SW1191201_Stormwater Report_20210719

July 15, 2021
NARRATIVE / CALCULATIONS / MAPS/
SUPPORTING INFORMATION
FOR STORMWATER REVIEW
for project
DPS - North Carolina National Guard
Morganton Regional Readiness Center
Phase II: New Construction
SC0#16-14394-026
Site Address: 5155 Western Ave, Morganton, NC 28655
Engineer
Timmons Group
Attn: Frank Slinsky III, PE
5410 Trinity Road, Ste. 102
Raleigh, NC 27607
T: 919.866.4505
E: frank.slinsky(a)timmons.com
Owner / Developer
North Carolina National Guard
Attn: LTC Rodney Newton
1636 Gold Star Dr., Suite 2600
Raleigh, NC 27607
T:984.345.6137
E: rodney.d.newton.mil(a)mail.mil

TABLE OF CONTENTS
Stormwater Management Permit Application (copy)
Stormwater Management Major Modification Application (copy)
Stormwater Narrative
Wetland Memo — Original Permit
Environmental JD — MOV Expansion
Environmental Maps:
■ USGS Quad Map
■ NRCS Soil Map
■ FEMA Flood Map
Property Deed
Seasonal High Water Table Report
Stormwater Management Mapping (Revised for MOV Expansion)
Stormwater Calculations
Wet Pond Sizing (Original Permit)
Wet Pond Sizing (MOV Expansion)
Pre -Post Development Hydraulic Routing (Original
Permit)
Pre -Post Development Hydraulic Routing (MOV
Expansion)
Storm Sewer and Outlet Protection Calculations (Original
Permit)
Storm Sewer and Outlet Protection Calculations (MOV
Expansion)
Wet Pond Supplement EZ (Original Permit)
Wet Pond Supplement EZ (MOV Expansion)
Operations and Maintenance EZ (Original Permit)
Operations and Maintenance EZ (MOV Expansion)
(Refer to Full size plan set for additional information)

Stormwater Management Permit
Application (copy)

DEMLR USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW - 1995 ❑ Coastal SW - 2008 ❑ Ph 11- Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
NCNG
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/ Modificationt
tRenewals with modifications also requires SWU-102 - Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit 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 0404/401 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://12ortal.ncdenr.org/web/lr/rules-and-regulations
Form SWU-101 Version Oct. 31, 2013 Page 1 of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization: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 applicablc):1636 Gold Star Drive
City:
State:NC
Zip:27607
Phone: (919 ) 345-6137 Fax: ( ) n/a
Email:[e-mail]
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:
Phone: ( )
Email:
State:
Fax: ( )
Zip:
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 2 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
Stormwater runoff from this project drains to the Catawba
Total Property Area: 35
River basin.
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 (NHM line or Mean High Water
(MHVv) line, and coastal wetlands landward from the NHW (or MHM line. The resultant project area is used to
calculate overall percent built upon area (B UA). 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: http2.aortal.ncdenr.or /wg eb/wq&s/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 B UA that will remain after development. Do not report any existing B UA that
is to be removed and which will be replaced by new B UA.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

11. How was the off -site impervious area listed above determined? Provide documentation. H`1t —
/I/O f#1 1'e �'A4 40-&-t'p.r I dL rf /t �w • S rd,'6C.r — _--
Proiects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that maybe subject to more stringent stormwater requirements as per I5A 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 littp://portal.nedenr.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://12ortal.nedenr-oEg/web/wq/ws/sulstateswIforms Iforms does. 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 athttp://12ortal.ncdetir.qM/web/­wil/ws/"`su/nia s.)
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 htW.//12ortal.ncdenr.oi&ZwebZwg/ws/`su/statesw/forms docs.
I 'tials
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
agreements) for each BMP. �/V 4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
hU://www.envheelp.org/napes/onesMogress.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/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1. -
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the'/z
mite radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
in. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

p. Vegetated buffers (where required).
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 4//11
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.
htW:/ /www.secretaKy.state.ne.us/­Corl2orations/CSearch-as2x
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 does. 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 infonnation 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:Ralei
Phone: (919 ) 866-4505
Email:[e-mail]
@timmons.com
State:NC Zip:27607
Fax: (919 ) 859-5663
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 la) with (print or type name of organization listed in
Contact Information, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name'/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit, I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-2I5.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature:.
a Notary Public for the State of
do hereby certify that
before me this _ day of
Date:
County of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
L (print or type name of person listed in Contact Information, item in) � orin t-i ). lilo
certify that the information included on this permit application form is. to the bes of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H .1000 and any other applicable state stormwater requirements.
Signature: - —L3. zt- Date: `% M !-R Z o 1 `1
I, mee Iq La 1 12 e-Z a Notary Public for the State of #,, �� 1� County of
do hereby certify that b t A N � u personally appeared
before me this_, day of _ 1" C�. f'1 `� , and acknowIedge the ueC 'pn of the application for
a stormwater permit. Witness my hand and official seal,
,f,kY +L Q v,
Notary Public�v't=
Wake
= County
Ei My Comm. EXP.
A 01-20•2023
*,,p!^I 1CAR�Q
SEAL
My commission.expires: 01 l 2 d2 u 3. _
Form SW-101 Version Oct. 31, 2013 Page 6 of 6

Stormwater Management Major
Modification Permit Application (copy)

DEMLR USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW — 1995 ❑ Coastal SW — 2008 ❑ Ph 11- Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I�e"9IL41aCAR a1U1101C405 KIN116301
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:28655
3. Directions to project (from nearest major intersection):
At Salem Road and Burkemont Road, turn south onto Burkemont 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/ Modificationt
tRenewals with modifications also requires SWU-102 - Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number SW1191201 , its issue date (if known) July 27, 2020 , 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 0404/401 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: DPS NCNG Morganton RRC - Phase I DOC Facilities, BURKE 2019-
012, March 14, 2019, Existing Land Disturbance Permit
NCNG Morganton Regional RRC Phase II: New Construction, BURKE 2020-013, March 6, 2020, Existing Land
Disturbance Permit
Is the project located within 5 miles of a public airport? ®No ❑Yes
If yes, see S.L. 2012-200, Part VI: http://portal.ncdenr.org/web/lr/rules-and-regulations
Form SWU-101 Version Oct. 31, 2013 Page 1 of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization: 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:
Mailing Address (if applicablc):1636 Gold Star Drive
State:NC
Zip:27607
City:Raleigh State:NC Zip:27607
Phone: (919 ) 354-6137 Fax: ( ) N/A
Email:[e-mail]
Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b.Contact information for person listed in item 2a above:
Street Address:
City:
Mailing Address (if applicable):
State:
Zip:
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
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 2 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.
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 (NHM line or Mean High Water
(MHM line, and coastal wetlands landward from the NHW (or MH1O line. The resultant project area is used to
calculate overall percent built upon area (B UA). Non -coastal wetlands landward of the NHW (or MHVv) 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: http2.Z&ortal.ncdenr.or /wg eb/wq&s/csu/classifications
Im ervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

11. How was the off -site impervious area listed above determined? Provide documentation. N/A - No offsite
impervious area in this project
Protects 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
fromhttD://13ortal.nedenr.or-a/web/wa/ws/`su`/bmv-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
htW://12ortal.ncdenr.org/web/wQlws/sulsta-tes-w/­fp-r—rnsdocs. 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,/lportal.ncdenr.org/web/wq/ws/su/mays.)
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- /stabes /forms docs.
I "tiaas
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:I/www.envheII2.org/12agesAnestopexpress.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
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/z mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
in. 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).
Ma Z
Form SWU-101 Version Oct. 31, 2013 Page 4 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].) r II p
10. A copy of the most current property deed. Deed book: " b b Page No: [ l�
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.
h www. ecretar .state.nc.us Co orations C arch.as x
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 littp:llportal.ncdenr.org web/Ir/state-stormwater-
forms does. 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 GrQup
Mailing Address:5410 Trinity Road
City:Raleigh State:NC Zip:27607
Phone: [phone] Fax: [phone]
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.
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date:.
I, . a Notary Public for the State of , County of
do hereby certify that
before me this _ day of
personally appeared
, and acknowledge the due execution of the application for a
stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in Contact Information, item 1a) S.
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H .1000 and any other applicable state stormwater requirements.
Date:1
I, l V a Notary Public for the State of N - CCIA-OtLko a % , County of
. WQI .P. , do hereby certify that personally appeared
before me this LIL day of U l j , and acknowledge the due execution of the application for a
stormwater permit. Witness my hand and official seal, � A 12ALd�fZZ _
•' n s
EtW'■
NOTARY
:lb
PUBU+r���,�`{{'Oppp
SEAL
My commission expire
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

Stormwater Narrative

Narrative
(Major Modifications in Red)
1. General Information
a. Project Name: DPS—North Carolina National Guard Morganton Regional Readiness Center,
Phase 11: 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 11).
• 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). — Construction is currently underway
j. Existing Land Disturbance Permit (Phase I project): BURKE 2019-012 / Express Review
Existing Land Disturbance Permit (Phase II project): BURKE 2020-013
k. Existing Stormwater Permit: SW1191201
I. 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).
�. Pre -development BUA (On -Site): 6.36-ac
s. Post -development BUA (On -Site): 21.04-ac

Wetland Memo (Original Permit)

Jacob Lewis
From: Frank Slinsky
Sent: Wednesday, February 12, 2020 6:10 PM
To: Jacob Lewis
Subject: FW: Morganton Regional Readiness Center 5155 Western Ave. Morganton, NC
Attachments: _ags_df491 b9885a947a78e48b018f8e88f27.pdf
Please use this for the submittal. Thanks.
Sincerely,
Frank Slinsky, PE, LEED AP
Senior Project Manager
TIMMONS GROUP I www.timmons.com
5410 Trinity Road, Suite 102 Raleigh, NC 27607
Office: 919.866.4505 1 Fax: [phone]
Mobile: [phone] frank.slinsky(a-)timmons.com
Your Vision Achieved Through Ours
To send me files greater than 20MB click here.
From: Robin Perez <[e-mail]>
Sent: Wednesday, February 12, 2020 4:55 PM
To: Frank Slinsky <[e-mail]>
Cc: Lauren Norris -Heflin <[e-mail]>
Subject: Morganton Regional Readiness Center 5155 Western Ave. Morganton, NC
Frank:
To answer your question on the subject property: whether there were any past jurisdictional areas on the property as
far back as in the 1940's — I first looked on the Burke County GIS website (http://gis.burkenc.org/ )
One must keep in mind that the soils maps are Level I surveys with only one soil data point per 500 acres and are only
approximations based on extrapolation of topography, geology and that one soil boring observation point.
The attached map from the Burke County GIS shows the soils, flood zones and blueline streams and the topo was
viewed on the website but would not show up on the pdf. The aerial photography was available from 2009 -2018.
The soils are mapped as Arkqua (AaA) 0-2% slopes, occasionally flooded along Hunting Creek in the darker reddish
brown map unit, and as Fairview sandy clay loam, moderately eroded, (FaB2/FaD2) with 2 — 8% and 15 -25% slopes
respectively, in the lighter brown map unit.
The blue shading shows the flood zone for Hunting Creek. There is a map unit of Fairview coming onto the site from the
northeast, with a crenulation that leads towards the small pond shown to the east.
On the topographic map website, ( https://ngmdb.usgs.gov/topoview/viewer/#15/35.6793/-81.6835 ) there are maps as
far back as 1905 (1941 edition) through 2019.
The maps from 1905 through 1993 are labelled as National Historical Topographic Map Collection (HTMC) and the maps
from 2010 through 2019 are USGS Topographic quadrangle maps.
The accuracy improves as the maps get younger, and the maps were updated as mapping technology improved.
Listed in order from the website:
• 1905 (HTMC 1941 edition) shows the subject site located to the west of the stream (Hunting Creek) —
which is I believe is an inaccuracy due to the age of the map.
• 1956 (HTMC 1956 edition) shows the subject site located to the east of Hunting Creek, and no isolated
pond to the east.

