SW1191201_SW Report_20200414

April 14, 2020

NARRATIVE / CALCULATIONS / MAPS/
SUPPORTING INFORMATION
FOR STORMWATER REVIEW

for project

DPS - North Carolina National Guard
Morganton Regional Readiness Center
Phase II: New Construction
SCO#16-14394-02B

Site Address: 5155 Western Ave, Morganton, NC 28655

Engineer Owner / Developer
Timmons Group North Carolina National Guard
Attn: Frank Slinsky III, PE Attn: LTC Rodney Newton
5410 Trinity Road, Ste. 102 1636 Gold Star Dr., Suite 2600
Raleigh, NC 27607 Raleigh, NC 27607
T: 919.866.4505 T:984.345.6137
E: [e-mail] E: [e-mail]

TABLE OF CONTENTS

Stormwater Management Permit Application (copy)

Stormwater Narrative

Environmental Maps:
 USGS Quad Map
 NRCS Soil Map
 FEMA Flood Map

Property Deed

Seasonal High Water Table Report

Stormwater Management Mapping

Stormwater Calculations
Wet Pond Sizing
Pre-Post Development Hydraulic Routing
Storm Sewer and Outlet Protection Calculations
Wet Pond Supplement EZ
Operations and Maintenance EZ

(Refer to Full size plan set for additional information)

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:

Form SWU-101 Version Oct. 31, 2013 Page 1 of 6
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.):
NCNG Morganton Regional Readiness Center
2. Location of Project (street address):
Western Avenue
City:Morganton County:Burke Zip:27607
3. Directions to project (from nearest major intersection):
At Salem Road and Burkemont Road, turn south onto Burkmont Road. In 1 mile turn left onto Western
Avenue. The project is located at the end of Western Avenue in approximately 1 mile.

4. Latitude:35° 40’ 45” N Longitude:81° 40’ 57” W of the main entrance to the project.

II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): New Modification Renewal w/ Modification†
†Renewals 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 numbern/a , its issue date (if known)n/a , 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, n/a and the previous name of the project, if different than currently
proposed, n/a .
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):
CAMA Major Sedimentation/Erosion Control: 35 ac of Disturbed Area
NPDES Industrial Stormwater 404/401 Permit: Proposed Impacts
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 2 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:North Carolina National Guard
Signing Official & Title:LTC Rodney D. Newton
b. Contact information for person listed in item 1a above:
Street Address:1636 Gold Star Drive
City:Raleigh State:NC Zip:27607
Mailing Address (if applicable):1636 Gold Star Drive
City:Raleigh State:NC Zip:27607
Phone: (919 ) 345-6137 Fax: ( ) n/a
Email:[e-mail]
c. 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:n/a
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
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:
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
4. Local jurisdiction for building permits: North Carolina State Construction Office
Point of Contact:Farouk Zaman Phone #: (919 ) 807-4095

Form SWU-101 Version Oct. 31, 2013 Page 3 of 6
IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater runoff will be treated in a new constructed wet pond SCM.

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 Catawba River basin.
4. Total Property Area: 35 acres 5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0.60 acres
7. Total Property Area (4) – Total Coastal Wetlands Area (5) – Total Surface Water Area (6) = Total Project
Area+: 34.4 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non-coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 46.7 %
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 A Drainage Area Drainage Area Drainage Area
Receiving Stream Name Hunting Creek
Stream Class * C
Stream Index Number * 11-36-(0.3)
Total Drainage Area (sf) 746,327
On-site Drainage Area (sf) 746,327
Off-site Drainage Area (sf) 0
Proposed Impervious Area** (sf) 570,010
% Impervious Area** (total) 76.4%

Impervious** Surface Area Drainage Area A Drainage Area Drainage Area Drainage Area
On-site Buildings/Lots (sf) 64,267
On-site Streets (sf) 0
On-site Parking (sf) 465,306
On-site Sidewalks (sf) 33,389
Other on-site (sf) 0
Future (sf) 7,048
Off-site (sf) 0
Existing BUA*** (sf) 0
Total (sf): 570,010
* Stream Class and Index Number can be determined at: http://portal.ncdenr.org/web/wq/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.
*** 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.

Stormwater Narrative

Narrative

1. General Information
a. Project Name: DPS–North Carolina National Guard Morganton Regional Readiness Center,
Phase II: New Construction
b. Address: 5155 Western Avenue, Morganton, NC
c. Total Site Area: 536.44 Acres (Parcel Area), 35 acres (Site Area)
d. Disturbed Area: 34.33 Acres
e. Wetland Area: 0 Acres (there are no wetlands onsite).
f. Jurisdictional Streams and Stream Buffers: There is one jurisdictional stream on the property
to the north of the site. There will be no impacts to the stream or stream buffer due to this
project.
g. Ownership: North Carolina National Guard
h. Proposed Development: The North Carolina National Guard plans to construct a Regional
Readiness Center (RRC) on the site of the former Dept of Corrections Western Youth
Correctional Institution. The proposed project includes demolition of the existing buildings and
construction of the RRC to be occupied by four National Guard units.
i. Phasing:
· This project includes two complete and separate “phases” which are publicly bid
and constructed separately.
· Phase I of the project included the relocation of existing Department of Corrections
buildings to the CRV Correctional facility just south of the site of which Land
Disturbance Permit BURKE 2019-012 was issued on March 14, 2019 (see
attached). Construction of Phase I is underway and will be complete in February
2020 prior to beginning this project / Phase II).
· This project / Phase II will be bid in February 2020 after complete close out of
Phase I project; Construction for Phase II is planned to begin February 2020
and end August 2021).
j. Existing Land Disturbance Permit (Phase I project): BURKE 2019-012 / Express Review
k. Existing Stormwater Permit: N/A
l. NCDEQ Compliance Issues: None.
m. Water & Sewer Service: This project will utilize water and sewer services through the City of
Morganton.
n. Historic Sites: N/A This is not a historic site and there are no historic features on this site.
o. Public Funding This project is being funded through the state Connect NC Bond through the
North Carolina National Guard.
p. FEMA FIRM # 3710270000J, dated September 5, 2007 indicates that the site is outside the
limits the 100-year flood plain.
q. Soils on the site consist of predominately FaB, FaC, FaD (Fairview sandy clay loam) and Ur
(Urban land).
r. Pre-development BUA (On-Site): 5.41-ac
s. Post-development BUA (On-Site): 16.07-ac

