7.82
15-min
(2 .53-3.12)
1 (2.97-3.66)
1 (3.52-4.34)
1 (4.03-4.98)
1 (4.58-5.68)
1 (5.04-6.30)
1 (5.45-6.88)
1 (5.84-7.47)
1 (6.29-8.21)
1 (6.66-8.88)
1.92
2.28
2.78
3.25
3.80
4.27
4.73
5.20
5.80
6.33
30-min
(1.74-2.14)
1 (2.05-2.53)
1 (2.50-3.08)
1 (2.92-3.60)
1 (3.39-4.21)
1 (4.17-5.27) 11
(4.54-5.81)
1 (5.00-6.53)
(5.39-7.19)
1.20
1.43
1.78
2.12
2.53
2.90
3.26
3.65
4.16
4.62
60-min
(1.08-1.33)
1 (1.29-1.59)
1 (1.60-1.98)
1 (1.90-2.35)
1 (2.26-2.80)
1 (2.57-3.21)
1 (2.88-3.63)
1 (3.19-4.08)
(3.59-4.68)
1 (3.94-5.25)
0.708
0.842
1.04
1.24
1.48
1.70
1.92
2.15
2.45
2.73
2-hr
(0.642-0.786)
(0.762-0.934)
(0.942-1.15)
1 (1.11-1.37)
1 (1.33-1.64)
1 (1.51-1.88)
1 (1.69-2.13)
1 (1.87-2.39)
(2.11-2.76)
(2.31-3.10)
0.509
0.601
0.738
0.875
1.05
1.22
1.38
1.56
1.80
2.02
3-hr
(0.464-0.564)
(0.546-0.665)
(0.671-0.817)
(0.793-0.965)
(0.947-1.16)
1 (1.22-1.53)
(1.36-1.73)
1 (1.55-2.02)
(1.71-2.29)
0.322
0.376
0.453
0.534
0.640
0.737
0.838
0.946
1.10
1.23
6-hr
(0.295-0.355)
(0.345-0.414)
(0.415-0.499)
(0.487-0.586)
(0.580-0.702)
(0.662-0.808)
(0.744-0.921)
(0.830-1.05)
(0.945-1.22)
1 (1.04-1.39)
0.205
0.240
0.287
0.334
0.394
0.446
0.497
0.550
0.618
0.676
12-hr
(0.189-0.224)
(0.221-0.262)
(0.264-0.313)
(0.307-0.364)
(0.360-0.428)
(0.405-0.485)
(0.448-0.542)
(0.492-0.601)
(0.547-0.681)
(0.592-0.752)
0.116
0.139
0.170
0.195
0.230
0.258
0.286
0.315
0.355
0.385
24-hr
(0.110-0.123)
(0.131-0.148)
(0.160-0.181)
(0.184-0.207)
(0.216-0.244)
(0.241-0.273)
(0.266-0.304)
(0.292-0.335)
(0.325-0.377)
(0.351-0.410)
0.070
0.083
0.101
0.115
0.134
0.150
0.165
0.182
0.203
0.220
2-day
(0.065-0.074)
(0.078-0.088)
(0.095-0.107)
(0.108-0.122)
(0.126-0.143)
(0.140-0.159)
(0.154-0.176)
(0.168-0.194)
(0.187-0.217)
(0.201-0.235)
0.050
0.059
0.072
0.081
0.094
0.105
0.115
0.126
0.139
0.150
3-day
(0.047-0.053)
(0.056-0.063)
(0.068-0.076)
(0.077-0.086)
(0.089-0.100)
(0.098-0.111)
(0.108-0.122)
(0.117-0.134)
(0.129-0.148)
(0.138-0.160)
0.040
0.048
0.057
0.065
0.074
0.082
0.090
0.098
0.107
0.115
4-day
(0.038-0.043)
(0.045-0.051)
(0.054-0.061)
(0.061-0.069)
(0.070-0.079)
(0.078-0.087)
(0.084-0.095)
(0.091-0.104)
(0.100-0.114)
(0.106-0.122)
0.028
0.033
0.039
0.044
0.051
0.057
0.062
0.068
0.075
0.081
7-day
(0.026-0.030)
(0.031-0.035)
(0.037-0.042)
(0.042-0.047)
(0.048-0.055)
(0.053-0.060)
(0.058-0.066)
(0.063-0.072)
(0.070-0.080)
(0.075-0.087)
0.022
0.026
0.031
0.035
0.040
0.045
0.049
0.053
0.058
0.062
10-day
(0.021-0.024)
(0.025-0.028)
(0.030-0.033)
(0.033-0.037)
(0.038-0.043)
(0.042-0.047)
(0.046-0.052)
(0.049-0.056)
(0.054-0.062)
(0.058-0.067)
0.015
0.018
0.021
0.023
0.026
0.028
0.037
0.033
0.035
0.037
20-day
(0.015-0.016)
(0.017-0.019)
(0.020-0.022)
(0.022-0.024)
(0.025-0.028)
(0.027-0.030)
(0.029-0.032)
(0.031-0.034)
(0.033-0.037)
(0.035-0.039)
0.013
0.015
0.017
0.018
0.020
0.022
0.023
0.025
0.026
0.027
30-day
(0.012-0.013)
(0.014-0.015)
(0.016-0.018)
(0.018-0.019)
(0.020-0.021)
(0.021-0.023)
(0.022-0.024)
(0.023-0.026)
(0.025-0.028)
(0.026-0.029)
0.011
0.013
0.014
0.015
0.017
0.018
0.018
0.019
0.020
0.021
45-day
(0.010-0.011)
(0.012-0.013)
(0.014-0.015)
(0.015-0.016)
(0.016-0.017)
(0.017-0.018)
(0.018-0.019)
(0.018-0.020)
(0.019-0.021)
(0.020-0.022)
0.010
0.011
0.013
0.014
0.015
0.016
0.016
0.017
0.017
0.018
60-day
(0.009-0.010)
(0.011-0.012)
(0.012-0.013)
(0.013-0.014)
(0.014-0.015)
(0.015-0.016)
(0.016-0.017)
(0.016-0.018)
(0.017-0.018)
(0.017-0.019)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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PF graphical
1 of 4 9/27/2018, 1:44 PM