• 1956 (HTMC 1966 edition) shows the subject site located to the east of Hunting Creek, and no isolated
pond to the east.
• 1956 (HTMC 1985 edition) shows the subject site located to the east of Hunting Creek, but with the
small isolated pond to the east, similar to the map on the Burke Co. GIS map.
• 1993 (HTMC 1996 edition) shows the current buildings and the small isolated pond to the east in
purple (as a new edit), at the top of a topographic crenulation at 1200' elevation.
• 2010 (US Topo) shows the small isolated pond to the east, but no topographic contours.
• 2013 (US Topo) shows the small isolated pond to the east, but no topographic contours.
• 2016 (US Topo) does not show the small isolated pond to the east, and with topographic contours
• 2019 (US Topo) shows a blueline to where the small pond was, but no pond and with topographic
contours.
Given this information, I do not believe that there were any jurisdictional wetlands or streams in the
immediate vicinity of the proposed improvements to the Morganton Regional Readiness Center.
Relying on soil and topographic maps, especially older ones, does not accurately depict actual site
conditions. I did note that the topographic crenulation leading to the small pond was at 1200 feet elevation,
and the stream above the larger ponds to the south originated at approximately 1400' elevation, which might
indicate natural springs ocurring between 1200 and 1400 feet elevations to the south and east of the subject
site.
Field verification by a soil scientist could verify the existence of any stream channel modifications that may
have been done, as the soil profile would be disturbed in those areas.
However, any such modifications were done well before any existing regulations and so should not cause
concern from a regualtory perspective.
Let me know if you have any questions.
Best regards,
Robin
Robin Maycock Perez
Environmental Group Leader
TIMMONS GROUP I www.timmons.com
5410 Trinity Rd, Suite 102 1 Raleigh, NC 27607
Office: 919.532.3245 1 Fax: [phone]
Mobile: [phone]
[e-mail]
Your Vision Achieved Through Ours

February 12, 2020 5161 Western ST, Morganton, Burke County, NCO 1,000 2,000
Owner: STATE HOSPITAL PIN: 2701118549 1 Feet
1000 S STERLING ST
PIN EXT:
000
REID:
38843
MORGANTON, NC 28655
Property Value:
$77,795,297
Property 5161 WESTERN AVE
Acreage:
543.29
Address: MORGANTON 28655
Deed Book:
000000
Deed Page:
00000
PROPERTY DESC
—
Deed Date:
1/1/1900 1:00:00 AM
1:13,250
1 inch = 1104 feet
A 4 -A
Disclaimer. The information contained on this page is taken from aerial mapping,
tax mapping, and public records and is NOT to be construed or used as a survey
or7ega/description' Only a licensed professional land surveyor can legally
determine precise locations, elevations, length and direction ofa line, and areas.

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Environmental Maps
USGS Quad Map
NRCS Soil Map
FEMA Flood Map

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U.S. DEPARTMENT OF THE INTERIOR
U.S. GEOLOGICAL SURVEY
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National Flood Hazard Layer FIRMette
O FEMA
Legend
35°40'58.45"N
0 250 500 1,000 1,500 2,000
SEE HIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
Without Base Flood Elevation (BFE)
Zone A. V. A99
SPECIAL FLOOD With BFE or Depth zone AE, AO, AH, VE, AR
HAZARD AREAS Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile zone x
_Future Conditions 1% Annual
Chance Flood Hazard zone x
III, I Area with Reduced Flood Risk due to
ITHER AREAS OF Levee. See Notes. zone x
FLOOD HAZARD ��� Area with Flood Risk due to Leveezone D
NO SCREEN Area of Minimal Flood Hazard zone x
Q Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard zone D
GENERAL ---- Channel, Culvert, or Storm Sewer
STRUCTURES i i i i i i i Levee, Dike, or Floodwall
e zo.z Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
o- — — Coastal Transect
-,,,, 513 ,,,,,,- Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
-- --- Coastal Transect Baseline
OTHER _ Profile Baseline
FEATURES Hydrographic Feature
Digital Data Available N
No Digital Data Available
MAP PANELS Unmapped
9 The pin displayed on the map is an approximate
1� point selected by the user and does not represent
an authoritative property location.
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 the
authoritative NFHL web services provided by FEMA. This map
was exported on 9/27/2018 at 5:49:34 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements 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 for
unmapped and unmodernized areas cannot be used for
regulatory purposes.

Property Deed

No. BB —RECORD OF DEEDS
STATE OF NORTH CAROLINA
COUNTY OF BUMM
TE1S DEED, Made this the lat, day of September. A.D., 1945, by Ben X. Leonard and wife,
EvIa Leonard, of Burke County, State of North Carolina, parties ofthn First part, to
The State Hospital at Morganton, a Departmental Corporation of the State of North
Carolina. party of the second part:
W I T N R B 8 E T H r
THAT TER SAID PANTIL'S OP THE FIRST PART, in oonaiderationaf the Sum'of Sixteen Thousand
Dollars, to them paid by the pety of the Sam nd part, the receipt of Which is hereby
acknowledged, have bargained and sold and by these presents do bargain, sell and convey
unto the said party of the Seo aid part, its suceeesors and asaigns, all those certain
traeta or parcels of land lying and being in Morganton Ttirnahip, Durke County, State of
North Carolina, adjoining the lands of S,W. Roylar, Shuping and others and bounded
as follows: viz
FIRST TRACTr
a Chestnut sapling, now a eboatnut stump, the ❑rglnal corner of
the.old-aurvsy, sod, runs North 42 degrees Wast, [non North 40 deg. Wost) 1700
feet to,a stake in the ❑reek= Usnoo down the meandera of the Croak the. XDllonieg
courses and distances; North 35 dogr000 Beset, 200 feet; North 45 degrees East,
165 feet, to the Mouthy of a small branch; thence up the meanders of the shall
branch the follaeing coursoa and dIatanoee; North 80 degree Pleat, 140 feet,
North 16 ddgraes, West, 06 feet; North 63 degrees West, 120 feet,• North 77
degrees, Went, 115 foot; South 75 degrees Waist 60 feet; North 66 degrees West,
159 feet to a stake In road, over bri4p; thence North 57 degrees best 110
feet; thence North 26 degrees West, 100 feet; thence North 70 degrees West,
100 fast; thonca North 60 degroos West.90 feet; thence North 48 degrees hest
100 £eat• thence North 31 degrees West 139 feet; tbonca North 44 degrees
Want, 15� feet; thence North 54 degrees Wo st, 1Z4 Peet to a -stake ip o-.Sna11
branch on or in the old line; thence North 42 degrees East {now. North 45
degrees L4ast), to Shuping line, 987 feet to a atone; 3hupingls comer- thence .
same course North 45 de oes East to Carswell's line, 380 rent to an Iron pipe;
the old corner; thence North 70 degrees East with Carsuell}a line. 276 feeE
to a stake and pointers,• old ljatt and Carswell, oorner; thence South 71 desg.
East with the old marked line, 4106 feet to a atone, the old corner; thanoe
South where the old m rner, stood; thence North 88 d egroea Wast 4375 feet to
the BEGINNIND ---Containing 309 acres, more or least
Being the same land conveyed by W.R.Uullis to B.d.Loonerd, by dead dated
September, 20th, 1943, andragistorad in Office of Register of beads of Burks
0ounty, In Book No. 57, page 123; also name land by B.M. Leonard and wifo,
Eula Leonard to W.R. Mullis by deed dated Ap2-11, 22nd., 1943, and registered
in Book No. 57, page 14, Also being same land conveyed by Charles T. Leonard
and rife, Minnia Leonard to B.H. Leonard and wire, Zile, Leonard by deed dated
November, 11th, 1942. and registered in Book No. 54, Page 553--�urther reference
is made to the chain of title set out in the above referred ocnveyancast
SECOND TRACTr
M W 1 , 16F a Maple at the head of a d 1tah, the old corner, and runs South
15 degrees West with the line of Lot 'a
lloe, 3, and 4, 300 foot to a stakel thence
South 70 degrees 30 Minutes East with the line -if Lot No. 3, 558 feet to a stake,
In the creek; thence up the meanders of the creek the folloeing couraee and
distances; South 6 degrees 30 Minutes West, 165 foot; South 42 degrees Mat,
1i18 foot; South 47 degrees West, !}83 feet; South 67 dogrooa Vest, 100 feet,
Nortb 75 degrees Went, 90 feat; South 15 degreeg Wast, 135 feet to a ild pho-tu
tree, the Northwest corner of lot No. 5; thence North 71 degrees 'seat with the
old marked line, 2050 feet to a stale In the edge of the field; thence North
71 degrees East, vdth the old line, 21}67 feet to the point of BEGM, IN0
Containing 46 acres, more or 1083t--Balne the same tract of land conveyed byS.
W. Royler, Ouardian for Va being -ale Caroviall Hale, to Ben Lcarts of Lot Honard, deed dated
2nd. dap of September, 1yM and Lot 16. , and 6pas.��, and
J, as oat out in R� port of Commineionore in Special- Proceeding re—orayq n Book
Number 20, of gpeofal, proceedings Pages 5, to 15, to :which referance in madet
STAMP: $2q.60
TO HAVE ANT) To ROTD, the sforeaaid tracts or parcels of i8nd,and all privileges and
appurtenances thsrounto belonging, to it, the said party of tba second part, its
successors and assigns ferovert
And the parties of the First part covenant with the party of the second part that they
are seized of said premises in fee and have the right to corrveythe same in fee simple;
that the same are free from all encumbrancos; and that they will warrant and defend
the title to the same against the claims of all persons whomsoever,
IN TES'P,DONY ;r'EEREOF', the said parties of the first part have hereunto set their bands
apd.seala, the day and year first above written:
Ben i:. Leonard SEAT,
Eula Leonard SEAL

92
No. 66—RECORD OF DEEDS
NORTH CAROLINA
BURKE COUNTY
I. J.F.Bowera, Clerk Superior Court of Burke Coun y, do hereby certify that Ben
M. Leonard and Eula Leonard, his wife, pereonally appeared beforo me this day and
acknowledged the due execution of the foregoing d ad of conveyance. Let the insturment,
together with the certificate, be registereds
WITNESS, My hand, this the Is t, dap of September, 11945:
i
i S.F.Bowers
Clark uper or 15ourt, ur a. .a.
Filed for registration the 5th. day of September, 1945, at 11:30 AM, and registered
this the llth. day of September, 1945, at 1:30 PM
DS.
NORTH CAROLINA
BU COUNTY
THIS EED, Made this the 31st, day of August, 194% by O.Lee Horton, and wife, Mozelle
K. H.
ton, of Parke County, State of North Carali , parties of the First pert, to Ben
M. Leo rd, of Burke County, State of North Carcli a, part of the Second part:
W I T N E S S E T H: i
THAT 71,1.1AS, On January, 17th, 1941, Paul M- b le
D. Lee Horton, Truatee the land hereinafter deecr
recorded in roe ffo. 49, page 139, in office of Re
that thereafter d on same day 0. Lee Horton conv
Carswell Dale, whi h eaid deed is recorded in Book
of Deeds, and that either of said deeds set out a
to perform and that a wife of the said O.Lee Hor
conveyance, as afores d, and some question has be
dower, and whereas, t said parties of the First
in or to said lands by ■eon of the matters and t
matter whatsoever:
and wife, Vassie Dale, eonveyed to
bed and other land, w eh deed in
;later of Deeds for a County, and
�ed the same Lands t Vassie
}6, Page 140, O'fio of Register
,y powers and dutl for said trustee
on did not join the said
n raised as to r inchoate right of
,art, claim no ht, title or interei
zings set out ova, or in any other
NOW, THEREFORE, the partied of the Fi*rat part, for ardin con ""ration of the sum of
one dollar, to them in hand id , the receipt oP hioh 1. ereby aoknowledged, have
remised and released and by t ee presents do remi e, ral set and forever quitclaim
unto the party of the Second p and his heirs an asei s all right, title , claim
and the
of the said partle of the first part in a to a certain tract or parcel
of land lying and being in the ty of Burke and Stay* of North Carolina, in Horgantcn
Township, and adjoinimg the ]e nd of S.W. Hoyle, ry Leonard, and others, and bounded
go follows:
13B3INNINO, On a wild CherXEast,
on bank fearner of Lot No. 5, and h nee wi tccurees and distances; Noree Eaiseat, 90 feet; North 76 dst, feetfeet; North 112 deg. East et; rth 8to a stake in line of Aot; t oe wit70 dog.30 Min. West 558t a s eke ithe line of Lot No. t, Sodeg. at,BEGINNIN[i-and containacres, morBeing pare of Lot No. 4,.ot No. 5, of"Vassie Carswell Dale, ets. Charli CBook of Special Proceedin20, Page 6
the Creek, the Northwest
a creek the following
t 135 feet; South 75 deg.
North 47 deg. East 483
eg. 30 Min. Saab, 195 feet
the line of Lot NR. 3, North
line of lot No. 61 thence with
200 feet to the ppint of
or less:
Special Prodeeding , entitled
rswell at al. " Recorded In
TO HAVE AND TO HOLD , the afo said '.tract or parse of land and all privileges them ant
belonging to him the said ps y of the Second part and his heirs and assigns free and
discharged from all right, itle, claim, or lnter0 of the said parties of the First
part, or any one claimin y', through or under them -
IN TESTIMONY WHEREOF, id parties of the First ca t, ve hereunto set their hands and
Seale , the day and ar first above writtene
0 Lee Horton SEAL
Moz&ile K. Horton g'
NORTH CARD A
BU RKE CO
I, J.F wera, Clerk of the Superior Court of Ber a County, do roby certify, that
Q.Lee Orton, and Mozelle K.Horton, his wife. per Onally appeare before me this day
and cknowledged the due execution of the S Pogo�,t,,a,'a,'1,,.,,nnoxed do d of conveyance for
th pur;oses therein expressed. Let the inaturme ther with by certificate, be
r istered - Witness 241 hand , this the 10th. dayof September, 194 :
S.F.Bowere_,
Clerk Superior Court, Burge Co.