Environmental Maps

USGS Quad Map
NRCS Soil Map
FEMA Flood Map

Property Deed

Seasonal High Water Table Report

Stormwater Management Mapping

EOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPSANSANWGW-RUGTWGWGXXXXXXXXXXXXXXXXXXXXXXXWGWW-RW-RXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XXXXXXX GGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGSTM-RSAN-RSAN-RUGT-RUGT-RSAN-RSAN-RW-RW-RW-RXUCATVUCATVOHPOHPOHPOHPOHPOHPOHPSSANSANSANSANSANSANSANSANSANSANSANUFOXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
UFOUFOUFOUGTUGTUFOUFOUFOUFOUFOSANSSSSOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPDoC 1-STORYBRICK BUILDINGN O R T H C A R O L I
N
AP R O F E S S I O N A
LE N G I N E E R
0 3 3 6 1 2N O R T H C A R O L I
N
AP R O F E S S I O N A
LE N G I N E E RN O R T H C A R O L I
N
AP R O F E S S I O N A
LE N G I N E E RN O R T H C A R O L I
N
AP R O F E S S I O N A
LE N G I N E E R
S E A LN O R T H C A R O L I
N
AP R O F E S S I O N A
LE N G I N E E RN O R T H C A R O L I
N
AP R O F E S S I O N A
LE N G I N E E RN O R T H C A R O L I
N
AP R O F E S S I O N A
LE N G I N E E RF
R
A N C I S S L I N S K Y, I I ISheet Number:Date:Drawn by:Project Number:2019 DEC. 04FSRevisionsNo.DateTimmons Group
Attn: Frank Slinsky, PE
5210 Trinity Road; Suite 102
Raleigh, NC 27607
Phone: [phone]
Fax: [phone]
PROGRESS DRAWING
NOT FOR
CONSTRUCTION
DPS - NORTH CAROLINA NATIONAL GUARD
MORGANTON REGIONAL READINESS CENTER (NC CONNECT)1711-B0SCALE 1"=60'120'60'NAD
8
3 ANALYSIS POINT ADRAINAGEAREA(Acres)(CN)PRE-DEVELOPMENT28.94Q1Q108479.91184.09EXISTING IMPERVIOUSNOTE: POST-DEVELOPMENT FLOW IS LESS THAN PRE-DEVELOPMENT FLOW AT ANALYSIS POINT.REFER TO CALCULATION BOOKLET FOR ADDITIONAL INFORMATION.Q100307.47ANALYSISPOINT 'A'C4.7PRE-DEVELOPMENTSTORMWATERMANAGEMENT PLANDRAINAGE AREAPRE-DEVELOPMENT IMPERVIOUS AREA AND WATER QUALITY TREATMENTPRE-DEVELOPMENT STORMWATER QUANTITY CONTROLSEE ABOVESEE INSET 'A'INSET 'A'APRE-DEVELOPMENT ONSITE IMPERVIOUS SURFACES = 7.10 ± ACRESPOST-DEVELOPMENT ONSITE IMPERVIOUS SURFACES = 17.30 ± ACRESIMPERVIOUS AREA REQUIRED TO BE TREATED = 10.20 ± ACRESIMPERVIOUS AREA TO BE TREATED = 12.71 ± ACRES (WET DETENTION)IMPERVIOUS AREA OVERTREATED = 2.51 ± ACRESPOST-DEVELOPMENT STORMWATER QUALITY CONTROL
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XXXXXXX GGGGGGGGGGGGGGGGGGGGGGGGGGGGGGGXUCATVUCATVWOODSGRASS FIELDWOODSCONSTRUCTION LIMITSCONSTRUCTION LIMITSCONSTRUCTION LIMITS
CONSTRUCTION LIMITSCONSTRUCTION LIMITSCONSTRUCTION LIMITSR/W LINEPROPERTY LINEGRASSLOW GROWTHWOODS ANDVEGETATIONWOODSWOODSWOODSCLEARING LIMITCLEARING LIMITCLEARING LIMITCONSTRUCTION LIMITSRDDDRDRDRDDDRDRDRDRDRDRDRDRDRDRDOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHP122512251210
1225122512201220122012301225121312
3
81238 12351220122312331227122312301225
DDDRD122012171218122112101214121512131214
122
0
1225122212231220122112241
2
2
4
12261
2
2
6 12261
2
2
7
1
2
2
8
1230122912291330
1215 12011212
12
2
6
1
2
2
6
12311232122712261226
1225
1227
1227122612251224 122512261226122612261226
1225
1226
1226
1225
122
6
12
2
6
12
2
6 12261226122612261225122412231222122112201219122012201219122012191219122
1
122
2
122
3
122
4
121
9
121
8 12181219122012191
2
2
5
1
2
2
4
12
2
3
12
2
2
12
2
1
1
2
2
5
1
2
2
4
1
2
2
3
122
2121912151216
1
2
2
51224
122512261
2
2
61225
122412231224122412211222121912181218122012191217121812191220122112221223122412251219122012211222122412251218121812231216121512141213121212111210121312121211 1214
12
1
6
12171216 1212 120912081199119811971196119511941210120511971200 1202 1215120112101205119612001202119612001205120812081205120011951190 1208 1177120212011195118511801190120012051208119712001205120812081205120012021201122012181220122012191218
1
2
2
6
1
2
2
6
1
2
2
6
12
2
6122512241224
1227
1227
1227123012291228 1226
1226
1226
1226
1226
1226
1217
122612261
2
2
6
1226122812251221122
4
1223
1222
1224122312221222122312151214121312121211121012091208120712061205120512131212121112141215
1224121
8
121
9
1217
1212
1
2
2
9 122512101210
1221122212241225122512221227122612281215121512101207120312041205 1200120112021203120412051206120712051200 119512001190 1195119011851213
1227
1227
1226
1210
1215
1220 12271226122512241223122212271226122512241223122612271228122112151210120512001995199012201215121012051
2
0
0 1220122412251223122312221222XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXWET PONDSTORMWATER CONTROL MEASURE(REFER TO C4.1, C6.1, C8.14)DoC 1-STORYBRICK BUILDINGN O R T H C A R O L I
N
AP R O F E S S I O N A
LE N G I N E E R
0 3 3 6 1 2N O R T H C A R O L I
N
AP R O F E S S I O N A
LE N G I N E E RN O R T H C A R O L I
N
AP R O F E S S I O N A
LE N G I N E E RN O R T H C A R O L I
N
AP R O F E S S I O N A
LE N G I N E E R
S E A LN O R T H C A R O L I
N
AP R O F E S S I O N A
LE N G I N E E RN O R T H C A R O L I
N
AP R O F E S S I O N A
LE N G I N E E RN O R T H C A R O L I
N
AP R O F E S S I O N A
LE N G I N E E RF
R
A N C I S S L I N S K Y, I I ISheet Number:Date:Drawn by:Project Number:2019 DEC. 04FSRevisionsNo.DateTimmons Group
Attn: Frank Slinsky, PE
5210 Trinity Road; Suite 102
Raleigh, NC 27607
Phone: [phone]
Fax: [phone]
PROGRESS DRAWING
NOT FOR
CONSTRUCTION
DPS - NORTH CAROLINA NATIONAL GUARD
MORGANTON REGIONAL READINESS CENTER (NC CONNECT)1711-B0SCALE 1"=60'120'60'NAD
8
3 POST-DEVELOPMENT IMPERVIOUS AREA AND WATER QUALITY TREATMENTPROPOSED IMPERVIOUS (BYPASS)ANALYSIS POINT ADRAINAGEAREA(Acres)(CN)Q1Q10POST-DEVELOPMENTA1(BYPASS)14.208540.9192.24POST-DEVELOPMENTA2 (BMP)POST-DEVELOPMENTA (COMBINED)16.639221.1942.6430.8350.14133.06POST-DEVELOPMENT IMPERVIOUS TREATED IN BMPEXISTING IMPERVIOUS TO REMAIN (BYPASS)POST-DEVELOPMENT STORMWATER QUANTITY CONTROLNOTE: POST-DEVELOPMENT FLOW IS LESS THAN PRE-DEVELOPMENT FLOW AT ANALYSIS POINT.REFER TO CALCULATION BOOKLET FOR ADDITIONAL INFORMATION.Q100152.6746.44196.48ANALYSISPOINT 'A'C4.8POST-DEVELOPMENTSTORMWATERMANAGEMENT PLANA2A1PRE-DEVELOPMENT ONSITE IMPERVIOUS SURFACES = 7.10 ± ACRESPOST-DEVELOPMENT ONSITE IMPERVIOUS SURFACES = 17.30 ± ACRESIMPERVIOUS AREA REQUIRED TO BE TREATED = 10.20 ± ACRESIMPERVIOUS AREA TO BE TREATED = 12.71 ± ACRES (WET DETENTION)IMPERVIOUS AREA OVERTREATED = 2.51 ± ACRESDRAINAGE AREAPOST-DEVELOPMENT STORMWATER QUALITY CONTROLSEE ABOVESEE INSET 'A'INSET 'A'

Environmental Maps

USGS Quad Map
NRCS Soil Map
FEMA Flood Map

Imagery................................................NAIP, January 2010Roads..............................................©2006-2010 Tele AtlasNames...............................................................GNIS, 2010Hydrography.................National Hydrography Dataset, 2010Contours............................National Elevation Dataset, 2010
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│
―│―│
―│―│
―│
―│
―│―│
―│―│
―│
―│
―│―│
―│―│
―│―│
―│
―│
―│
―│―│
―│―│
―│
―│
―│―│
―│―│
―│
―│
―│
―│―│
―│―│
―│
―│
―│―│
―│―│
―│
―│
―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│―│
―│―│
―│
―│
―│―│
―│
―│
―│
―│
―│
―│―│―│
―│
―│―│
―│―│
―│
―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│
―│―│
―│―│
―│
―│
―│
―│
―│
―│
―│
―│―│
―│―│
―│―│
―│
―│
―│
―│―│
―│―│
―│
―│
―│―│
―│―│
―│
―│
―│―│
―│―│
―│
―│
―│―│
―│―│
―│―│
―│
―│
―│
―│―│
―│―│
―│
―│
―│―│
―│―│
―│―│
―│
―│
―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│
―│
―│
―│
―│―│
―│―│
―│
―│
―│
―│
―│
―│
―│
―│―│
―│―│
―│
―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│
―│
―│
―│
―│
―│
―│
―│
―│
―│―│
―│―│
―│―│
―│
―│
―│
―│―│
―│―│
―│―│
―│
―│
―│
―│―│―│―│―│―│―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│
―│
―│―│
―│―│
―│―│
―│
―│
―│
―│
―│
―│
―│
―│―│
―│―│
―│
―│
―│
―│―│―│
―│
―│―│
―│―│
―│
―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
―│―│―│
―│
―│―│
―│―│
―│
―│
―│―│―│―│
―│―│
―│
―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│―│―│
―│―│
―│
―│
―│―│―│―│―│―│―│―│
―│―│
―│―│
―│
―│
―│
―│
―│
―│
―│
―│
―│
―│
―│
―│
―│
―│
―│―│
―│―│
―│―│
―│―│
―│―│
―│―│―│
―│―│―│
―│―│―│
―│―│
―│―│
―│―│
●○
●○
#!"
▄▄OP
#!"
#!"
#!"
#!"
#!"
#!"
|||
¥^
█n
█n
█n
█n
█n
█n
█n
█n
█n
█n
█n
█n
█n
█n
F
F
F
F
F
F
H
1
2
0
0
1800
1200 1200140022001200
1200
24002400
2400
1800
1200
1800180016001600200016001400 12001200
1400
1600 12001600
16001
400
1400
1800
180012001 8 0 0
1200
1200
1 2 0 0
1600180014001200140014001200 1200
220014001
20
0
140020002000 14001200
1 2 0 0
1
2
0
0
1200
1400 12001 6 0 0 1200120028001800
1200
2
0
0
0
20001200 22001200
2000
1200
14001200
1
6
0
0
1200
1 6 0 0
1 6 0 0 1200180014001600
260012002000
16001200220024001000
20002600 22001800
1
2
0
0
1200
1
2
0
0
18001 4 0 0
1200
14001 4 0 0
1400
20001
4
0
0
1800
1800
18001200
1200
220012001200
1800
1200
16001200 160016001600
1 4 0 0
1200
1800 14001400
14001200
12001200
1 2 0 01200
1
4
0
0
12001 2 0 0
2 6 0 0
2
4
0
0
1 0 0 0
18002200 1 2 0 0
18002200 1600180018001200
1200
16001800 14001200
160012001 8 0 0
1400
12002 0 0 0
1200
18002 2 0 0
1200
2 2 0 0 20001 2 0 0
20001200
1
2
0
0
120016001 4 0 0
1200
1600 20001800
180014001200 16002000
1400
1400
180020001 2 0 0
26001200
1
2
0
0
14002 0 0 0 1200140012001200
2200
1600120016001400
1600
1800
1400
22001200
200016001200
ClydeValleyAirport
SilverCreekAirport
§¨¦40 §¨¦40
§¨¦40
§¨¦40
§¨¦40
£¤64
£¤Byp70
£¤70
£¤Byp70
£¤Byp64
£¤Bus70
£¤64
£¤70
£¤64
£¤Bus64
¬«126
¬«18
¬«126
¬«18
¬«181
¬«18
¬«181
¬«18181
AMBER LN
CRYSTAL CREEK RD JA M EST O W N R D
GILES FARM RDEMILY
D
R
LEO N R DBURKEMONT RDBRO W N D R
FLETCHER ST
CRAFTSMAN DR
BOUCHELLE ST
A R N O L D D R COFFEY STW IL L O W B R O O K D RINGLEWOOD D R
APPLE TREE
L
N
GENE S L O O PADVENT STNUNLEY KNOLLSBETHEL RDVIL
L
A
G
E D
R
D I X I E B L V D
B
E
L
A
I
R
E