Frank Slinsky
From: Smith, Mike M <[e-mail]>
Sent: Wednesday, November 14, 2018 11:30 AM
To: Frank Slinsky
Cc: Aiken, Stan E
Subject: RE: [External] FRO Form Signature and Letter of Consent
Frank,
After reviewing the correspondence below and although the State Hospital remains the deeded owner of the property
(1945), there is no need for a letter of consent from DHHS. Clearly, the use of this property has been allocated from
DHHS to the North Carolina Department of Public Safety (NCDPS, 1969) and then from (NCDPS) to the North Carolina
National Guard (NCNG, 2018) for use as a Regional Readiness Center. This correspondence will serve as the original
owner's consent form.
On line 9 of the Financial Responsibility Form (FRO) required for the erosion and sediment control plan submittal, I
recommend leaving the State Hospital listed as the owner of the property as it now appears on the form.
A signed authorization to disturb will be required from North Carolina National Guard for the Financially Responsible
Party (the company who performs the work) to (1) submit an erosion and sediment control plan, and (2) to conduct the
land disturbing activity.
Thank you for the time and effort spent obtaining this information.
Michael Smith
Assistant Regional Engineer
Land Quality Section
North Carolina Department of Environmental Quality
828 296-4500 main
828 296-4621 office
r n ichaei. sm ith@ ncd en r. gov_
2090 US70 Highway
Swannanoa, NC 28778-8211
ho- - -- .
'Nothing Compares
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties
From: Frank Slinsky <[e-mail]>
Sent: Wednesday, November 14, 2018 9:04 AM
To: Smith, Mike M <[e-mail]>
Subject: FW: [External] FRO Form Signature and Letter of Consent

Mike,
This is in reference to the NCNG Morganton projects we discussed of which you are reviewing Phase 1 of the project.
See correspondence below. I also attached the deed for the project. I assume we do not need a letter of consent from the
DHHS now? This issue seems to have gone to the top with regards to State properties.
If nothing else, maybe these emails can serve as their consent?
Thanks.
Sincerely,
Frank Slinsky, PE, LEED AP
Senior Project Manager
TIMMONS GROUP I www.timmons.com
5410 Trinity Road, Suite 102 Raleigh, NC 27607
Office: 919.866.4505 Fax: [phone]
Mobile: [phone] [e-mail]
Your Vision Achieved Through Ours
To send me files greater than 20MB click here.
From: Krotoszynski, David<[e-mail]>
Sent: Wednesday, November 14, 2018 8:51 AM
To: Frank Slinsky <[e-mail]>
Cc: Hoff, Luke <[e-mail]>
Subject: FW: [External] FRO Form Signature and Letter of Consent
Morning Frank,
The NC Department of Administration, State Property Office, has confirmed that the DHHS has no role nor need to
participate with the planned DPS project along 5161 Western Avenue, Morganton.
Regards,
David Krotoszynski
Chief— Property Acquisition, Disposition & Risk Management
Division of Property and Construction
North Carolina Department of Health and Human Services
919 855 4872 office
919 733 5711 fax
David. krotoszvnskir2a dhhs.nc.aov
2104 Umstead Drive
3026 Mail Service Center
Raleigh, NC 27699-3026
Entail correspondence to and from this address is subject to the
North Carolina public Records Law and may be disclosed to third parties.

Twitter YouTube
Unauthorized disclosure of juvenile, health, legally privileged, or otherwise confidential information, including confidential information relating to an ongoing State procurement
effort, is prohibited by law. Ifyou have received this e-mail in error, please notify the sender immediately and delete all records ofthis e-mail.
From: Moser, Mike
Sent: Tuesday, November 13, 2018 11:00 AM
To: Cox, John <iohn.cox doa.nc. ov>; Krotoszynski, David <david.krotosz nski dhhs.nc. ov>
Subject: RE: [External] FRO Form Signature and Letter of Consent
David,
You are correct, this property was allocated to DPS in 1969 and they have complete control.
Mike
Mike Moser
General Real Estate Manager
State Property Office
Department of Administration
116 West Jones Street
Raleigh, NC 27603
919 807 4680 office
mike. moser doa.nc. gov
NC Department of Administration
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties
From: Cox, John
Sent: Tuesday, November 13, 2018 8:19 AM
To: Krotoszynski, David<[e-mail]>
Cc: Moser, Mike <[e-mail]>
Subject: FW: [External] FRO Form Signature and Letter of Consent
David;
I am forwarding your request for verification to Mike Moser the Manager of General Real Estate.
Thank you,
John

John Cox
Facilities Information Section Manager
State Property Office
NC Department of Administration
[phone] office
J_oh n. Cox@doa. nc.gov
1321 Mail Service Center
Raleigh,NC 27699-1321
s swvf
el ti. ae
NC Department of Administration
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Krotoszynski, David
Sent: Tuesday, November 6, 2018 11:27 AM
To: Cox, John <[e-mail]>
Cc: Mulligan, Jeff <[e-mail]>; Hoff, Luke <luke.hoff dhhs.nc. ov>
Subject: FW: [External] FRO Form Signature and Letter of Consent
Morning John,
The DHHS Division of Property and Construction was contacted in regards to a DPS NC National Guard construction
project. Please review the forwarded email thread along with the attachments and supply your office's opinion on the
issue.
In review of the parcel at 5161 Western Avenue, Morganton, via Google Earth, DPS has two (2) facilities in operation on
the parcel in question. The reallocation between DHHS and DPS occurred in February 1969, see plat and deed PDF, and
the issue seems to be a listing error at the Burke County Register of Deeds GIS that lists the State Hospital.
DHHS is of the mind, that the reallocation occurred in 1969 and that DPS is the steward of the property since full
execution which would lead the DHHS no role in the upcoming construction project or required documentation.
Regards,
David Krotoszynski
Chief— Property Acquisition, Disposition & Risk Management
Division of Property and Construction
North Carolina Department of Health and Human Services
919 855 4872 office
919 733 5711 fax
David.krotoszvnski car dhhs.nc.eov
2104 Umstead Drive
3026 Mail Service Center
Raleigh, NC 27699-3026
Entail correspondence to and -from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
4

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Unauthorized disclosure of juvenile, health, legally privileged, or otherwise confidential information, including confidential information relating to an ongoing State procurement
effort, is prohibited by law, Ifyou have received this e-mail in error, please notify the sender immediately and delete all records of this e-mail.
From: Frank Slinsky <[e-mail]>
Sent: Tuesday, November 6, 2018 10:59 AM
To: Krotoszynski, David<[e-mail]>
Cc: Hoff, Luke <[e-mail]>
Subject: RE: [External] FRO Form Signature and Letter of Consent
Yes sir, attached are overall plans of both projects occurring on the DoC portion of the site. Phase 1 has been approved
for Bidding by the NCSCO and will be advertised this Sunday November 11, 2018 and Phase 2 is the DID review process
at the NCSCO. Phase 2 will begin after Phase 1 is close out.
I also attached the document from February of 1969 where 97 acres of this site were allocated from the State Hospital for
use by the Department of Corrections. In April of 2018, 85.6 acres were transferred intra-agency by mutual consent
between the Adult Corrections and Juvenile Justice (ACJJ) and the North Carolina National Guard (NCNG).
Hope that helps. Thank you!
Sincerely,
Frank Slinsky, PE, LEED AP
Senior Project Manager
TIMMONS GROUP I www.timmons.com
5410 Trinity Road, Suite 102 Raleigh, NC 27607
Office: 919.866.4505 1 Fax: [phone]
Mobile: [phone] frank. slinsky_atimmons.com
Your Vision Achieved Through Ours
To send me files greater than 20MB click here.
From: Krotoszynski, David <david.krotoszynski @dhhs.nc.pov>
Sent: Tuesday, November 06, 2018 10:27 AM
To: Frank Slinsky <[e-mail]>
Cc: Hoff, Luke <[e-mail]>
Subject: RE: [External] FRO Form Signature and Letter of Consent
Morning Frank,
In the review process, it would be quite helpful to have a schematic of the proposed construction project in order to
better understand the entire situation. Could your office please provide a project schematic via email?
Thank You,
David Krotoszynski
Chief— Property Acquisition, Disposition & Risk Management
Division of Property and Construction
North Carolina Department of Health and Human Services

919 855 4872 office
919 733 5711 fax
David.krcitosz nski(&,dhhs.nc. ov
2104 Umstead Drive
3026 Mail Service Center
Raleigh, NC 27699-3026
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
Twitter YouTube
Unauthorized disclosure of juvenile, health, legally privileged, or otherwise confidential information, including confidential information relating to an ongoing State procurement
effort, is prohibited by law. If you have received this e-mail in error, please notify the sender immediately and delete all records of this e-mail
From: Hoff, Luke
Sent: Monday, November 5, 2018 1:50 PM
To: Krotoszynski, David<david.krotoszynskiC)dhhs.nc.gov>
Cc: Axtman, Rodney <rodne .axtman dhhs.nc. ov>
Subject: FW: [External] FRO Form Signature and Letter of Consent
David:
Please verify that the attached site is the financial responsibility of DHHS. If so, then should Landowner(s) of Record be
revised from State Hospital (at Morganton) to the NC DHHS on the attached Financial Responsibility Form? Any issues
with the attached forms and me signing them?
Luke
Luke O. Hoff, P.E.
Director
Division of Property and Construction
North Carolina Department of Health and Human Services
919 855 4870 office
919 618 7553 mobile
919 733 5711 fax
Iuke.hofl dhhs.nc. ov
2104 Umstead Drive
3026 Mail Service Center
Raleigh, NC 27699-3026
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
Twitter YouTube
Unauthorized disclosure of juvenile, health, legally privileged, or otherwise confidential information, including confidential information relating to an ongoing State
procurement effort, is prohibited by law. If you have received this e-mail in error, please notify the sender immediately and delete all records of this e-mail.
From: Frank Slinsky <[e-mail]>
Sent: Monday, November 5, 2018 1:07 PM

To: Hoff, Luke <[e-mail]>
Subject: [External] FRO Form Signature and Letter of Consent
Mr. Hoff
I am working on site plans for the DPS North Carolina National Guard and the DPS Dept of Corrections on the State
Hospital site located at 5161 Western Avenue, Morganton NC 28655. Construction Plans for the project were approved by
the NC State Construction Office and they will be distributed for Public Bid this Sunday Nov 11, 2018.
According to Burke County GIS and the attached deed provided by DPS, the site is currently owned by the State Hospital
and in February of 1969 State Hospital allocated this portion of the site to the Department of Corrections for their use.
For plan approval NCDEQ plan reviewer is asking that you all:
1) sign / notarize the attached Financial Responsibility / Ownership form as land owner (State Hospital)
Part B. bottom of Page.
2) put the attached letter on your letterhead and sign it.
We apologize for the short notice of this request as it was just brought to our attention. I would be happy to meet you with
the forms at your convenience as we would like to finalize the review process with the DEQ this week prior to bidding if
possible. Thank you for your assistance and please call with any questions.
Sincerely,
Frank Slinsky, PE, LEED AP
Senior Project Manager
TIMMONS GROUP I www.timmons.com
5410 Trinity Road, Suite 102 Raleigh, NC 27607
Office: 919.866.4505 Fax: [phone]
Mobile:[phone] frank. slinskyCc�timmons.com
Your Vision Achieved Through Ours
To send me files greater than 20MB click here.
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed to third parties by an authorized State
official. Unauthorized disclosure of juvenile, health, legally privileged, or otherwise confidential information, including confidential information relating to an ongoing
State procurement effort, is prohibited by law. If you have received this email in error, please notify the sender immediately and delete all records of this email.
Email correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to third parties by an authorized
state official.

Seasonal High Water Table Report

TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
January 25, 2017
Frank Slinsky, P.E.
Timmons Group, Inc.
5410 Trinity Road
Suite 102
Raleigh, NC 27607
5410 Trinity Road P 919.866.4951
Suite 102 F 919.859.5663
Raleiqh, NC 27607 www.timmons.com
Re: Seasonal High Water Table Investigation for NCNG Readiness Center
Located off of Western Avenue, Morganton, Burke County, North Carolina
Mr. Slinksy:
At your request, Timmons Group, Inc., has completed an investigation of seasonal high water
table (SHWT) depth for the NCNG Readiness Center, located off of Western Avenue in
Morganton (PIN.- 2701118549). At your direction, this investigation was limited in scope to the
proposed stormwater BMP locations on the site, as illustrated on the attached drawing. The
investigation was completed on January 14, 2017.
Depth to SHWT was determined using accepted soil science practices. A hand auger was used to
advance vertically into the native soil until redoximorphic features (often mistakenly called
"mottles ") with a chroma of 2 or less were observed. True mottles that meet this color criterion
that are the result of parent material coloration are ignored, as these are not indicative of the
seasonal high water table.
Four hand auger borings were advanced in the locations proposed for the stormwater BMPs per
the drawing referenced above. In borings 1 and 3, chroma 2 redoximorphic features indicative of
the SHWT were not observed in the borings to a depth of 168 inches below the soil surface. In
boring 2, auger refusal was experienced at 118 inches below the soil surface. In boring 4, auger
refusal was experienced at 72 inches below the soil surface, The table below lists the observed
SHWT depths below the existing soil surface.
Boring ID
Auger Refusal
inches
SHWT Depth'
(inches)
SHWT Elevation
(approximate
1
N/A
> 168
< 1198.00
2
118
N/A
< 1222.17
3
N/A
> 168
< 1198.00
4
72
N/A
< 1216.00
Depth below existing soil surface
1 CIVIL ENGINEERING I ENVIRONIIIFNTAL I SURVEYING I GIS I LANDSCAPE ARCHITECTLIRF j CONSTRUCTION SERVICES

Thank you for the opportunity to assist you with this seasonal high water table investigation for
this site. Do not hesitate to call me if you have any questions regarding this investigation or if
you need any additional information.
Sincerely,
$OIL �Q .
Scott Mitchell, PE, LSS �� y
NC Environmental Practice Group Leader
�7 f
Justin Milstein, SSIT
Environmental Scientist

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Stormwater Management Mapping
(Revised for MOV Expansion)

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POST -DEVELOPMENT STORMWATER QUALITY CONTROL
PRE -DEVELOPMENT ONSITE IMPERVIOUS SURFACES = 6.36 ±ACRES
POST -DEVELOPMENT ONSITE IMPERVIOUS SURFACES = 21.04 ± ACRES
(INCLUDING FUTURE BUILDOUT)
IMPERVIOUS AREA REQUIRED TO BE TREATED = 14.68 ±ACRES
IMPERVIOUS AREA TO BE TREATED = 12.94 ±ACRES (WET DETENTION A)
IMPERVIOUS AREA TO BE TREATED = 3.76 ±ACRES (WET DETENTION B)
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Revisions
No.
Date
OR #2
2021 JULY 09
Project Number: 1711-B
Date: 2021 J U LY 15
Drawn by: FS
PRE -DEVELOPMENT
STORMWATER
MANAGEMENT PLAN
Sheet Number:
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POST -DEVELOPMENT STORMWATER QUALITY CONTROL
PRE -DEVELOPMENT ONSITE IMPERVIOUS SURFACES = 6.36 ± ACRES
POST -DEVELOPMENT ONSITE IMPERVIOUS SURFACES = 21.04 ± ACRES
(INCLUDING FUTURE BUILDOUT)
IMPERVIOUS AREA REQUIRED TO BE TREATED = 14.68 ± ACRES
IMPERVIOUS AREA TO BE TREATED = 12.94 ± ACRES (WET DETENTION A)
IMPERVIOUS AREA TO BE TREATED = 3.76 ± ACRES (WET DETENTION B)
TOTAL TREATED IMPERVIOUS = 16.70 ± ACRES (A+B)
IMPERVIOUS AREA OVER -TREATED = 2.02 ± ACRES
POST -DEVELOPMENT STORMWATER QUANTITY CONTROL
DRAINAGE
ANALYSIS POINT A
AREA
(CN)
Q1
Q10
Q100
(Acres)
POST -DEVELOPMENT
17.13
92
23.16
42.85
47.56
Al WET POND A
POST -DEVELOPMENT
14.20
84
32.83
82.30
142.92
A2 BYPASS
POST -DEVELOPMENT
31.33
45.69
123.31
186.95
Al A2 COMBINED
ANALYSIS POINT B
POST -DEVELOPMENT
4.63
93
2.80
6.87
32.44
B1 WET POND B
POST -DEVELOPMENT
26.15
80
40.80
105.62
185.52
B2 BYPASS
POST -DEVELOPMENT
30.78
43.56
112.49
215.84
B1 B2 COMBINED
NOTE: POST -DEVELOPMENT FLOWS ARE LESS THAN PRE -DEVELOPMENT FLOW FOR THE 1-YEAR AND 10 YEAR
STORM EVENT AT ALL ANALYSIS POINTS. REFER TO CALCULATION BOOKLET FOR ADDITIONAL INFORMATION.
POST -DEVELOPMENT IMPERVIOUS AREA AND WATER UALITY TREATMENT
Q
000000 � �
►♦ww♦♦♦w
----,g!�
PROPOSED IMPERVIOUS BYPASS
POST -DEVELOPMENT IMPERVIOUS TREATED IN SCM
� �
DRAINAGE AREA
DRAINAGE AREA BASIN INFORMATION
BUA TYPE
DRAINAGE AREA Al
DRAINAGE AREA B1
PROJECT AREA
ON -SITE BUILDINGS SF
64 267
2 219 EXISTING
66 486
ON -SITE STREETS SF
0
5 045
5 045
ON -SITE PARKING SF
458 962
61 657
520 349
ON -SITE SIDEWALKS SF
33 389
0
33 389
FUTURE SF
37 048 BLDG
94 865 PVMT.
131 891
TOTAL IMPERVIOUS SF
593 666
163 786
727 452
TOTAL DRAINAGE AREA SF
739 983
201 625
941 608
THIS DRAWING IS FOR AGENCY REVIEW ONLY - NOT FOR CONSTRUCTION
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No.
Date
OR #2
2021 JULY 09
Project Number: 1711-B
Date: 2021 J U LY 15
Drawn by: FS
POST -DEVELOPMENT
STORMWATER
MANAGEMENT PLAN
Sheet Number:
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INSET'B'
PRE -DEVELOPMENT STORMWATER QUANTITY CONTROL
PRE -DEVELOPMENT
DRAINAGE
AREA
(Acres)
(CN)
Q1
Q10
Q100
ANALYSIS POINT A
26.38
85
76.00
171.35
283.62
ANALYSIS POINT B
28.27
80
44.11
144.18
200.56
ANALYSIS POINT C
7.25
78
6.48
17.85
32.31
NOTE: POST -DEVELOPMENT FLOW IS LESS THAN PRE -DEVELOPMENT FLOW AT ALL ANALYSIS POINTS.
REFER TO CALCULATION BOOKLET FOR ADDITIONAL INFORMATION.
PRE -DEVELOPMENT IMPERVIOUS AREA AND WATER QUALITY TREATMENT
EXISTING IMPERVIOUS
DRAINAGE AREA
POST -DEVELOPMENT STORMWATER QUALITY CONTROL
PRE -DEVELOPMENT ONSITE IMPERVIOUS SURFACES = 6.36 ±ACRES
POST -DEVELOPMENT ONSITE IMPERVIOUS SURFACES = 21.04 ± ACRES
(INCLUDING FUTURE BUILDOUT)
IMPERVIOUS AREA REQUIRED TO BE TREATED = 14.68 ±ACRES
IMPERVIOUS AREA TO BE TREATED = 12.94 ±ACRES (WET DETENTION A)
IMPERVIOUS AREA TO BE TREATED = 3.76 ±ACRES (WET DETENTION B)
TOTAL TREATED IMPERVIOUS = 16.70 ± ACRES (A+B)
IMPERVIOUS AREA OVER -TREATED = 2.02 ± ACRES
THIS DRAWING IS FOR AGENCY REVIEW ONLY - NOT FOR CONSTRUCTION
*WETLANDS IN THE PROJECT AREA HAVE BEEN IDENTIFIED AND CONFIRMED BY
ACOE AND NCDEQ. NO IMPACTS ARE PROPOSED.
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INSET'C'
POST -DEVELOPMENT STORMWATER QUANTITY CONTROL
DRAINAGE
ANALYSIS POINT A
AREA
(CN)
Q1
Q10
Q100
(Acres)
POST -DEVELOPMENT
17.13
92
23.16
42.85
47.56
Al (WET POND A)
POST -DEVELOPMENT
14.20
84
32.83
82.30
142.92
A2 (BYPASS)
POST -DEVELOPMENT
31.33
45.69
123.31
186.95
Al+A2 (COMBINED)
ANALYSIS POINT B
POST -DEVELOPMENT
4.63
93
2.80
6.87
32.44
B1 (WET POND B)
POST -DEVELOPMENT
26.15
80
40.80
105.62
185.52
B2 (BYPASS)
POST -DEVELOPMENT
30.78
43.56
112.49
215.84
B1+B2 (COMBINED)
NOTE: POST -DEVELOPMENT FLOWS ARE LESS THAN PRE -DEVELOPMENT FLOW FOR THE 1-YEAR AND 10 YEAR
STORM EVENT AT ALL ANALYSIS POINTS. REFER TO CALCULATION BOOKLET FOR ADDITIONAL INFORMATION.
POST -DEVELOPMENT IMPERVIOUS AREA AND WATER QUALITY TREATMENT
PROPOSED IMPERVIOUS (BYPASS)
POST -DEVELOPMENT IMPERVIOUS TREATED IN SCM
� � � DRAINAGE AREA
DRAINAGE AREA BASIN INFORMATION
BUA TYPE
DRAINAGE AREA Al
DRAINAGE AREA B1
PROJECT AREA
ON -SITE BUILDINGS (SF)
64,267
2,219 (EXISTING)
66,486
ON -SITE STREETS (SF)
0
5,045
5,045
ON -SITE PARKING (SF)
458,962
61,657
520,349
ON -SITE SIDEWALKS (SF)
33,389
0
33,389
FUTURE (SF)
37,048 (BLDG)
94,865 (PVMT.)
131,891
TOTAL IMPERVIOUS (SF)
593,666
163,786
727,452
TOTAL DRAINAGE AREA (SF)
739,983
201,625
941,608
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Revisions
No.
Date
OR #2
2021 JULY 09
Project Number: 1711-B
Date: 2021 J U LY 15
Drawn by: FS
PRE &
POST -DEVELOPMENT
STORMWATER
MANAGEMENT PLAN
Sheet Number:
■