D
R
M O U N T A I N S I D E D RHOPEWELL RDS
E
C
R
E
S
T
S
T
WESLE Y RDCRESTWOOD DRSHER
W
O
OD HTSGOLF COURSE RDN TE R R A C E PLFOREST HILLS STC R E E K W O O D D R
S COLLEGE STE CONCORD STRICH MOUNTAIN RD
O A K D A L E D R VALDESE AVEB
ROUGHTON RDRICH M O U N T A I N R D
SHADY REST RD
SKYLAND DRPLEASANT VW LPGLADDEN RDRIDGECREEK D R
DOCASTEE DR
KENNED Y DR
J E N K I N S RD HARRISON CARSW E L L A V E
N
COLLEGE ST
PETE BRITTAIN RDWALKER RD
MCKEE DR
PLAZA DRM O U N T H O M E C H U R C H R D
BETHEL RD
CHAPMA
N
D
R
S T EA KHOUSE RD
R ID G E C R E ST D R OL
D
C
R
E
E
K
R
DNORMA
N
R
D
HASTINGS DR
P A R T O N A V E
W O O D S T R E A M D R
JOHN WATTS RDR I D G E C R E E K D R
R
O
S
E
C
A
R
S
WE
L
L
R
D
CL
AR
K

L
OOPNORMANDY DRDUCKWORTH CIRFLINT AVEINDEPENDENCE BLVDWALTON RD
HENREDON
RDFALLS STN ANDERSON ST
WIL
LIAMS RD
C
O
A
L
C
H
UTE
RD
OAK TREE R D
S T A M E Y A V EHILLTOP STWATERSHED RDENOLA RDBROOKWOOD RD
CHILDERS DRD R E X E L R D
MCCO
NNAU
G
H
E
Y
L
N
PEARSON AVEWA TERING PLR
I
D
G
E
C
T
MOR
R
I
S
L
O
O
P
L
I
B
E
R
T
Y

D
R
BOULDER DRTS MULL RDDREAMFIE L D L N
N KING ST
WESTERN AVE BROUGHTON RD EXDJ P
HAWKINS CIR
D
A
V
I
S TR
L
DENTON AVE
OLD N C 18B
O
B
S KNOB RDPONDEROSA RDHAWKINS DRLITTLE MTN LNHIGH PEAK MOUNTAIN
RD
SH E L L A V E
MCNEELLY DR
HIGH
P
E
AK VALLEYS T A T E R D 1 1 6 0CEDAR HI
LLS
D
R
C
R
AWLEY DALE STW FREED
O
M DRW PARK DR
GARRISON RD COLLETT STHUFFMAN STBETHEL STRANDOLPH STVALDESE AVEBURKE DRDUCKWORTH A V E
V E R NON COOK RD
B A R N H I LL ORCHARD RD
ROBY WILLIAM S R D
LORETTA LN DAV AVEDREXEL RD CRESTVIEW STBURKE MEMORI
AL PARK RDBRANDON RDFRED WILLIAMS AVEGLENDALE STC
H
A
R
LIE C
R
A
W
L
E
Y R
D
A IR P A R K D R
D A L E F A R M R D
BURKEMONT RDSALEM RDPATTON S T
PEARSON DR
WATERSHED RDASHEVILLE ST
POTEAT RDW CONCOR
D
ST
WHITE ST
O
L
D N C 18
G L E N N H A V E N D RGOUGE AVESTONEBRIDGE DRE PARKER RD BLANTON RDENOLA RDZERO MULL RD
RAMBLEWOODS DR
BRANSTROM ORCHARD STCLARK LOOPJENKINS RDDENTONS CHAPEL RDIDA VWBYRD RDWHITLEY RDCREST HILL DR
P R O P S T R D
S H ILLS D R
M
ETCALF TRL
HOPEWELL RD
MOUNTAIN MEADOWS DRCRAW LEY D R
R
URI
TAN DRGARLAND
JO
H
NS
O
N
R
D
WATKINS DR
GOVERNM E N T D RE
A
S
T
VIE
W
S
T
ENOLA RDH
O
G
A
N ST
STEPHENS DR
O L D C O L O NY RDW PARKER RDB USH DR
HENRY RIVER TRL WATTS STALTA VISTA WAY
J O E C A R S W E L L R D
SUMMERS RDADMORE HEIGHTS DRB
U
R
K
E
MONT AVERUTHERFORD RDSANFORD DRE UNION STW FLEM ING DRE MEETING STC A R B O N C IT Y R D E MEETING STFLEMING DR
W U N I O N S T E FLEMING DRMorganton Watershed Lake
D
o
u
ble
B
r
Henry ForkF i d d l e r s R u n
Ivy CrI
v
y
C
r
S tacy Cr
Canoe Cr
B
a
ile
y
F
o
r
k
Bailey For k
Hipp CrE
P
r
o
n
g Hu
n
ti
n
g
C
r
Laurel Cr
L ittle R iverSilver CrClear
C
r
H
u
ntin
g
C
r
Henry ForkH
o
w
ar
d
C
r
H
u
n
ti
n
g
C
rLittle Silver C rCanoe Cr
B
aile
y
F
ork Hunting CrLittle RiverSilver CrFi
ddl
ers
RunCatawba
River
Henry ForkSilver CreekCatawba RiverLe o nh a r tLake
B r o u g h t o n H o s p i t a lReservoir
B r o u g h t o n H o s p i t a lReservoir
WesternPiedmontCommunity Coll
BurkeMemorialCem
DentonsChapel Cem
BethelCem
MissionaryRidge Cem
WalkerTop Cem
OliveHill Cem
Grace Episcopal ChurchCem
MORGANTON
Drexel
Salem
Burkemont
PumpkinCenter
Sunnyside
Enola
YellowGap
Calvin
Magnolia
Petersburg
WalkerTop
Bob Knob
BurkemontMtn
SimmsHill
RoperKnob
Pine Mtn
JimmyKnob
LittleCedar Mtn
KaylorKnob
YellowMtn
IronmongerMtn
KrunkletonKnob
CedarMtn
HippKnob
KellerKnob
Black FoxRidge
HorseRidge
SouthMountains
HorseMountain Gap
45'
39
39
47
4
34
4
30"
38 4
43000m
30"
30"
47
40'
35°
39
40'
00 0
39
51
45'
4
34
00 0
42'
4
40'
210
4 4
37'
39
39
35°
50
51
56
000m
81°
30"
39
43
44
54
4 4
374
40'
FEET
81°
39
39
39
45
46
49
54
30"
N
70 0
FEET
39
39
39
39
46
49
1 190
394 40 1
39
44
42'
53
55
000m
81°
45
50
N
33
35
4 4 41
43
39
00 0
37'30"
39
39
52
000m 4
42'
37 4
4
40
414
81°
39
39
39
FEET
43
35°
FEET
56
39
39
45'
53
55
E
35 38 39 4
00 0
4
4
37'
39
39
730
35°
37'
42'
48
33
30"
42
42
E
39
39
48
52
30"
45'
NORTHCAROLINA
QUAD RANGLE LOC ATION
MORG ANT ON SO UTH QUADRANGLENORTH CAROLINA-BURKE CO.7.5-MINUTE SERIES
MO RGANTON S OUTH, N C
2016
Expressway Loca l Connector
ROAD CLASSIFICATION
Ramp 4WD
Secondary Hwy Lo ca l Road
Interstate Route State Ro uteUS R outeWX./H
MORG ANT ON S OUTH, NC
2016
ROA D CLASSIFICA TION
Check with local Forest Service unitfor current travel conditions a nd restrictions.
FS Primary R oute FS High Clearance RouteFS PassengerRouteª«­▬Interstate Route State RouteUS RouteWX./H
Expressway Local Connector
Ramp 4WD
Secondary Hw y Lo ca l Road
U.S. DEPART MENT OF THE INT ERIOR U.S. GEOLOGICAL SURVE Y

1 Oak Hill
8 Casa r
2 Mo rganton No rth3 Drexel4 Glen Alpine5 Valdese6 Dysartsville7 Benn K nob
AD JOIN ING QUADRANGL ES
1 2 3
4 5
6 7 8
This map was produced to conform with the National G eo spatial Program US T opo Product Standard, 2 011.A meta data file associated with this product is draft version 0.6.19
CONTOUR INTERVAL 4 0 FEETNORTH A MERICA N V ERTICAL DAT UM OF 19 88
SC ALE 1:24 000
1000 500 0 ME TE RS 1000 2000
21KILOMETERS00.51
1 0.5 0
MILES
1
1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
FEET
Imagery..................................................NAI P, June 2 014Roads................................ U.S. Census Bureau, 20 15 - 2 016Names..........................................................GNIS, 2 016Hydrography....................Nationa l Hydro graphy Dataset, 2014Contours............................National Elevation Dataset, 2008Boundaries............Multiple so urces; see metadata file 1972 - 2016
Wetlands.........FWS N atio nal Wetla nds Inventory 1 977 - 2014
North A merican Datum of 19 83 (NA D83)World Geodetic System of 198 4 (WG S84). Projection and1 000-m eter grid: Universal Transverse Merca tor, Zone 17S
Produced by the United States Geological Survey
10 000-foot ticks: North Ca rolina Coordinate S ystem o f 198 3
This map is not a legal document. Bounda ries ma y begeneralized fo r this map sca le. Priva te lands within governmentreservations may no t be sho wn. Obta in permission befo reentering private lands.
North American Datum of 19 83 (NAD83)Wo rld Geo detic System o f 198 4 (WG S84). Projection and1 000-m eter grid: Universal Transverse Merca to r, Zo ne 17S
Produced by the United States Geological Survey
10 000-foot ticks: North Carolina Coordinate S ystem o f 198 3
This map is not a legal document. Boundaries may begeneralized fo r this map sca le. Private lands within governmentreservations may no t be sho wn. Obta in permission befo reentering private lands.
Imagery<I MG _LEADER><IMG_CIT ATION >Roa ds<TRA NS_LEADE R> U.S. Census Bureau, 2 015 - 20 16Roads within US Fo rest Service Lands.............FSTopo Data with limited Fo rest Service updates, 201 2 - 201 6Names...............................................................GN IS, 20 16Hydrography<HY DR O_LEADER>Na tional Hydrography Data set, <HYDRO_DATE>Contours<HYPS O_LEADER><HYPSO_CI TAT ION>Boundaries............Multiple sources; see metadata file 1 972 - 20 16<OPTIO NAL_CI TAT IONS>Wetlands.........FW S Na tional W etlands I nventory 19 77 - 20 14
U.S. National G rid
100,000-m Square ID
Grid Zone Designation
MV
17S
^
ØMN
GN
UTM GRID A ND 2016 M AGNE TIC NORT HDECLINATION AT CENTER OF SHEET
0° 24´7 M IL S
7° 9´127 MILS
USGS The National Map: Orthoimagery. Data refreshed October 2017.
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250Feet
Ü81°41'17.25"W 35°40'58.45"N 81°40'39.80"W 35°40'29.23"N
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOODHAZARD AR EAS
Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR
Regulator y Floodway
0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X
Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X
Area with Flood Risk due to Levee Zone D
NO SCREE N Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culver t, or Storm SewerLevee, Dike, or Floodwall
Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect
Coastal Transect BaselineProfile BaselineHydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of StudyJurisdiction Boundar y
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards
The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 9/27/2018 at 5:49:34 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time.
This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes.
Legend
OTHER AREAS OFFLOOD HAZARD
OTHER AREAS
GENERALSTRUCTURES
OTHERFEATURES
MAP PANELS
8
1:6,000
B 20.2
The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative proper ty location.