Design Calculations
Wet Pond Sizing (Original Permit)
Wet Pond Sizing (MOV Expansion)
Pre -Post Development Hydraulic Routing (Original Permit)
Pre -Post Development Hydraulic Routing (MOV Expansion)
Storm Sewer and Outlet Protection Calculations (Original Permit)
Storm Sewer and Outlet Protection Calculations (MOV
Expansion)
Wet Pond Supplement EZ (Original Permit)
Wet Pond Supplement EZ (MOV Expansion)
Operations and Maintenance EZ (Original Permit)
Operations and Maintenance EZ (MOV Expansion)

11-Feb-20
Original
Permit
CNG
NC
Drainage Area, (DA) =
Impervious Area c=0.95
Pervious Area c= 0.30
Cc =
CN=
Permanent Water Quality Pool
% Impervious =
Permanent Pool Design Depth =
SA / DA Ratio =
Required Surface Area =
Permanent Pool Volume Req.=
Temporary Water Quality Pool
Design Storm Rainfall
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) _
Required Volume (design rainfall)(Rv)(DA) =
Surface Area Provided:
Permanent Pool Max. Depth =
Area of Pond Bottom (Above PSS) _
Area Bottom of Shelf=
Area of Permanent Pool=
Area Top of Shelf=
Perm. Pool Volume Provided=
Avg. Perm. Pool Depth Provided (Eq. 2)=
Surface Area at 1" Storage Volume=
L
TIMMONS GROUP
17.13 ac
11 Pre= 4.6 in/hr
13.09 ac
CcPre= 0.52
4.04 ac
Q1 Pre= 40.97 cfs
0.80
11 Post= 4.6 in/hr
92.0
Q1 Post= 62.78 cfs
76.4 %
3.00 ft
2.77
(from Tbl. 1.1)
20,692 sf
62,076 cf
1.00 in
(Typically 1-in)
0.74 in/in
45,874.13 cf
4.50 ft
11,663 sf
19,192 sf
21,548 sf
21,548 sf
71,664 cf
3.33 ft
32.107 sf
1" Storage Volume Provided=
45,890 cf
Temp. Storage Depth above Dewatering Hole =
1.60 ft
Diameter of Dewatering Hole =
3.50 in
Detention (Draw -Down) Time =
2.4 days
T days=(Temp. Storage Vol Req / (0.6' A(2'g'(h))11/2)'
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
Forebay Volume Required =
14,333 cf
Forebay Volume Provided =
11,876 cf
16.6 %
Tahle 1 1
(EL= 1197.0)
(EL= 1201.0)
(EL= 1201.0)
(EL= 1202.0)
> 62,076 OK
> 3.00 OK
(EL= 1203.1)
> 45,874 OK
(2-5 days Required)
> 62,076 OK
SA / DA Ratios 85 % TSS efficiency
Permanent Pool Depth
(ft)
% Impervious
3.0
4.0
5.0
6.0
10
0.51
0.43
0.37
0.30
20
0.84
0.69
0.61
0.51
30
1.17
0.94
0.84
0.72
40
1.51
1.24
1.09
0.91
50
1.79
1.51
1.31
1.13
60
2.09
1.77
1.49
1.31
70
2.51
2.09
1.80
1.56
80
2.92
2.41
2.07
1.82
90
3.25
2.64
2.31
2.04
s:\1319\0001\talcs\PondSize-Wet Pond-piedmont-90 tss printed: 2/11/2020 2:01 PM Page 1 of 2

Main Pool Permanent Pool Volume
Stage (ft) Elevation Area (sf)
Storage (cf)
-4.00 1197.00
11,663
Top of Sed. Stor. in Main Pond
-3.00 1198.00
13,476
12,570
-2.00 1199.00
15,333
26,974
-1.00 1200.00
17,242
43,262
0.00 1201.00
19,192
61,479
Inside of Shelf Elev.
0.50 1201.50
21,548
71,664
Normal Pool Elev.
Outside of Shelf Elev.
Forebay Volume
Stage (ft) Elevation Area (sf)
Storage (cf)
-4.50 1197.00
753
0
Top of Sed. Stor. in Forebay
-4.00 1197.50
1,291
511
-3.50 1198.00
1,828
1,291
ssm
-3.00 1198.50
2,136
2,282
-2.50 1199.00
2,444
3,427
-2.00 1199.50
2,792
4,736
-1.50 1200.00
3,140
6,219
-1.00 1200.50
3,514
7,882
-0.50 1201.00
3,887
9,732
Inside of Shelf Elev.
0.00 1201.50
4,687
11,876
Normal Pool Elev.
Total Pond Stage / Storage Detail
0.00 1201.50
26,296
0
Normal Pool Elev.
0.50 1202
29,027
13830.75
1.50 1203
31,814
44251.25
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 Ibs/cf
Buoyancy Force:
62.4 Ibs/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
Original
Permit
s:\1319\0001\calcs\PondSize-Wet Pond-piedmont-90 tss printed: 2/11/2020 2:01 PM Page 2 of 2

15-Jul-21
M OV
Expansion
INCNG Moraanton 139004 1
nton. NC
Drainage Area, (DA) =
Impervious Area c=0.95
Pervious Area c= 0.30
Cc =
CN=
Permanent Water Quality Pool
% Impervious =
Permanent Pool Design Depth =
SA / DA Ratio =
Required Surface Area =
Permanent Pool Volume Req.=
Temporary Water Quality Pool
Design Storm Rainfall
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) _
Required Volume (design rainfall)(Rv)(DA) _
Surface Area Provided:
Permanent Pool Max. Depth =
Area of Pond Bottom (Above PSS) _
Area Bottom of Shelf=
Area of Permanent Pool=
Area Top of Shelf=
Perm. Pool Volume Provided=
Avg. Perm. Pool Depth Provided (Eq.1)=
Surface Area at 1" Storage Volume=
GWF
.r-6
TIMMONS GROUP
4.63 ac
11 Pre= 4.6 in/hr
3.76 ac
CcPre= 0.52
0.87 ac
Q1Pre= 11.07 cfs
0.83
11 Post= 4.6 in/hr
93.0
Q1 Post= 17.63 cfs
81.2 %
3.50 ft
2.67
(from Tbl. 1.1)
5,375 sf
18,812 cf
1.00 in
(Typically 1-in)
0.78 in/in
13,124.27 cf
4.00 ft
1,245 sf
4,408 sf
5,502 sf
6,919 sf
19,358 cf
3.52 ft
9,410 sf
1" Storage Volume Provided=
13,132 cf
Temp. Storage Depth above Dewatering Hole =
1.56 ft
Diameter of Dewatering Hole =
1.50 in
Detention (Draw -Down) Time =
3.6 days
T days=(Temp. Storage Vol Req / (0.6' A(2'g'(h))11/2)' 86400
(where h = one third temp. storage depth measured to centroid of orifice)
Max Drawdow Rate=
0.07 cfs
Permanent Pool Volume=
19,358 cf
Forebay Volume Required =
2,904 cf
Forebay Volume Provided =
2,968 cf
15.3 %
Tnhl,- 1 1
(EL= 1207.0)
(EL= 1210.0)
(EL= 1210.50
(EL= 1211.0)
> 18,812 OK
> 3.50 OK
(EL=1212.06)
> 13,124 OK
(2-5 days Required)
> 18,812 OK
SA / DA Ratios 85 % TSS efficiency
Permanent Pool Depth
(ft)
% Impervious
3.0
4.0
5.0
6.0
10
0.51
0.43
0.37
0.30
20
0.84
0.69
0.61
0.51
30
1.17
0.94
0.84
0.72
40
1.51
1.24
1.09
0.91
50
1.79
1.51
1.31
1.13
60
2.09
1.77
1.49
1.31
70
2.51
2.09
1.80
1.56
80
2.92
2.41
2.07
1.82
90
3.25
2.64
2.31
2.04
s:\1319\0001\calcs\PondSize-Wet Pond-piedmont-90 tss-GWF printed: 7/14/2021 10:33 AM Page 1 of 2

Main Pool Permanent Pool Volume
Stage (ft) Elevation Area (sf)
Storage (cf)
-5.50 1205.00
1,245
Top of Sed. Stor. in Main Pond
-4.50 1206.00
1,815
1,530
-3.50 1207.00
2,500
3,688
-2.50 1208.00
3,053
6,464
-1.50 1209.00
3,718
9,850
-0.50 1210.00
4,408
13,913
0.00 1210.50
5,502
16,390
Inside of Shelf Elev.
0.50 1211.00
6,919
19,495
Normal/Outside of Shelf Elev.
Forebay Volume
Stage (ft) Elevation Area (sf)
Storage (cf)
-5.00 1205.50
160
Top of Sed. Stor. in Forebay
-4.50 1206.00
219
95
-4.00 1207.00
364
386
-3.00 1208.00
543
840
ssm
-2.00 1209.00
754
1,488
-1.00 1210.00
998
2,364
Inside of Shelf Elev.
-0.50 1210.50
1,418
2,968
Normal Pool Elev.
Total Pond Stage / Storage Detail
0.00 2010.50 6,919
0
Normal Pool Elev.
0.50 2011 8,123
3760.5
11.56 2� 9,410
Water Quality Elevation
2.50 2013 10,700
22583.5
3.50 2014 12072
33969.5
4.50 2015 13502
46756.5
5.50 2016 15000
61007.5
Anti -Floatation
Invert of Riser:
1,202.00 ft
Crest of Riser:
1,214.00 ft
Inside Width of Riser
4.00 ft
Inside Length of Riser:
4.00 ft
Riser Wall Thickness:
8.00 in
Volume of Riser:
341.33 cf
Volume of Riser Walls:
149.33 cf
Weight of Concrete:
150 Ibs/cf
Buoyancy Force:
62.4 Ibs/cf
Weight of Riser Walls:
22,400 lbs
Buoyancy Force of Riser:
21,299 lbs
Weight of Riser minus Buoyancy Force
1,101 lbs
Width of Anchor extension
12 in
Thickness of Anchor extension
12 in
Weight of Water acting on anchor extension
18970 lbs
Weight of extension required (concrete)
None lbs
Safety Factor (SF)
2.3
Weight of extension required with SF
0 lbs
Anchor Length:
7.33 ft
Anchor Width:
7.33 ft
Volume of Anchor:
54 cf
Weight of Proposed Anchor
8067 lbs
Is Anchor sufficient?
YES
Total Downward Force:
49,436 lbs
Total Boyancy Force:
21,299 lbs
Total Safety Factor:
2.3
MOV
Expansion
s:\1319\0001\calcs\PondSize-Wet Pond-piedmont-90 tss-GWF printed: 7/14/2021 10:33 AM Page 2 of 2

Hydraflow Table of Contents
Pre -post calcs with helipad.gpw
Original Permit
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
Year
SummaryReport.........................................................................................................................
HydrographReports...................................................................................................................
Hydrograph No. 1, SCS Runoff, Pre Development..................................................................
Hydrograph No. 2, SCS Runoff, Post Development -Bypass ....................................................
Hydrograph No. 3, SCS Runoff, Post Development-BMP........................................................
Hydrograph No. 4, Reservoir, BMP Routing.............................................................................
PondReport - Wet Pond......................................................................................................
Hydrograph No. 5, Combine, Post Development-Total...........................................................
Hydrograph No. 6, SCS Runoff, Analysis Point B Pre -Development .....................................
TR-55 Tc Worksheet...................................................................................
Hydrograph No. 7, SCS Runoff, Analysis Point B Post -Development .............
TR-55 Tc Worksheet...................................................................................
Hydrograph No. 8, SCS Runoff, Analysis Point C Pre -Development ..............
TR-55 Tc Worksheet...................................................................................
Hydrograph No. 9, SCS Runoff, Analysis Point C Post -Development .............
TR-55 Tc Worksheet...................................................................................
10 -Year
3
4
4
5
6
7
8
9
10
11
12
13
14
..................... 15
..................... 16
..................... 17
SummaryReport
.......................................................................................................................
18
HydrographReports.................................................................................................................
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
SummaryReport
.......................................................................................................................
28
HydrographReports.................................................................................................................
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
OFReport.................................................................................................................. 38

1
Watershed Model Schematic Original Permit
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
1 2 3
ED CD CD
6
7
ED CD
Leaend
Hvd. Origin Description
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
Project: Pre -post calcs with helipad.gpw Monday, 03 / 2 / 2020

Hydrograph Return Period R��� Original Permit
y ra o Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
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

Hydrograph Summary Repo rlydraflowHydrographsExtension for Autodesk® Civil 3D®2019bbylAuodelskk,,Inc. v 019.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
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

4
Hydrograph Report
Original Permit
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
Q (cfs)
80.00
70.00
40.00
20.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 1 Time (min)

Hydrograph Report
5
Original Permit
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
Q (cfs)
35.00
'•••
25.00
20.00
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

6
Hydrograph Report
Original Permit
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
Post Development-BMP
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 3 Time (min)

Hydrograph Report
7
Original Permit
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.
Q (cfs)
70.00
-1 ••
40.00
20.00
10.00
Q (cfs)
70.00
•• •11
50.00
40.00
30.00
20.00
10.00
0.00 -1 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
— Hyd No. 4 Hyd No. 3 Total storage used = 66,330 cult

Original Perm
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Pond Report Original Permit
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
[A]
[B]
[C]
[PrfRsr]
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
Stage (ft)
7.00
AM
AM
4.00
►41I17
M
Weir Structures
[A]
[B]
[C]
[D]
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).
Stage / Discharge
Elev (ft)
1208.50
1207.50
1206.50
1205.50
EW11,16
`W11616 %
1202.50
0.00 ' ' ' ' ' ' ' ' ' ' ' 1201.50
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00
- Total Q Discharge (cfs)

Hydrograph Report
9
Original Permit
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 5
Post Development -Total
Hydrograph type = Combine Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyds. = 2, 4 Contrib. drain. area
Post Development -Total
Monday, 03 / 2 / 2020
= 45.69 cfs
= 720 min
= 197,673 cuft
= 14.200 ac
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 5 — Hyd No. 2 Hyd No. 4

Hydrograph
Report
10
Original Permit
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
Analysis Point B Pre -Development
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

TR55 Tc Worksheet
11
Original Permit
Hyd. No. 6
Analysis Point B Pre -Development
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
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
12
Original Permit
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 7
Analysis Point B Post -Development
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 2.690 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.15 in
Distribution
Storm duration
= 24 hrs
Shape factor
* Composite (Area/CN) _ [(2.690 x 74)] / 2.690
Q (cfs)
2.00
1.00
Analysis Point B Post -Development
Hyd. No. 7 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 7
Monday, 03 / 2 / 2020
= 1.591 cfs
= 744 min
= 9,811 cuft
= 74*
= 0 ft
= 49.90 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

TR55 Tc Worksheet
13
Original Permit
Hyd. No. 7
Analysis Point B Post -Development
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
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
14
Original Permit
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
Q (cfs)
7.00
. Me
5.00
3.00
r ••
1.00
Q (cfs)
7.00
9.1 ••
5.00
4.00
3.00
2.00
1.00
0.00 1 1 11 1 1 1 1 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 8 Time (min)

TR55 Tc Worksheet
15
Original Permit
Hyd. No. 8
Analysis Point C Pre -Development
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
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
16
Original Permit
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 9
Analysis Point C Post -Development
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 3.380 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.15 in
Distribution
Storm duration
= 24 hrs
Shape factor
* Composite (Area/CN) _ [(3.380 x 74)] / 3.380
Q (cfs)
2.00
1.00
Analysis Point C Post -Development
Hyd. No. 9 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 9
Monday, 03 / 2 / 2020
= 1.676 cfs
= 754 min
= 12,409 cuft
= 74*
= 0 ft
= 63.20 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

TR55 Tc Worksheet
17
Original Permit
Hyd. No. 9
Analysis Point C Post -Development
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
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

18
Hydrograph Summary Repo rlydraflowHydrographsExtension for AutodeskOCivil 3DO2019gyi9'fodelsNn'C V%19.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
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

19
Hydrograph Report
Original Permit
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
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
Pre Development
Hyd. No. 1 -- 10 Year
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 1 Time (min)

20
Hydrograph Report
Original Permit
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
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
Post Development -Bypass
Hyd. No. 2 -- 10 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 2 Time (min)

21
Hydrograph Report
Original Permit
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
Post Development-BMP
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 3 Time (min)

Hydrograph Report
22
Original Permit
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.
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 4 Hyd No. 3 Total storage used = 116,964 cult

Hydrograph
Report
23
Original Permit
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
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 5 Hyd No. 2 Hyd No. 4

Hydrograph
Report
24
Original Permit
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
Analysis Point B Pre -Development
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

Hydrograph Report
25
Original Permit
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
Q (cfs)
5.00
4.00
3.00
1.00
Analysis Point B Post -Development
Hyd. No. 7 -- 10 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

Hydrograph Report
26
Original Permit
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
Q (cfs)
18.00
15.00
12.00
M
M
3.00
Analysis Point C Pre -Development
Hyd. No. 8 -- 10 Year
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Time (min)

Hydrograph Report
27
Original Permit
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
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
WITIN
Analysis Point C Post -Development
Hyd. No. 9 -- 10 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
EFIVIT21
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

28
Hydrograph Summary Repo rlydraflowHydrographsExtension for Autodesk® Civil 3D®2019bbylAuodelskk,,Inc. v 019.2
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
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

29
Hydrograph Report
Original Permit
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
Pre Development
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0 00
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 1 Time (min)

30
Hydrograph Report
Original Permit
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
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 2 Time (min)

31
Hydrograph Report
Original Permit
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
Post Development-BMP
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 3 Time (min)

Hydrograph Report
32
Original Permit
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.
Q (cfs)
210.00
180.00
150.00
120.00
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 4 Hyd No. 3 Total storage used = 177,689 cult

Hydrograph
Report
33
Original Permit
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
Q (cfs)
210.00
180.00
150.00
120.00
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 5 Hyd No. 2 Hyd No. 4

34
Hydrograph Report
Original Permit
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
Analysis Point B Pre -Development
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

Hydrograph Report
35
Original Permit
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
Q (cfs)
10.00
Were
. UX
4.00
r w
Analysis Point B Post -Development
Hyd. No. 7 -- 100 Year
Q (cfs)
10.00
N. We
4.00
r w
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

Hydrograph Report
36
Original Permit
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
Q (cfs)
35.00
'G • •
25.00
20.00
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 8 Time (min)

Hydrograph Report
37
Original Permit
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
Q (cfs)
12.00
10.00
M
M
4.00
r M�
Analysis Point C Post -Development
Hyd. No. 9 -- 100 Year
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

Hydraflow Rainfall Report
38
Original Permit
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Monday, 03 / 2 / 2020
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(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
Period
Intensity Values (in/hr)
(Yrs)
6 min
10
16
20
26
30
36
40
46
60
66
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.
Precip. file name: R:\333\39004-NCNG MORGANTON RRC\Calcs\Stormwater\Morganton.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-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-1 st
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

Hydraflow Table of Contents
Pre -post calcs MOV Expansion-GWF.gpw
MOV Exr)ansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 -Year
HydrographReports................................................................................................................... 3
Hydrograph No.
1, SCS Runoff, Pre Development..................................................................
3
Hydrograph No.
2, SCS Runoff, Post Development -Bypass ....................................................
4
Hydrograph No.
3, SCS Runoff, Post Development-BMP........................................................
5
Hydrograph No.
4, Reservoir, BMP Routing.............................................................................
6
Hydrograph No.
5, Combine, Post Development-Total............................................................
7
Hydrograph No.
6, SCS Runoff, Analysis Point B Post -Development ......................................
8
Hydrograph No.
7, Reservoir, Wet Pond 2...............................................................................
9
Hydrograph No.
8, SCS Runoff, MOV Pre Development.......................................................
10
Hydrograph No.
9, SCS Runoff, MOV Bypass.......................................................................
11
Hydrograph No.
10, Combine, MOV COMBINED..................................................................
12
2 - Year
HydrographReports.................................................................................................................
13
Hydrograph No.
1, SCS Runoff, Pre Development................................................................
13
Hydrograph No.
2, SCS Runoff, Post Development -Bypass ..................................................
14
Hydrograph No.
3, SCS Runoff, Post Development-BMP......................................................
15
Hydrograph No.
4, Reservoir, BMP Routing...........................................................................
16
Hydrograph No.
5, Combine, Post Development-Total..........................................................
17
Hydrograph No.
6, SCS Runoff, Analysis Point B Post -Development ....................................
18
Hydrograph No.
7, Reservoir, Wet Pond 2.............................................................................
19
Hydrograph No.
8, SCS Runoff, MOV Pre Development.......................................................
20
Hydrograph No.
9, SCS Runoff, MOV Bypass.......................................................................
21
Hydrograph No.
10, Combine, MOV COMBINED..................................................................
22
10 -Year
HydrographReports.................................................................................................................
23
Hydrograph No.
1, SCS Runoff, Pre Development................................................................
23
Hydrograph No.
2, SCS Runoff, Post Development -Bypass ..................................................
24
Hydrograph No.
3, SCS Runoff, Post Development-BMP......................................................
25
Hydrograph No.
4, Reservoir, BMP Routing...........................................................................
26
Hydrograph No.
5, Combine, Post Development-Total..........................................................
27
Hydrograph No.
6, SCS Runoff, Analysis Point B Post -Development ....................................
28
Hydrograph No.
7, Reservoir, Wet Pond 2.............................................................................
29
Hydrograph No.
8, SCS Runoff, MOV Pre Development.......................................................
30
Hydrograph No.
9, SCS Runoff, MOV Bypass.......................................................................
31
Hydrograph No.
10, Combine, MOV COMBINED..................................................................
32
100 - Year
HydrographReports................................................................................................................. 33
Hydrograph No. 1, SCS Runoff, Pre Development................................................................ 33
Hydrograph No. 2, SCS Runoff, Post Development -Bypass .................................................. 34
Hydrograph No. 3, SCS Runoff, Post Development-BMP...................................................... 35

Contents continued...
Pre -post calcs MOV Expansion-GWF.gpw
MOV Expansion
Hydrograph No.
4, Reservoir, BMP Routing...........................................................................
36
Hydrograph No.
5, Combine, Post Development-Total..........................................................
37
Hydrograph No.
6, SCS Runoff, Analysis Point B Post -Development ....................................
38
Hydrograph No.
7, Reservoir, Wet Pond 2.............................................................................
39
Hydrograph No.
8, SCS Runoff, MOV Pre Development.......................................................
40
Hydrograph No.
9, SCS Runoff, MOV Bypass.......................................................................
41
Hydrograph No.
10, Combine, MOV COMBINED..................................................................
42
OFReport.................................................................................................................. 43

Watershed Model Schematic MOV Expansion
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ 2019 by Autodesk, Inc. v2019.2
ED C 8 9 6
5
10
Project: Pre -post calcs MOV Expansion-GWF.gpw Wednesday, 07 / 14 / 2021

Hydrograph Return Period RI MOV Expansion
y ra o ydrographs Extension for Autodesk@ Civil 3D@ 2019 by Autodesk, Inc. v2019.2
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
------
17.71
22.22
-------
-------
34.28
-------
-------
53.42
Analysis Point B Post -Development
7
Reservoir
6
2.804
4.367
-------
-------
6.876
-------
-------
32.44
Wet Pond 2
8
SCS Runoff
------
44.16
62.28
-------
-------
114.30
-------
-------
200.77
MOV Pre Development
9
SCS Runoff
------
40.80
57.55
-------
-------
105.62
-------
-------
185.52
MOV Bypass
10
Combine
7,9
43.56
61.91
-------
-------
112.49
-------
-------
215.84
MOV COMBINED
Proj. file: Pre -post calcs MOV Expansion-GWF.gpw
Wednesday, 07 / 14 / 2021

3
Hydrograph Report
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021
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
Q (cfs)
80.00
70.00
50.00
40.00
30.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 1 Time (min)

Hydrograph Report
4
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
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
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

5
Hydrograph Report
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021
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
Post Development-BMP
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 3 Time (min)