Property Deed

Stormwater Management Permit
Application (copy)

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:

Form SWU-101 Version Oct. 31, 2013 Page 1 of 6
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.):
NCNG Morganton Regional Readiness Center
2. Location of Project (street address):
Western Avenue
City:Morganton County:Burke Zip:27607
3. Directions to project (from nearest major intersection):
At Salem Road and Burkemont Road, turn south onto Burkmont Road. In 1 mile turn left onto Western
Avenue. The project is located at the end of Western Avenue in approximately 1 mile.

4. Latitude:35° 40’ 45” N Longitude:81° 40’ 57” W of the main entrance to the project.

II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): New Modification Renewal w/ Modification†
†Renewals 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 numbern/a , its issue date (if known)n/a , 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, n/a and the previous name of the project, if different than currently
proposed, n/a .
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):
CAMA Major Sedimentation/Erosion Control: 35 ac of Disturbed Area
NPDES Industrial Stormwater 404/401 Permit: Proposed Impacts
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 2 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:North Carolina National Guard
Signing Official & Title:LTC Rodney D. Newton
b. Contact information for person listed in item 1a above:
Street Address:1636 Gold Star Drive
City:Raleigh State:NC Zip:27607
Mailing Address (if applicable):1636 Gold Star Drive
City:Raleigh State:NC Zip:27607
Phone: (919 ) 345-6137 Fax: ( ) n/a
Email:[e-mail]
c. 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:n/a
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
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:
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
4. Local jurisdiction for building permits:
Point of Contact: Phone #: ( )

Form SWU-101 Version Oct. 31, 2013 Page 3 of 6
IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater runoff will be treated in a new constructed wet pond SCM.

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 South Fork Catawba River basin.
4. Total Property Area: 543.29 acres 5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 6.85 acres
7. Total Property Area (4) – Total Coastal Wetlands Area (5) – Total Surface Water Area (6) = Total Project
Area+: 536.44 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non-coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 5.13 %
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 A Drainage Area Drainage Area Drainage Area
Receiving Stream Name Hunting Creek
Stream Class * C
Stream Index Number * 11-36-(0.3)
Total Drainage Area (sf) 1,148,532
On-site Drainage Area (sf) 1,148,532
Off-site Drainage Area (sf) 194,423
Proposed Impervious Area** (sf) 666,136
% Impervious Area** (total) 50%

Impervious** Surface Area Drainage Area A Drainage Area Drainage Area Drainage Area
On-site Buildings/Lots (sf) 124,547
On-site Streets (sf) 32200
On-site Parking (sf) 440,132
On-site Sidewalks (sf) 49,488
Other on-site (sf) 3,413
Future (sf) 16,357
Off-site (sf) 53725
Existing BUA*** (sf) 87379
Total (sf): 807241
* Stream Class and Index Number can be determined at: http://portal.ncdenr.org/web/wq/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 4 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.

Projects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be 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.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
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 ½ mile of the site boundary, include the ½
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.
l. 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 5 of 6
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
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: `` Page No:
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
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/lr/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:Francis Slinsky, PE
Consulting Firm: Timmons Group
Mailing Address:5410 Trinity Road
City:Raleigh State:NC Zip:27607
Phone: (919 ) 866-4505 Fax: (919 ) 859-5663
Email:[e-mail]

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.

Design Calculations

Wet Pond Sizing
Pre-Post Development Hydraulic Routing
Storm Sewer and Outlet Protection Calculations
Wet Pond Supplement EZ
Operations and Maintenance EZ