Hydrograph
Report
6
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
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
BMP Routing
1 1 1 --- I---------- 1 1 1
11 1 1 :1 1 •.1 11 1 Ol • 1 •1 11 . 1 ::1 1

Hydrograph Report
7
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Hyd. No. 5
Post Development -Total
Hydrograph type = Combine Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyds. = 2, 4 Contrib. drain. area
Post Development -Total
Wednesday, 07 / 14 / 2021
= 45.69 cfs
= 720 min
= 197,673 cuft
= 14.200 ac
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 5 — Hyd No. 2 Hyd No. 4

8
Hydrograph Report
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021
Hyd. No. 6
Analysis Point B Post -Development
Hydrograph type
= SCS Runoff
Peak discharge
= 17.71 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 37,780 cuft
Drainage area
= 4.630 ac
Curve number
= 93*
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) _ [(0.870 x 74) + (3.760 x 98)] / 4.630
Q (cfs)
18.00
15.00
12.00
•M
.M
3.00
e
120 240
Hyd No. 6
Analysis Point B Post -Development
Hyd. No. 6 -- 1 Year
360 480 600
Q (cfs)
18.00
15.00
12.00
M
M
3.00
0.00
720 840 960 1080 1200
Time (min)

Hydrograph Report
9
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 7
Wet Pond 2
Hydrograph type
= Reservoir Peak discharge
= 2.804 cfs
Storm frequency
= 1 yrs Time to peak
= 726 min
Time interval
= 2 min Hyd. volume
= 36,035 cuft
Inflow hyd. No.
= 6 - Analysis Point B Post-Develdp3nOibvation
= 1212.82 ft
Reservoir name
= Wet Pond B Max. Storage
= 20,707 cuft
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
M
M
3.00
600
Hyd No. 7
Wet Pond 2
Hyd. No. 7 -- 1 Year
Q (cfs)
18.00
15.00
12.00
3.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 6 ® Total storage used = 20,707 cult

Hydrograph
Report
10
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk,
Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 8
MOV Pre Development
Hydrograph type
= SCS Runoff
Peak discharge
= 44.16 cfs
Storm frequency
= 1 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 140,081 cuft
Drainage area
= 28.300 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 19.30 min
Total precip.
= 3.15 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(27.350 x 79) + (0.950 x 98)] / 28.300
MOV Pre Development
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 8 Time (min)

Hydrograph
Report
11
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk,
Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 9
MOV Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 40.80 cfs
Storm frequency
= 1 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 129,438 cuft
Drainage area
= 26.150 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 19.30 min
Total precip.
= 3.15 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(25.410 x 79) + (0.740 x 98)] / 26.150
MOV Bypass
Q (cfs) Hyd. No. 9 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

Hydrograph Report
12
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Hyd. No. 10
MOV COMBINED
Hydrograph type
= Combine
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyds.
= 7, 9
Contrib. drain. area
MOV COMBINED
Wednesday, 07 / 14 / 2021
= 43.56 cfs
= 724 min
= 165,473 cuft
= 26.150 ac
Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 10 Hyd No. 7 Hyd No. 9

Hydrograph Report
13
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 1
Pre Development
Hydrograph type
= SCS Runoff
Peak discharge
= 101.42 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 207,061 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.
= 3.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(8.300 x 98) + (18.080 x 79)] / 26.380
Q (cfs)
120.00
100.00
40.00
rIt ee
Pre Development
Hyd. No. 1 -- 2 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 1 Time (min)

Hydrograph
Report
14
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk,
Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 2
Post Development -Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 45.51 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 91,915 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.
= 3.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(3.840 x 98) + (10.360 x 74)] / 14.200
Post Development -Bypass
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

15
Hydrograph Report
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021
Hyd. No. 3
Post Development-BMP
Hydrograph type
= SCS Runoff
Peak discharge
= 80.39 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 172,182 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.
= 3.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(13.090 x 98) + (4.040 x 74)] / 17.130
Post Development-BMP
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 3 Time (min)

Hydrograph Report
16
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 4
BMP Routing
Hydrograph type
= Reservoir
Peak discharge
= 38.82 cfs
Storm frequency
= 2 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 169,689 cuft
Inflow hyd. No.
= 3 - Post Development-BMP
Max. Elevation
= 1204.02 ft
Reservoir name
= Wet Pond
Max. Storage
= 78,103 cuft
Storage Indication method used.
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
BMP Routing
Hyd. No. 4 -- 2 Year
1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 11 1 ��1 .1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

Hydrograph
Report
17
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 5
Post Development -Total
Hydrograph type
= Combine
Peak discharge
= 80.91 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 261,604 cuft
Inflow hyds.
= 2, 4
Contrib. drain. area
= 14.200 ac
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
Post Development -Total
Hyd. No. 5 -- 2 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00 1 moll is I I I I I I 110.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 — Hyd No. 2 Hyd No. 4 Time (min)

18
Hydrograph Report
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021
Hyd. No. 6
Analysis Point B Post -Development
Hydrograph type
= SCS Runoff
Peak discharge
= 22.22 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 48,130 cuft
Drainage area
= 4.630 ac
Curve number
= 93*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.870 x 74) + (3.760 x 98)] / 4.630
Analysis Point B Post -Development
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 6 Time (min)

Hydrograph Report
19
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 7
Wet Pond 2
Hydrograph type
= Reservoir Peak discharge
= 4.367 cfs
Storm frequency
= 2 yrs Time to peak
= 726 min
Time interval
= 2 min Hyd. volume
= 46,368 cuft
Inflow hyd. No.
= 6 - Analysis Point B Post-Develdp3nOibvation
= 1213.29 ft
Reservoir name
= Wet Pond B Max. Storage
= 25,786 cuft
Storage Indication method used.
Wet Pond 2
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
— Hyd No. 7 — Hyd No. 6 ® Total storage used = 25,786 cult

Hydrograph Report
20
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 8
MOV Pre Development
Hydrograph type
= SCS Runoff
Peak discharge
= 62.28 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 195,395 cuft
Drainage area
= 28.300 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 19.30 min
Total precip.
= 3.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(27.350 x 79) + (0.950 x 98)] / 28.300
Q (cfs)
70.00
50.00
40.00
30.00
10.00
Q (cfs)
70.00
•• ••
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 8 Time (min)

Hydrograph
Report
21
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk,
Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 9
MOV Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 57.55 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 180,550 cuft
Drainage area
= 26.150 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 19.30 min
Total precip.
= 3.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(25.410 x 79) + (0.740 x 98)] / 26.150
MOV Bypass
Q (cfs) Hyd. No. 9 -- 2 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

Hydrograph
Report
22
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 10
MOV COMBINED
Hydrograph type
= Combine
Peak discharge
= 61.91 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 226,918 cuft
Inflow hyds.
= 7, 9
Contrib. drain. area
= 26.150 ac
Q (cfs)
70.00
50.00
40.00
30.00
10.00
Q (cfs)
70.00
*1 01
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 10 Hyd No. 7 — Hyd No. 9

23
Hydrograph Report
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021
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
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 1 Time (min)

24
Hydrograph Report
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021
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
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
Post Development -Bypass
Hyd. No. 2 -- 10 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 2 Time (min)

25
Hydrograph Report
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021
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
Post Development-BMP
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 3 Time (min)

Hydrograph Report
26
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
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.
Q (cfs)
140.00
120.00
100.00
40.00
Q (cfs)
140.00
120.00
100.00
•• ••
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 4 Hyd No. 3 ® Total storage used = 116,964 cult

Hydrograph
Report
27
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
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
Q (cfs)
140.00
120.00
100.00
40.00
Q (cfs)
140.00
120.00
100.00
•• ••
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 5 Hyd No. 2 Hyd No. 4

28
Hydrograph Report
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021
Hyd. No. 6
Analysis Point B Post -Development
Hydrograph type
= SCS Runoff
Peak discharge
= 34.28 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 76,531 cuft
Drainage area
= 4.630 ac
Curve number
= 93*
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) _ [(0.870 x 74) + (3.760 x 98)] / 4.630
Analysis Point B Post -Development
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 6 Time (min)

Hydrograph Report
29
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 7
Wet Pond 2
Hydrograph type
= Reservoir Peak discharge
= 6.876 cfs
Storm frequency
= 10 yrs Time to peak
= 726 min
Time interval
= 2 min Hyd. volume
= 74,738 cuft
Inflow hyd. No.
= 6 - Analysis Point B Post-Develdp3nOibvation
= 1214.48 ft
Reservoir name
= Wet Pond B Max. Storage
= 39,928 cuft
Storage Indication method used.
Wet Pond 2

Hydrograph
Report
30
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk,
Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 8
MOV Pre Development
Hydrograph type
= SCS Runoff
Peak discharge
= 114.30 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 357,996 cuft
Drainage area
= 28.300 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 19.30 min
Total precip.
= 5.67 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(27.350 x 79) + (0.950 x 98)] / 28.300
MOV Pre Development
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 8 Time (min)

Hydrograph
Report
31
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk,
Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 9
MOV Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 105.62 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 330,799 cuft
Drainage area
= 26.150 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 19.30 min
Total precip.
= 5.67 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(25.410 x 79) + (0.740 x 98)] / 26.150
MOV Bypass
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

Hydrograph Report
32
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Hyd. No. 10
MOV COMBINED
Hydrograph type
= Combine
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyds.
= 7, 9
Contrib. drain. area
Q (cfs)
120.00
100.00
40.00
rIt ee
Wednesday, 07 / 14 / 2021
= 112.49 cfs
= 724 min
= 405,537 cuft
= 26.150 ac
Q (cfs)
120.00
100.00
40.00
20.00
rIraa
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 9

33
Hydrograph Report
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021
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
Pre Development
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0 00
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 1 Time (min)

Hydrograph Report
MOV E3 pansion
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021
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
Q (cfs)
160.00
140.00
120.00
100.00
40.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 2 Time (min)

35
Hydrograph Report
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021
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
Post Development-BMP
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 3 Time (min)

Hydrograph Report
36
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
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.
Q (cfs)
210.00
180.00
150.00
120.00
•• ••
30.00
Q (cfs)
210.00
180.00
150.00
120.00
•• ••
30.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 4 Hyd No. 3 ® Total storage used = 177,689 cult

Hydrograph
Report
37
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
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
Q (cfs)
210.00
180.00
150.00
120.00
•• ••
30.00
Q (cfs)
210.00
180.00
150.00
120.00
•• ••
30.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 5 Hyd No. 2 Hyd No. 4

38
Hydrograph Report
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021
Hyd. No. 6
Analysis Point B Post -Development
Hydrograph type
= SCS Runoff
Peak discharge
= 53.42 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 122,714 cuft
Drainage area
= 4.630 ac
Curve number
= 93*
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) _ [(0.870 x 74) + (3.760 x 98)] / 4.630
Q (cfs)
60.00
50.00
40.00
30.00
10.00
0.00 '
0 120 240
— Hyd No. 6
Analysis Point B Post -Development
Hyd. No. 6 -- 100 Year
360 480 600
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
720 840 960 1080 1200
Time (min)

Hydrograph
Report
39
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk,
Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 7
Wet Pond 2
Hydrograph type
= Reservoir
Peak discharge
= 32.44 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 120,888 cuft
Inflow hyd. No.
= 6 - Analysis Point B Post-Develdp3nOibvation
= 1215.28 ft
Reservoir name
= Wet Pond B
Max. Storage
= 50,197 cuft
Storage Indication method used
Wet Pond 2
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 7 Hyd No. 6 ® Total storage used = 50,197 cult

Hydrograph Report
40
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 8
MOV Pre Development
Hydrograph type
= SCS Runoff
Peak discharge
= 200.77 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 638,765 cuft
Drainage area
= 28.300 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 19.30 min
Total precip.
= 8.63 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(27.350 x 79) + (0.950 x 98)] / 28.300
Q (cfs)
210.00
180.00
150.00
120.00
•• ••
30.00
Q (cfs)
210.00
180.00
150.00
120.00
•• ••
30.00
0.00 1 1 1 1 1 Ink 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 8 Time (min)

Hydrograph Report
41
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 9
MOV Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 185.52 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 590,237 cuft
Drainage area
= 26.150 ac
Curve number
= 80*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 19.30 min
Total precip.
= 8.63 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(25.410 x 79) + (0.740 x 98)] / 26.150
Q (cfs)
210.00
180.00
150.00
120.00
•• ••
30.00
Q (cfs)
210.00
180.00
150.00
120.00
•• ••
30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