WET POND SIZING DATE
11-Feb-20
PROJECT NAME PROJECT NO
NCNG Morganton 39004
LOCATION BY
Morganton, NC JL
POND 1
Drainage Area, (DA) =17.13 ac I1 Pre= 4.6 in/hr
Impervious Area c=0.95 13.09 ac CcPre= 0.52
Pervious Area c= 0.30 4.04 ac Q1Pre=40.97 cfs
Cc =0.80 I1 Post= 4.6 in/hr
CN=92.0 Q1Post=62.78 cfs
Permanent Water Quality Pool
% Impervious =76.4 %
Permanent Pool Design Depth = 3.00 ft
SA / DA Ratio =2.77 (from Tbl. 1.1)
Required Surface Area = 20,692 sf
Permanent Pool Volume Req.= 62,076 cf
Temporary Water Quality Pool
Design Storm Rainfall 1.00 in (Typically 1-in)
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.74 in/in
Required Volume (design rainfall)(Rv)(DA) = 45,874.13 cf
Surface Area Provided:
Permanent Pool Max. Depth = 4.50 ft
Area of Pond Bottom (Above PSS) = 11,663 sf (EL= 1197.0)
Area Bottom of Shelf= 19,192 sf (EL= 1201.0)
Area of Permanent Pool= 21,548 sf (EL= 1201.0)
Area Top of Shelf=21,548 sf (EL= 1202.0)
Perm. Pool Volume Provided=71,664 cf > 62,076 OK
Avg. Perm. Pool Depth Provided (Eq. 2)=3.33 ft >3.00 OK
Surface Area at 1" Storage Volume= 32,107 sf (EL= 1203.1)
1" Storage Volume Provided=45,890 cf >45,874 OK
Temp. Storage Depth above Dewatering Hole = 1.60 ft
Diameter of Dewatering Hole = 3.50 in
Detention (Draw-Down) Time =2.4 days (2-5 days Required)
T days=(Temp. Storage Vol Req / (0.6 * A * (2*g*(h))^1/2) * 86400
(where h = one third temp. storage depth measured to centroid of orifice)
Max Drawdow Rate=0.39 cfs
Permanent Pool Volume=71,664 cf >62,076 OK
Forebay Volume Required = 14,333 cf
Forebay Volume Provided =11,876 cf
16.6 %
Table 1.1
3.0 4.0 5.0 6.0
0.51 0.43 0.37 0.30
0.84 0.69 0.61 0.51
1.17 0.94 0.84 0.72
1.51 1.24 1.09 0.91
1.79 1.51 1.31 1.13
2.09 1.77 1.49 1.31
2.51 2.09 1.80 1.56
2.92 2.41 2.07 1.82
3.25 2.64 2.31 2.04
50
60
30
40
% Impervious
10
20
SA / DA Ratios 85% TSS efficiency
Permanent Pool Depth (ft)
90
70
80
s:\1319\0001\calcs\PondSize-Wet Pond-piedmont-90 tss printed: 2/11/2020 2:01 PM Page 1 of 2
WET POND SIZING DATE
POND 1
Main Pool Permanent Pool Volume
Stage (ft) Elevation Storage (cf)
-4.00 1197.00 Top of Sed. Stor. in Main Pond
-3.00 1198.00 12,570
-2.00 1199.00 26,974
-1.00 1200.00 43,262
0.00 1201.00 61,479 Inside of Shelf Elev.
0.50 1201.50 71,664 Normal Pool Elev.
Outside of Shelf Elev.
Forebay Volume
Stage (ft) Elevation Storage (cf)
-4.50 1197.00 0 Top of Sed. Stor. in Forebay
-4.00 1197.50 511
-3.50 1198.00 1,291 ssm
-3.00 1198.50 2,282
-2.50 1199.00 3,427
-2.00 1199.50 4,736
-1.50 1200.00 6,219
-1.00 1200.50 7,882
-0.50 1201.00 9,732 Inside of Shelf Elev.
0.00 1201.50 11,876 Normal Pool Elev.
Total Pond Stage / Storage Detail
0.00 1201.50 0 Normal Pool Elev.
0.50 1202 13830.75
1.50 1203 44251.25
1.60 1203.103 32,107 45889.671 Water Quality Elevation
2.50 1204 34658 60158.25
3.50 1205 37559 45889.671
Anti-Floatation
Invert of Riser:1,196.00 ft
Crest of Riser:1,203.10 ft
Inside Width of Riser 4.00 ft
Inside Length of Riser:4.00 ft
Riser Wall Thickness:8.00 in
Volume of Riser:201.96 cf
Volume of Riser Walls: 88.36 cf
Weight of Concrete:150 lbs/cf
Buoyancy Force:62.4 lbs/cf
Weight of Riser Walls: 13,253 lbs
Buoyancy Force of Riser: 12,602 lbs
Weight of Riser minus Buoyancy Force 651 lbs
Width of Anchor extension 6 in
Thickness of Anchor extension 6 in
Weight of Water acting on anchor extension 5169 lbs
Weight of extension required (concrete) None lbs
Safety Factor (SF)1.3
Weight of extension required with SF 0 lbs
Anchor Length:6.33 ft
Anchor Width: 6.33 ft
Volume of Anchor:20 cf
Weight of Proposed Anchor 3008 lbs
Is Anchor sufficient?YES
Total Downward Force: 21,430 lbs
Total Boyancy Force:12,602 lbs
Total Safety Factor:1.7
11,663
13,476
15,333
Area (sf)
29,027
31,814
17,242
19,192
21,548
3,887
4,687
753
1,291
Area (sf)
26,296
2,792
2,444
2,136
1,828
3,140
3,514
s:\1319\0001\calcs\PondSize-Wet Pond-piedmont-90 tss printed: 2/11/2020 2:01 PM Page 2 of 2
1 2 3
4
5
6
7
8 9
1
Watershed Model SchematicHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Project: Pre-post calcs with helipad.gpw Monday, 03 / 2 / 2020
Hyd.Origin Description
Legend
1 SCS Runoff Pre Development
2 SCS Runoff Post Development-Bypass
3 SCS Runoff Post Development-BMP
4 Reservoir BMP Routing
5 Combine Post Development-Total
6 SCS Runoff Analysis Point B Pre-Development
7 SCS Runoff Analysis Point B Post-Development
8 SCS Runoff Analysis Point C Pre-Development
9 SCS Runoff Analysis Point C Post-Development
Hydraflow Table of Contents Pre-post calcs with helipad.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
Summary Report......................................................................................................................... 3
Hydrograph Reports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Pre Development.................................................................. 4
Hydrograph No. 2, SCS Runoff, Post Development-Bypass.................................................... 5
Hydrograph No. 3, SCS Runoff, Post Development-BMP........................................................ 6
Hydrograph No. 4, Reservoir, BMP Routing............................................................................. 7
Pond Report - Wet Pond...................................................................................................... 8
Hydrograph No. 5, Combine, Post Development-Total............................................................ 9
Hydrograph No. 6, SCS Runoff, Analysis Point B Pre-Development..................................... 10
TR-55 Tc Worksheet.......................................................................................................... 11
Hydrograph No. 7, SCS Runoff, Analysis Point B Post-Development.................................... 12
TR-55 Tc Worksheet.......................................................................................................... 13
Hydrograph No. 8, SCS Runoff, Analysis Point C Pre-Development..................................... 14
TR-55 Tc Worksheet.......................................................................................................... 15
Hydrograph No. 9, SCS Runoff, Analysis Point C Post-Development................................... 16
TR-55 Tc Worksheet.......................................................................................................... 17
10 - Year
Summary Report....................................................................................................................... 18
Hydrograph Reports................................................................................................................. 19
Hydrograph No. 1, SCS Runoff, Pre Development................................................................ 19
Hydrograph No. 2, SCS Runoff, Post Development-Bypass.................................................. 20
Hydrograph No. 3, SCS Runoff, Post Development-BMP...................................................... 21
Hydrograph No. 4, Reservoir, BMP Routing........................................................................... 22
Hydrograph No. 5, Combine, Post Development-Total.......................................................... 23
Hydrograph No. 6, SCS Runoff, Analysis Point B Pre-Development..................................... 24
Hydrograph No. 7, SCS Runoff, Analysis Point B Post-Development.................................... 25
Hydrograph No. 8, SCS Runoff, Analysis Point C Pre-Development..................................... 26
Hydrograph No. 9, SCS Runoff, Analysis Point C Post-Development................................... 27
100 - Year
Summary Report....................................................................................................................... 28
Hydrograph Reports................................................................................................................. 29
Hydrograph No. 1, SCS Runoff, Pre Development................................................................ 29
Hydrograph No. 2, SCS Runoff, Post Development-Bypass.................................................. 30
Hydrograph No. 3, SCS Runoff, Post Development-BMP...................................................... 31
Hydrograph No. 4, Reservoir, BMP Routing........................................................................... 32
Hydrograph No. 5, Combine, Post Development-Total.......................................................... 33
Hydrograph No. 6, SCS Runoff, Analysis Point B Pre-Development..................................... 34
Hydrograph No. 7, SCS Runoff, Analysis Point B Post-Development.................................... 35
Hydrograph No. 8, SCS Runoff, Analysis Point C Pre-Development..................................... 36
Hydrograph No. 9, SCS Runoff, Analysis Point C Post-Development................................... 37
IDF Report.................................................................................................................. 38
Hydrograph Return Period Recap
2
Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph
No. type hyd(s)Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff ------ 76.00 101.42 ------- ------- 171.35 ------- ------- 283.62 Pre Development
2 SCS Runoff ------ 32.83 45.51 ------- ------- 82.30 ------- ------- 142.92 Post Development-Bypass
3 SCS Runoff ------ 63.63 80.39 ------- ------- 125.26 ------- ------- 196.39 Post Development-BMP
4 Reservoir 3 23.16 38.82 ------- ------- 42.85 ------- ------- 47.56 BMP Routing
5 Combine 2, 4 45.69 80.91 ------- ------- 123.31 ------- ------- 186.95 Post Development-Total
6 SCS Runoff ------ 2.856 4.069 ------- ------- 7.610 ------- ------- 13.55 Analysis Point B Pre-Development
7 SCS Runoff ------ 1.591 2.433 ------- ------- 4.987 ------- ------- 9.472 Analysis Point B Post-Development
8 SCS Runoff ------ 6.484 9.375 ------- ------- 17.85 ------- ------- 32.31 Analysis Point C Pre-Development
9 SCS Runoff ------ 1.676 2.570 ------- ------- 5.290 ------- ------- 10.07 Analysis Point C Post-Development
Proj. file: Pre-post calcs with helipad.gpw Monday, 03 / 2 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hydrograph Summary Report
3
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 76.00 2 716 153,965 ------ ------ ------ Pre Development
2 SCS Runoff 32.83 2 718 65,895 ------ ------ ------ Post Development-Bypass
3 SCS Runoff 63.63 2 716 134,263 ------ ------ ------ Post Development-BMP
4 Reservoir 23.16 2 724 131,779 3 1203.68 66,330 BMP Routing
5 Combine 45.69 2 720 197,673 2, 4 ------ ------ Post Development-Total
6 SCS Runoff 2.856 2 728 10,081 ------ ------ ------ Analysis Point B Pre-Development
7 SCS Runoff 1.591 2 744 9,811 ------ ------ ------ Analysis Point B Post-Development
8 SCS Runoff 6.484 2 738 32,551 ------ ------ ------ Analysis Point C Pre-Development
9 SCS Runoff 1.676 2 754 12,409 ------ ------ ------ Analysis Point C Post-Development
Pre-post calcs with helipad.gpw Return Period: 1 Year Monday, 03 / 2 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 1
Pre Development
Hydrograph type = SCS Runoff Peak discharge = 76.00 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 153,965 cuft
Drainage area = 26.380 ac Curve number = 85*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.15 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(8.300 x 98) + (18.080 x 79)] / 26.380
4
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (min)
Pre Development
Hyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 2
Post Development-Bypass
Hydrograph type = SCS Runoff Peak discharge = 32.83 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 65,895 cuft
Drainage area = 14.200 ac Curve number = 80*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.15 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.840 x 98) + (10.360 x 74)] / 14.200
5
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
Post Development-Bypass
Hyd. No. 2 -- 1 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 3
Post Development-BMP
Hydrograph type = SCS Runoff Peak discharge = 63.63 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 134,263 cuft
Drainage area = 17.130 ac Curve number = 92*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.15 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(13.090 x 98) + (4.040 x 74)] / 17.130
6
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
Post Development-BMP
Hyd. No. 3 -- 1 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 4
BMP Routing
Hydrograph type = Reservoir Peak discharge = 23.16 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 131,779 cuft
Inflow hyd. No. = 3 - Post Development-BMP Max. Elevation = 1203.68 ft
Reservoir name = Wet Pond Max. Storage = 66,330 cuft
Storage Indication method used.
7
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (min)
BMP Routing
Hyd. No. 4 -- 1 Year
Hyd No. 4 Hyd No. 3 Total storage used = 66,330 cuft
Pond Report 8
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Pond No. 1 - Wet Pond
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 1201.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 1201.50 26,296 0 0
0.50 1202.00 29,027 13,824 13,824
1.50 1203.00 31,814 30,407 44,231
2.50 1204.00 34,658 33,223 77,453
3.50 1205.00 37,559 36,095 113,548
4.50 1206.00 40,515 39,024 152,572
5.50 1207.00 43,529 42,009 194,581
6.50 1208.00 46,599 45,051 239,632
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 24.00 3.50 Inactive 0.00
Span (in)= 24.00 3.50 10.00 0.00
No. Barrels = 1 1 3 0
Invert El. (ft)= 1196.00 1201.50 1203.30 0.00
Length (ft)= 50.00 0.00 0.00 0.00
Slope (%)= 10.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 16.00 10.00 Inactive 0.00
Crest El. (ft)= 1203.10 1206.50 1205.00 0.00
Weir Coeff.= 3.33 2.60 3.33 3.33
Weir Type = 1 Broad Rect ---
Multi-Stage = Yes No Yes No
Exfil.(in/hr)= 0.000 (by Wet area)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00
Stage (ft)
0.00 1201.50
1.00 1202.50
2.00 1203.50
3.00 1204.50
4.00 1205.50
5.00 1206.50
6.00 1207.50
7.00 1208.50
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 5
Post Development-Total
Hydrograph type = Combine Peak discharge = 45.69 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 197,673 cuft
Inflow hyds. = 2, 4 Contrib. drain. area = 14.200 ac
9
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
Post Development-Total
Hyd. No. 5 -- 1 Year
Hyd No. 5 Hyd No. 2 Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 6
Analysis Point B Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 2.856 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 10,081 cuft
Drainage area = 2.100 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.20 min
Total precip. = 3.15 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.100 x 79)] / 2.100
10
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
Analysis Point B Pre-Development
Hyd. No. 6 -- 1 Year
Hyd No. 6
TR55 Tc Worksheet
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 6
Analysis Point B Pre-Development
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.83 0.00 0.00
Land slope (%) = 7.00 0.00 0.00
Travel Time (min) = 19.03 + 0.00 + 0.00 = 19.03
Shallow Concentrated Flow
Flow length (ft) = 301.00 0.00 0.00
Watercourse slope (%) = 6.66 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =4.16 0.00 0.00
Travel Time (min) = 1.20 + 0.00 + 0.00 = 1.20
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 20.20 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 7
Analysis Point B Post-Development
Hydrograph type = SCS Runoff Peak discharge = 1.591 cfs
Storm frequency = 1 yrs Time to peak = 744 min
Time interval = 2 min Hyd. volume = 9,811 cuft
Drainage area = 2.690 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 49.90 min
Total precip. = 3.15 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.690 x 74)] / 2.690
12
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
Analysis Point B Post-Development
Hyd. No. 7 -- 1 Year
Hyd No. 7
TR55 Tc Worksheet
13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 7
Analysis Point B Post-Development
Description A B C Totals
Sheet Flow
Manning's n-value = 0.410 0.240 0.011
Flow length (ft) = 200.0 177.0 100.0
Two-year 24-hr precip. (in) = 3.83 3.83 3.83
Land slope (%) = 2.00 5.65 2.00
Travel Time (min) = 34.86 + 13.59 + 1.11 = 49.56
Shallow Concentrated Flow
Flow length (ft) = 20.00 0.00 0.00
Watercourse slope (%) = 2.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.28 0.00 0.00
Travel Time (min) = 0.15 + 0.00 + 0.00 = 0.15
Channel Flow
X sectional flow area (sqft) = 1.23 0.00 0.00
Wetted perimeter (ft) = 3.94 0.00 0.00
Channel slope (%) = 7.22 0.00 0.00
Manning's n-value = 0.013 0.015 0.015
Velocity (ft/s) =14.12
0.00
0.00
Flow length (ft) ({0})146.0 0.0 0.0
Travel Time (min) = 0.17 + 0.00 + 0.00 = 0.17
Total Travel Time, Tc .............................................................................. 49.90 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 8
Analysis Point C Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 6.484 cfs
Storm frequency = 1 yrs Time to peak = 738 min
Time interval = 2 min Hyd. volume = 32,551 cuft
Drainage area = 7.250 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 39.10 min
Total precip. = 3.15 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(6.370 x 79) + (0.880 x 73)] / 7.250
14
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (min)
Analysis Point C Pre-Development
Hyd. No. 8 -- 1 Year
Hyd No. 8
TR55 Tc Worksheet
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 8
Analysis Point C Pre-Development
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.83 0.00 0.00
Land slope (%) = 1.33 0.00 0.00
Travel Time (min) = 36.98 + 0.00 + 0.00 = 36.98
Shallow Concentrated Flow
Flow length (ft) = 183.00 0.00 0.00
Watercourse slope (%) = 1.10 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.69 0.00 0.00
Travel Time (min) = 1.80 + 0.00 + 0.00 = 1.80
Channel Flow
X sectional flow area (sqft) = 1.23 12.00 0.00
Wetted perimeter (ft) = 3.93 20.00 0.00
Channel slope (%) = 15.50 11.11 0.00
Manning's n-value = 0.013 0.026 0.015
Velocity (ft/s) =20.72
13.57
0.00
Flow length (ft) ({0})142.0 180.0 0.0
Travel Time (min) = 0.11 + 0.22 + 0.00 = 0.34
Total Travel Time, Tc .............................................................................. 39.10 min
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 9
Analysis Point C Post-Development
Hydrograph type = SCS Runoff Peak discharge = 1.676 cfs
Storm frequency = 1 yrs Time to peak = 754 min
Time interval = 2 min Hyd. volume = 12,409 cuft
Drainage area = 3.380 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 63.20 min
Total precip. = 3.15 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.380 x 74)] / 3.380
16
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
Analysis Point C Post-Development
Hyd. No. 9 -- 1 Year
Hyd No. 9
TR55 Tc Worksheet
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 9
Analysis Point C Post-Development
Description A B C Totals
Sheet Flow
Manning's n-value = 0.410 0.240 0.011
Flow length (ft) = 300.0 177.0 0.0
Two-year 24-hr precip. (in) = 3.83 3.83 0.00
Land slope (%) = 2.00 5.65 0.00
Travel Time (min) = 48.21 + 13.59 + 0.00 = 61.81
Shallow Concentrated Flow
Flow length (ft) = 52.00 214.00 0.00
Watercourse slope (%) = 2.00 8.88 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) =2.28 4.81 0.00
Travel Time (min) = 0.38 + 0.74 + 0.00 = 1.12
Channel Flow
X sectional flow area (sqft) = 1.23 13.00 0.00
Wetted perimeter (ft) = 3.93 27.00 0.00
Channel slope (%) = 6.23 8.80 0.00
Manning's n-value = 0.013 0.026 0.015
Velocity (ft/s) =13.14
10.42
0.00
Flow length (ft) ({0})146.0 34.0 0.0
Travel Time (min) = 0.19 + 0.05 + 0.00 = 0.24
Total Travel Time, Tc .............................................................................. 63.20 min
Hydrograph Summary Report
18
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 171.35 2 716 358,388 ------ ------ ------ Pre Development
2 SCS Runoff 82.30 2 716 168,404 ------ ------ ------ Post Development-Bypass
3 SCS Runoff 125.26 2 716 276,630 ------ ------ ------ Post Development-BMP
4 Reservoir 42.85 2 724 274,122 3 1205.10 116,964 BMP Routing
5 Combine 123.31 2 716 442,526 2, 4 ------ ------ Post Development-Total
6 SCS Runoff 7.610 2 726 26,276 ------ ------ ------ Analysis Point B Pre-Development
7 SCS Runoff 4.987 2 744 28,409 ------ ------ ------ Analysis Point B Post-Development
8 SCS Runoff 17.85 2 736 86,559 ------ ------ ------ Analysis Point C Pre-Development
9 SCS Runoff 5.290 2 752 35,931 ------ ------ ------ Analysis Point C Post-Development
Pre-post calcs with helipad.gpw Return Period: 10 Year Monday, 03 / 2 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 1
Pre Development
Hydrograph type = SCS Runoff Peak discharge = 171.35 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 358,388 cuft
Drainage area = 26.380 ac Curve number = 85*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.67 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(8.300 x 98) + (18.080 x 79)] / 26.380
19
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
180.00 180.00
Q (cfs)
Time (min)
Pre Development
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 2
Post Development-Bypass
Hydrograph type = SCS Runoff Peak discharge = 82.30 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 168,404 cuft
Drainage area = 14.200 ac Curve number = 80*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.67 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.840 x 98) + (10.360 x 74)] / 14.200
20
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
Post Development-Bypass
Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 3
Post Development-BMP
Hydrograph type = SCS Runoff Peak discharge = 125.26 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 276,630 cuft
Drainage area = 17.130 ac Curve number = 92*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.67 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(13.090 x 98) + (4.040 x 74)] / 17.130
21
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
Post Development-BMP
Hyd. No. 3 -- 10 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 4
BMP Routing
Hydrograph type = Reservoir Peak discharge = 42.85 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 274,122 cuft
Inflow hyd. No. = 3 - Post Development-BMP Max. Elevation = 1205.10 ft
Reservoir name = Wet Pond Max. Storage = 116,964 cuft
Storage Indication method used.
22
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
BMP Routing
Hyd. No. 4 -- 10 Year
Hyd No. 4 Hyd No. 3 Total storage used = 116,964 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 5
Post Development-Total
Hydrograph type = Combine Peak discharge = 123.31 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 442,526 cuft
Inflow hyds. = 2, 4 Contrib. drain. area = 14.200 ac
23
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
Post Development-Total
Hyd. No. 5 -- 10 Year
Hyd No. 5 Hyd No. 2 Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 6
Analysis Point B Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 7.610 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 26,276 cuft
Drainage area = 2.100 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.20 min
Total precip. = 5.67 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.100 x 79)] / 2.100
24
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (min)
Analysis Point B Pre-Development
Hyd. No. 6 -- 10 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 7
Analysis Point B Post-Development
Hydrograph type = SCS Runoff Peak discharge = 4.987 cfs
Storm frequency = 10 yrs Time to peak = 744 min
Time interval = 2 min Hyd. volume = 28,409 cuft
Drainage area = 2.690 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 49.90 min
Total precip. = 5.67 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.690 x 74)] / 2.690
25
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (min)
Analysis Point B Post-Development
Hyd. No. 7 -- 10 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 8
Analysis Point C Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 17.85 cfs
Storm frequency = 10 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 86,559 cuft
Drainage area = 7.250 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 39.10 min
Total precip. = 5.67 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(6.370 x 79) + (0.880 x 73)] / 7.250
26
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
Analysis Point C Pre-Development
Hyd. No. 8 -- 10 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 9
Analysis Point C Post-Development
Hydrograph type = SCS Runoff Peak discharge = 5.290 cfs
Storm frequency = 10 yrs Time to peak = 752 min
Time interval = 2 min Hyd. volume = 35,931 cuft
Drainage area = 3.380 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 63.20 min
Total precip. = 5.67 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.380 x 74)] / 3.380
27
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
Analysis Point C Post-Development
Hyd. No. 9 -- 10 Year
Hyd No. 9
Hydrograph Summary Report
28
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 283.62 2 716 612,484 ------ ------ ------ Pre Development
2 SCS Runoff 142.92 2 716 300,479 ------ ------ ------ Post Development-Bypass
3 SCS Runoff 196.39 2 716 446,987 ------ ------ ------ Post Development-BMP
4 Reservoir 47.56 2 724 444,463 3 1206.60 177,689 BMP Routing
5 Combine 186.95 2 716 744,941 2, 4 ------ ------ Post Development-Total
6 SCS Runoff 13.55 2 726 47,308 ------ ------ ------ Analysis Point B Pre-Development
7 SCS Runoff 9.472 2 742 53,636 ------ ------ ------ Analysis Point B Post-Development
8 SCS Runoff 32.31 2 736 157,277 ------ ------ ------ Analysis Point C Pre-Development
9 SCS Runoff 10.07 2 752 67,837 ------ ------ ------ Analysis Point C Post-Development
Pre-post calcs with helipad.gpw Return Period: 100 Year Monday, 03 / 2 / 2020
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 1
Pre Development
Hydrograph type = SCS Runoff Peak discharge = 283.62 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 612,484 cuft
Drainage area = 26.380 ac Curve number = 85*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(8.300 x 98) + (18.080 x 79)] / 26.380
29
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
320.00 320.00
Q (cfs)
Time (min)
Pre Development
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 2
Post Development-Bypass
Hydrograph type = SCS Runoff Peak discharge = 142.92 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 300,479 cuft
Drainage area = 14.200 ac Curve number = 80*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.840 x 98) + (10.360 x 74)] / 14.200
30
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (min)
Post Development-Bypass
Hyd. No. 2 -- 100 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 3
Post Development-BMP
Hydrograph type = SCS Runoff Peak discharge = 196.39 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 446,987 cuft
Drainage area = 17.130 ac Curve number = 92*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(13.090 x 98) + (4.040 x 74)] / 17.130
31
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (min)
Post Development-BMP
Hyd. No. 3 -- 100 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 4
BMP Routing
Hydrograph type = Reservoir Peak discharge = 47.56 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 444,463 cuft
Inflow hyd. No. = 3 - Post Development-BMP Max. Elevation = 1206.60 ft
Reservoir name = Wet Pond Max. Storage = 177,689 cuft
Storage Indication method used.
32
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (min)
BMP Routing
Hyd. No. 4 -- 100 Year
Hyd No. 4 Hyd No. 3 Total storage used = 177,689 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 5
Post Development-Total
Hydrograph type = Combine Peak discharge = 186.95 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 744,941 cuft
Inflow hyds. = 2, 4 Contrib. drain. area = 14.200 ac
33
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (min)
Post Development-Total
Hyd. No. 5 -- 100 Year
Hyd No. 5 Hyd No. 2 Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 6
Analysis Point B Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 13.55 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 47,308 cuft
Drainage area = 2.100 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 20.20 min
Total precip. = 8.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.100 x 79)] / 2.100
34
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (min)
Analysis Point B Pre-Development
Hyd. No. 6 -- 100 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 7
Analysis Point B Post-Development
Hydrograph type = SCS Runoff Peak discharge = 9.472 cfs
Storm frequency = 100 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 53,636 cuft
Drainage area = 2.690 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 49.90 min
Total precip. = 8.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.690 x 74)] / 2.690
35
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
Analysis Point B Post-Development
Hyd. No. 7 -- 100 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 8
Analysis Point C Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 32.31 cfs
Storm frequency = 100 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 157,277 cuft
Drainage area = 7.250 ac Curve number = 78*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 39.10 min
Total precip. = 8.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(6.370 x 79) + (0.880 x 73)] / 7.250
36
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
Analysis Point C Pre-Development
Hyd. No. 8 -- 100 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Hyd. No. 9
Analysis Point C Post-Development
Hydrograph type = SCS Runoff Peak discharge = 10.07 cfs
Storm frequency = 100 yrs Time to peak = 752 min
Time interval = 2 min Hyd. volume = 67,837 cuft
Drainage area = 3.380 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 63.20 min
Total precip. = 8.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.380 x 74)] / 3.380
37
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (min)
Analysis Point C Post-Development
Hyd. No. 9 -- 100 Year
Hyd No. 9
Hydraflow Rainfall Report
38
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period
(Yrs) B D E (N/A)
1 52.0631 11.7000 0.8619 --------
2 66.4941 12.6000 0.8713 --------
3 0.0000 0.0000 0.0000 --------
5 0.0000 0.0000 0.0000 --------
10 71.9699 12.4000 0.8031 --------
25 66.3798 11.3000 0.7470 --------
50 59.6913 10.1000 0.6967 --------
100 55.6813 9.2000 0.6564 --------
File name: Morganton.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 4.60 3.67 3.07 2.65 2.33 2.09 1.90 1.74 1.60 1.49 1.39 1.31
2 5.47 4.40 3.69 3.19 2.82 2.53 2.30 2.11 1.95 1.81 1.69 1.59
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
10 7.26 5.93 5.04 4.41 3.93 3.55 3.25 2.99 2.78 2.60 2.45 2.31
25 8.25 6.76 5.77 5.07 4.54 4.12 3.78 3.50 3.27 3.07 2.89 2.74
50 9.01 7.38 6.32 5.57 5.00 4.56 4.20 3.90 3.65 3.44 3.25 3.09
100 9.76 8.00 6.88 6.08 5.48 5.01 4.63 4.32 4.05 3.82 3.62 3.45
Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
Precip. file name: R:\333\39004-NCNG MORGANTON RRC\Calcs\Stormwater\Morganton.pcp
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.15 3.83 0.00 4.43 5.67 6.79 7.70 8.63
SCS 6-Hr 2.06 2.48 0.00 3.11 3.60 4.35 4.98 5.66
Huff-1st 0.00 0.00 0.00 2.75 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 2.80 0.00 0.00 0.00 0.00

STORM SEWER & OUTLET PROTECTION

OUTLET PROTECTION DATE
DESIGN
PROJECT NAME PROJECT NO
NCNG Morganton Regional Readiness Center - Phase 2
LOCATION BY
Morganton, NC GWF
RIPRAP RR-C1
Pipe Diameter:42.00 in
Upper Invert:1199.88
Lower Invert:1197.00
Pipe Length:174.88 ft *Discharge from Storm Sewers
Pipe Slope:0.016 Discharge: 56.84 cfs
Pipe Material:RCP
Q10 =56.84 cfs Q10/Qfull =0.44
Qfull = 129.31 cfs V/Vfull = 0.96
Vfull = 13.44 fps V = 5.91 fps
Dissipator Dimensions * Zone = 2
Stone Filling Class = 1.00
Entry Width ( 3 X D0 ) = 10.5 ft
Length ( 8 X D0 ) = 21.0 ft
Width (La + D0) = 24.5 ft q
Min. Thickness = 24 inches
Stone Diameter (D50)= 6 inches
10.5 24.5
* All units are in feet
** Dissipator pad designed for full flow of pipe
12/13/19
39004
21.0
Rip Rap Calcs- PH2 4/6/2020 Page 1 of 1
OUTLET PROTECTION DATE
DESIGN
PROJECT NAME PROJECT NO
NCNG Morganton Regional Readiness Center - Phase 2
LOCATION BY
Morganton, NC GWF
RIPRAP RR-D1
Pipe Diameter:15.00 in
Upper Invert:1210.18
Lower Invert:1201.00
Pipe Length:134.55 ft *Discharge from Storm Sewers
Pipe Slope:0.068 Discharge: 4.43 cfs
Pipe Material:RCP
Q10 =4.43 cfs Q10/Qfull =0.26
Qfull = 16.90 cfs V/Vfull = 0.83
Vfull = 13.77 fps V = 11.44 fps
Dissipator Dimensions * Zone = 2
Stone Filling Class = B
Entry Width ( 3 X D0 ) = 3.8 ft
Length ( 6 X D0 ) = 7.5 ft
Width (La + D0) = 8.8 ft
Min. Thickness = 22 inches
Stone Diameter (D50)= 6 inches
3.8 8.8
* All units are in feet
** Dissipator pad designed for full flow of pipe
7.5
12/13/19
39004
Rip Rap Calcs- PH2 1/29/2020 Page 2 of 8
OUTLET PROTECTION DATE
DESIGN
PROJECT NAME PROJECT NO
NCNG Morganton Regional Readiness Center - Phase 2
LOCATION BY
Morganton, NC GWF
RIPRAP RR-E1
Pipe Diameter:15.00 in
Upper Invert:1209.62
Lower Invert:1204.66
Pipe Length:86.45 ft *Discharge from Storm Sewers
Pipe Slope:0.057 Discharge: 4.74 cfs
Pipe Material:RCP
Q10 =4.74 cfs Q10/Qfull =0.31
Qfull = 15.50 cfs V/Vfull = 0.87
Vfull = 12.63 fps V = 11.04 fps
Dissipator Dimensions * Zone = 2
Stone Filling Class = B
Entry Width ( 3 X D0 ) = 3.8 ft
Length ( 6 X D0 ) = 7.5 ft
Width (La + D0) = 8.8 ft
Min. Thickness = 22 inches
Stone Diameter (D50)= 6 inches
3.8 8.8
* All units are in feet
** Dissipator pad designed for full flow of pipe
7.5
12/13/19
39004
Rip Rap Calcs- PH2 1/29/2020 Page 3 of 8
OUTLET PROTECTION DATE
DESIGN
PROJECT NAME PROJECT NO
NCNG Morganton Regional Readiness Center - Phase 2
LOCATION BY
Morganton, NC GWF
RIPRAP RR-F1
Pipe Diameter:15.00 in
Upper Invert:1215.46
Lower Invert:1215.00
Pipe Length:45.66 ft *Discharge from Storm Sewers
Pipe Slope:0.010 Discharge: 4.92 cfs
Pipe Material:RCP
Q10 =4.92 cfs Q10/Qfull =0.76
Qfull = 6.49 cfs V/Vfull = 1.10
Vfull = 5.29 fps V = 5.81 fps
Dissipator Dimensions * Zone = 1
Stone Filling Class = A
Entry Width ( 3 X D0 ) = 3.8 ft
Length ( 4 X D0 ) = 5.0 ft
Width (La + D0) = 6.3 ft
Min. Thickness = 12 inches
Stone Diameter (D50)= 3 inches
3.8 6.3
* All units are in feet
** Dissipator pad designed for full flow of pipe
5.0
12/13/19
39004
Rip Rap Calcs- PH2 1/29/2020 Page 4 of 8
OUTLET PROTECTION DATE
DESIGN
PROJECT NAME PROJECT NO
NCNG Morganton Regional Readiness Center - Phase 2
LOCATION BY
Morganton, NC GWF
RIPRAP RR-G1
Pipe Diameter:15.00 in
Upper Invert:1215.59
Lower Invert:1215.00
Pipe Length:78.43 ft *Discharge from Storm Sewers
Pipe Slope:0.008 Discharge: 3.31 cfs
Pipe Material:RCP
Q10 =3.31 cfs Q10/Qfull =0.59
Qfull = 5.61 cfs V/Vfull = 1.04
Vfull = 4.57 fps V = 4.73 fps
Dissipator Dimensions * Zone = 1
Stone Filling Class = A
Entry Width ( 3 X D0 ) = 3.8 ft
Length ( 4 X D0 ) = 5.0 ft
Width (La + D0) = 6.3 ft
Min. Thickness = 12 inches
Stone Diameter (D50)= 3 inches
3.8 6.3
* All units are in feet
** Dissipator pad designed for full flow of pipe
5.0
12/13/19
39004
Rip Rap Calcs- PH2 1/29/2020 Page 5 of 8
DRAINAGE AREAS
1 Is this a high density project?Yes
2 If so, number of drainage areas/SCMs 1
3
Is all/part of this project subject to previous rule
versions?No
FORMS LOADED
Entire Site 1
4 Type of SCM Wet Pond
5 Total BUA in project (sq ft)700010 sf 570010 sf
6
New BUA on subdivided lots (subject to
permitting) (sq ft)
7
New BUA outside of subdivided lots (subject to
permitting) (sf)700010 sf 570010 sf
8 Offsite - total area (sq ft)
9 Offsite BUA (sq ft)
10 Breakdown of new BUA outside subdivided lots:
- Parking (sq ft)530612 sf 465306 sf
- Sidewalk (sq ft)33389 sf 33389 sf
- Roof (sq ft)64267 sf 64267 sf
- Roadway (sq ft)10194 sf
- Future (sq ft)61548 sf 7048 sf

- Other, please specify in the comment box
below (sq ft)
11
New infiltrating permeable pavement on
subdivided lots (sq ft)
12
New infiltrating permeable pavement outside of
subdivided lots (sq ft)
13
Exisitng BUA that will remain (not subject to
permitting) (sq ft)
14 Existing BUA that is already permitted (sq ft)
15 Existing BUA that will be removed (sq ft)
16 Percent BUA 47%76%
17 Design storm (inches)1 in
18 Design volume of SCM (cu ft)45874 cf
19 Calculation method for design volume Simple Method
20
DRAINAGE AREA INFORMATION
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
drainage area(s):
WET POND
1 Drainage area number A2
2 Design volume of SCM (cu ft)45874 cf
3 Is the SCM sized to treat the SW from all surfaces at build-out?Yes
4 Is the SCM located away from contaminated soils?Yes
5 What are the side slopes of the SCM (H:V)?3:1
6
Does the SCM have retaining walls, gabion walls or other
engineered side slopes? No
7
Are the inlets, outlets, and receiving stream protected from erosion
(10-year storm)?Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?Yes
9 What is the method for dewatering the SCM for maintenance?Drawdown Orifice
10 If applicable, will the SCM be cleaned out after construction?Yes
11 Does the maintenance access comply with General MDC (8)?Yes
12 Does the drainage easement comply with General MDC (9)?
13
If the SCM is on a single family lot, does (will?) the plat comply with
General MDC (10)?
14 Is there an O&M Agreement that complies with General MDC (11)? Yes
15 Is there an O&M Plan that complies with General MDC (12)?Yes
16 Does the SCM follow the device specific MDC?Yes
17 Was the SCM designed by an NC licensed professional?Yes
18 Method used SA/DA
19 Has a stage/storage table been provided in the calculations?Yes
20
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl)1196.00
21 Elevation of the main pool bottom (top of sediment removal) (fmsl) 1197.00
22 Elevation of the bottom of the vegetated shelf (fmsl)1201.00
23 Elevation of the permanent pool (fmsl)1201.50
24 Elevation of the top of the vegetated shelf (fmsl)1202.00
25 Elevation of the temporary pool (fmsl)1203.10
26 Surface area of the main permanent pool (square feet)21548.00
27 Volume of the main permanent pool (cubic feet)71664 cf
28 Average depth of the main pool (feet)3.33 ft
29 Average depth equation used Equation 2
30 If using equation 3, main pool perimeter (feet)
31 If using equation 3, width of submerged veg. shelf (feet)
32 Volume of the forebay (cubic feet)11876 cf
33 Is this 15-20% of the volume in the main pool?Yes
34 Clean-out depth for forebay (inches)54 in
35 Design volume of SCM (cu ft)45874 cf
36 Is the outlet an orifice or a weir?Orifice
37 If orifice, orifice diameter (inches)3.5 in
38 If weir, weir height (inches)
39 If weir, weir length (inches)
40 Drawdown time for the temporary pool (days)2.4
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?Yes
42 Are berms or baffles provided to improve the flow path?No
43 Depth of forebay at entrance (inches)66 in
44 Depth of forebay at exit (inches)66 in
45 Does water flow out of the forebay in a non-erosive manner?Yes
46 Width of the vegetated shelf (feet)6 ft
47 Slope of vegetated shelf (H:V)6:1
48
Does the orifice drawdown from below the top surface of the
permanent pool?Yes
49
Does the pond minimize impacts to the receiving channel from the 1-
yr, 24-hr storm?Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC(9) is met.)No
51 Is a trash rack or other device provided to protect the outlet system? Yes
52 Are the dam and embankment planted in non-clumping turf grass? Yes
53 Species of turf that will be used on the dam and embankment Bermuda
54 Has a planting plan been provided for the vegetated shelf?Yes
55
Please use this space to provide any additional information about
the wet pond(s):
WET POND MDC FROM 02H .1053
GENERAL MDC FROM 02H .1050
ADDITIONAL INFORMATION
Parcel is state owned land, therefore no drainage easement is required.
Wet Pond 3 10:42 AM 4/7/2020
The BMP(s) on this project include (check all that apply & corresponding O&M tables will be added automatically):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: Location(s):
Quantity: 1 Location(s):
Present: No Location(s):
Present: No Location(s):
I,, a Notary Public for the State of
County of , do hearby certify that
personally appeared before me this day of and
acknowledge the due execution of the Operations and Maintenance Agreement .
Witness my hand and official seal, _____________________________________________.
Seal
Maintenance records shall be kept on the following BMP(s). This maintenance record shall be kept in a log in a known set
location. Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced immediately. These
deficiencies can affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
Bioretention Cell
Dry Detention Basin
Cover Page
Rodney D. Newton
Facility Management Officer North Carolina National Guard
1636 Gold Star Drive, Suite 2600
My commission expires
User Defined BMP
Northwest of the site
Grassed Swale
Infiltration Basin
Infiltration Trench
Green Roof
Permeable Pavement
Level Spreader/VFS
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed
for each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any
changes to the system or responsible party.
Phone number(s):
Email:
Signature:
Street address:
City, state, zip:Raleigh, NC, 27607
919-345-6137
[e-mail]
Stormwater Wetland
Wet Detention Basin
Disconnected Impervious Area
Proprietary System
Rainwater Harvesting
Sand Filter
* Responsible Party:
Title & Organization:
Date:
Operation & Maintenance Agreement
Project Name:
Project Location:
NCNG Morganton Regional Readiness Center Phase 2
5155 Western Avenue, Morganton, NC 28655
STORM-EZ
Version 1.4 O&M Manual
12/13/2019
Page 1 of 5
-
-
-
-
-
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
No portion of the wet detention pond should be fertilized after the first initial fertilization that is required to
establish the plants on the vegetated shelf.
Stable groundcover should be maintained in the drainage area to reduce the sediment load to the wet detention
basin.
Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and within 24 hours after every storm event
greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance should be kept in a
known set location and must be available upon request.
BMP element: Potential problem:
The entire BMP Trash/debris is present. Remove the trash/debris.
If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the
emergency drain should be minimized to the maximum extent practical.
How I will remediate the problem:
The perimeter of the BMP Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to remove the gully, and then plant a
ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too
long.
Maintain vegetation at a height of approximately six inches.
The inlet device The pipe is clogged. Unclog the pipe. Dispose of the sediment off-site.
The pipe is cracked or
otherwise damaged.
Replace the pipe.
Erosion is occurring in the
swale.
Regrade the swale if necessary to smooth it over and provide erosion
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or
covered in sediment (if
applicable).
Remove sediment and replace with clean stone.
The forebay Sediment has accumulated to
a depth greater than the
original design depth for
sediment storage.
Search for the source of the sediment and remedy the problem if
possible. Remove the sediment and dispose of it in a location where it
will not cause impacts to streams or the BMP.
Erosion has occurred.Provide additional erosion protection such as reinforced turf matting or
riprap if needed to prevent future erosion problems.
Weeds are present.Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices
show that pruning is needed
to maintain optimal plant
health.
Prune according to best professional practices
Plants are dead, diseased or
dying.
Determine the source of the problem: soils, hydrology, disease, etc.
Remedy the problem and replace plants. Provide a one-time fertilizer
application to establish the ground cover if a soil test indicates it is
necessary.
Weeds are present.Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the plants rather than spraying.
Immediately after the wet detention basin is established, the plants on the vegetated shelf and perimeter of the
basin should be watered twice weekly if needed, until the plants become established (commonly six weeks).
Important maintenance procedures:
Wet Detention Pond Maintenance Requirements
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the vegetated filter if
one is provided.
STORM-EZ
Version 1.4 O&M Manual
12/13/2019
Page 3 of 5
Wet Detention Pond Maintenance Requirements (Continued)
Consult a dam safety specialist to remove the tree.
Sediment has accumulated to
a depth greater than the
original design sediment
storage depth.
Search for the source of the sediment and remedy the problem if
possible. Remove the sediment and dispose of it in a location where it
will not cause impacts to streams or the BMP.
Algal growth covers over 50%
of the area.
Consult a professional to remove and control the algal growth.
Cattails, phragmites or other
invasive plants cover 50% of
the basin surface.
Remove the plants by wiping them with pesticide (do not spray).
The main treatment area
The receiving water Erosion or other signs of
damage have occurred at the
outlet.
Contact the local NC Department of Environment and Natural
Resources Regional Office.
The embankment Shrubs have started to grow
on the embankment.
Remove shrubs immediately.
Evidence of muskrat or
beaver activity is present.
Use traps to remove muskrats and consult a professional to remove
beavers.
A tree has started to grow on
the embankment.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
An annual inspection by an
appropriate professional
shows that the embankment
needs repair. (if applicable)
The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
Make all needed repairs.
STORM-EZ
Version 1.4 O&M Manual
12/13/2019
Page 4 of 5
Wet Pond Diagram
1201.5 1201.5
1203.1 1203.1
4.5 4.5
1197 1197
Yes Bottom Elevation: 1196 Bottom Elevation: 1196
Clean Out Depth:
WET POND ID FOREBAY MAIN POND
Temporary Pool El: Temporary Pool El:
Wet Detention Pond Design Summary
Permanent Pool El. Permanent Pool El. 1
Sediment Removal El:
Has Veg. Filter?
Pretreatment other
than forebay?No
Sediment Removal El:
Clean Out Depth:
STORM-EZ
Version 1.4 O&M Manual
12/13/2019
Page 5 of 5