Hydrograph
Report
42
MOV Expansion
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO 2019 by Autodesk, Inc. v2019.2
Wednesday, 07 / 14 / 2021
Hyd. No. 10
MOV COMBINED
Hydrograph type
= Combine
Peak discharge
= 215.84 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 711,125 cuft
Inflow hyds.
= 7, 9
Contrib. drain. area
= 26.150 ac
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 10 Hyd No. 7 Hyd No. 9

Hydraflow Rainfall Report
43
MOV Expansion
Hydraflow Hydrographs Extension for Autodeskg Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 07 / 14 / 2021
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
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
Period
Intensity Values (in/hr)
(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.
Precip. file name: R:\333\39004-NCNG MORGANTON RRC\Calcs\Stormwater\Morganton.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
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-1 st
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

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan Original Permit
Outfall
41
Outfall •
43 42
X
Outfall \45
Project File: StormPH2.stm
Number of lines: 45
40
39 Outfall
Date: 1 /28/2020
Storm Sewers v2019.20

Storm Sewer Summary Report Original Permit Pagel
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
B1-C1 (1)
56.84
42
Cir
55.149
1197.00
1197.91
1.650
1205.01"
1205.19"
0.54
1205.72
End
Manhole
2
B1-C1
44.06
36
Cir
119.735
1198.41
1200.38
1.645
1205.72"
1206.25"
0.59
1206.84
1
Manhole
3
132-131
39.88
30
Cir
65.695
1200.88
1202.14
1.918
1206.84"
1207.46"
0.51
1207.97
2
Grate
4
133-132
35.57
30
Cir
137.277
1206.62
1210.02
2.477
1207.97
1212.04
1.32
1212.04
3
Combination
5
134-133
35.40
30
Cir
98.074
1210.12
1211.11
1.009
1212.04
1213.13
1.57
1213.13
4
Combination
6
135-134
33.83
30
Cir
105.326
1211.21
1212.26
0.997
1213.13
1214.24
0.86
1214.24
5
Combination
7
136-135
32.43
30
Cir
84.283
1212.36
1213.22
1.020
1214.24
1215.16
n/a
1215.16
6
Combination
8
137-136
32.53
30
Cir
119.192
1213.32
1214.53
1.015
1215.16
1216.47
n/a
1216.47
7
Grate
9
138-137
31.10
30
Cir
123.666
1214.63
1215.86
0.995
1216.47
1217.76
n/a
1217.76
8
Grate
10
1314-138
2.17
15
Cir
84.964
1220.39
1221.24
1.000
1220.89
1221.83
0.21
1221.83
9
Grate
11
1315-1314
1.10
15
Cir
56.434
1221.44
1222.00
0.992
1221.83
1222.41
0.15
1222.41
10
Grate
12
1313-138
4.08
15
Cir
67.720
1220.98
1222.33
1.993
1221.57
1223.15
0.36
1223.15
9
Grate
13
A2-132
17.50
24
Cir
78.709
1202.89
1206.53
4.625
1205.72
1208.04
n/a
1208.04 j
1
Combination
14
A3-A2
15.02
18
Cir
200.862
1206.73
1209.79
1.523
1208.23"
1212.34"
1.63
1213.97
13
Combination
15
A4-A3
8.96
18
Cir
161.016
1209.89
1213.89
2.484
1213.97
1215.05
0.78
1215.83
14
Combination
16
A5-A4
3.53
15
Cir
165.314
1214.14
1217.46
2.008
1215.83
1218.22
n/a
1218.22 j
15
Combination
17
A6-A5
1.92
15
Cir
182.318
1217.66
1220.76
1.700
1218.22
1221.31
n/a
1221.31 j
16
Grate
18
A7-A6
1.37
15
Cir
37.003
1220.96
1221.59
1.703
1221.31
1222.05
0.17
1222.05
17
Grate
19
139-138
21.25
24
Cir
161.626
1216.36
1217.98
1.002
1217.90
1219.63
0.91
1219.63
9
Manhole
20
1316-139
5.55
18
Cir
218.522
1218.73
1220.04
0.600
1219.64
1220.95
0.38
1221.33
19
Manhole
21
B16A-B16
3.24
18
Cir
43.797
1220.24
1220.56
0.731
1221.33
1221.25
n/a
1221.25
20
Grate
22
A8-A3
5.43
15
Cir
138.707
1210.04
1214.18
2.984
1213.97
1215.12
n/a
1215.12 j
14
Combination
23
A9-A8
5.12
15
Cir
59.174
1214.38
1215.45
1.808
1215.12
1216.37
0.43
1216.37
22
Combination
24
A10-A9
3.98
15
Cir
69.290
1215.65
1216.90
1.804
1216.37
1217.71
n/a
1217.71
23
Combination
Project File: StormPH2.stm
Number of lines: 45
Run Date: 1/28/2020
NOTES: Return period = 10 Yrs. ; "Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Storm Sewers v2019.20

Storm Sewer Summary Report Original Permit Page
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
25
C2-131
14.78
24
Cir
30.940
1201.38
1202.38
3.232
1206.84"
1206.97"
0.17
1207.14
2
Grate
26
C3-C2
14.68
24
Cir
64.033
1202.48
1203.60
1.749
1207.14"
1207.41"
0.17
1207.58
25
Combination
27
C4-C3
13.75
24
Cir
41.479
1204.10
1205.14
2.507
1207.58"
1207.74"
0.15
1207.88
26
Combination
28
C5-C4
12.65
24
Cir
49.694
1205.34
1206.53
2.395
1207.88
1207.81
0.81
1208.62
27
Grate
29
C6-05
12.48
24
Cir
102.922
1206.63
1209.16
2.458
1208.62
1210.43
n/a
1210.43 j
28
Combination
30
C7-C6
12.00
18
Cir
73.750
1209.26
1211.10
2.495
1210.43
1212.41
n/a
1212.41
29
Combination
31
C8-C7
11.75
18
Cir
54.652
1211.20
1212.57
2.507
1212.41
1213.87
n/a
1213.87
30
Combination
32
C9-C8
9.67
18
Cir
125.915
1212.67
1215.19
2.001
1213.87
1216.39
n/a
1216.39 j
31
Combination
33
C10-C9
12.59
18
Cir
148.048
1215.29
1218.25
1.999
1216.39
1219.59
0.45
1219.59
32
Combination
34
C11-C10
12.15
18
Cir
249.163
1218.35
1221.34
1.200
1219.68
1222.83
0.74
1223.57
33
Grate
35
B16
17.10
24
Cir
172.495
1218.08
1219.80
0.997
1219.63
1221.29
n/a
1221.29 j
19
Grate
36
1312-134
0.69
15
Cir
97.111
1217.97
1219.89
1.977
1218.20
1220.21
n/a
1220.21
5
Combination
37
C12-C9
0.15
15
Cir
86.000
1215.29
1217.26
2.291
1216.39
1217.41
n/a
1217.41 j
32
Grate
38
1311-133
0.33
15
Cir
22.706
1211.17
1211.40
1.013
1212.04
1211.62
n/a
1211.62
4
Grate
39
D2-D1
4.43
15
Cir
134.551
1200.46
1210.18
7.224
1200.89
1211.03
0.34
1211.03
End
Grate
40
D3-D2
0.48
15
Cir
244.058
1213.16
1219.43
2.569
1213.34
1219.70
n/a
1219.70
39
Grate
41
E2-E1
4.74
15
Cir
86.454
1204.23
1209.62
6.235
1204.70
1210.50
n/a
1210.50
End
Grate
42
E3-E2
0.66
15
Cir
225.333
1213.28
1218.62
2.370
1213.50
1218.94
n/a
1218.94
41
Grate
43
F2-F1
4.92
15
Cir
45.656
1215.00
1215.46
1.007
1215.81
1216.36
n/a
1216.36
End
Grate
44
F3-F2
2.10
15
Cir
89.085
1215.56
1216.45
0.999
1216.36
1217.03
n/a
1217.03 j
43
Grate
45
G2-G1
3.31
15
Cir
78.428
1214.86
1215.59
0.931
1215.51
1216.32
n/a
1216.32
End
Grate
Project File: StormPH2.stm
Number of lines: 45
Run Date: 1/28/2020
NOTES: Return period = 10 Yrs. ; "Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Storm Sewers v2019.20

Storm Sewer Tabulation Original Permit Pagel
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
55.149
0.00
14.41
0.00
0.00
12.50
5.0
18.7
4.5
56.84
129.2
5.91
42
1.65
1197.00
1197.91
1205.01
1205.19
0.00
1208.71
B1-C1 (1)
2
1
119.735
0.00
11.10
0.00
0.00
9.62
5.0
18.5
4.6
44.06
85.55
6.23
36
1.65
1198.41
1200.38
1205.72
1206.25
1208.71
1210.37
B1-C1
3
2
65.695
0.89
7.31
0.86
0.77
6.40
5.0
8.7
6.2
39.88
56.80
8.13
30
1.92
1200.88
1202.14
1206.84
1207.46
1210.37
1209.88
B2-B1
4
3
137.277
0.05
6.42
0.71
0.04
5.64
5.0
8.3
6.3
35.57
64.54
10.74
30
2.48
1206.62
1210.02
1207.97
1212.04
1209.88
1218.35
133-132
5
4
98.074
0.25
6.24
0.83
0.21
5.56
5.0
8.1
6.4
35.40
41.20
8.54
30
1.01
1210.12
1211.11
1212.04
1213.13
1218.35
1223.24
134-133
6
5
105.326
0.29
5.89
0.90
0.26
5.25
5.0
7.8
6.4
33.83
40.95
8.25
30
1.00
1211.21
1212.26
1213.13
1214.24
1223.24
1224.24
135-134
7
6
84.283
0.05
5.60
0.95
0.05
4.99
5.0
7.6
6.5
32.43
41.43
8.08
30
1.02
1212.36
1213.22
1214.24
1215.16
1224.24
1224.25
136-135
8
7
119.192
0.51
5.55
0.55
0.28
4.95
5.0
7.3
6.6
32.53
41.32
8.19
30
1.02
1213.32
1214.53
1215.16
1216.47
1224.25
1224.00
137-136
9
8
123.666
0.69
5.04
0.95
0.66
4.67
5.0
6.9
6.7
31.10
40.90
7.90
30
0.99
1214.63
1215.86
1216.47
1217.76
1224.00
1225.75
138-137
10
9
84.964
0.17
0.33
0.95
0.16
0.31
5.0
6.0
6.9
2.17
6.46
4.29
15
1.00
1220.39
1221.24
1220.89
1221.83
1225.75
1226.00
1314-138
11
10
56.434
0.16
0.16
0.95
0.15
0.15
5.0
5.0
7.3
1.10
6.43
3.26
15
0.99
1221.44
1222.00
1221.83
1222.41
1226.00
1226.00
1315-1314
12
9
67.720
0.72
0.72
0.78
0.56
0.56
5.0
5.0
7.3
4.08
9.12
6.01
15
1.99
1220.98
1222.33
1221.57
1223.15
1225.75
1225.00
1313-138
13
1
78.709
0.52
3.31
0.85
0.44
2.87
5.0
9.3
6.1
17.50
48.64
6.23
24
4.62
1202.89
1206.53
1205.72
1208.04
1208.71
1208.95
A2-B2
14
13
200.862
0.28
2.79
0.86
0.24
2.43
5.0
8.9
6.2
15.02
12.96
8.50
18
1.52
1206.73
1209.79
1208.23
1212.34
1208.95
1217.58
A3-A2
15
14
161.016
0.97
1.60
0.91
0.88
1.42
5.0
8.4
6.3
8.96
16.55
5.59
18
2.48
1209.89
1213.89
1213.97
1215.05
1217.58
1220.04
A4-A3
16
15
165.314
0.29
0.63
0.93
0.27
0.54
5.0
7.5
6.5
3.53
9.15
3.71
15
2.01
1214.14
1217.46
1215.83
1218.22
1220.04
1222.56
A5-A4
17
16
182.318
0.11
0.34
0.75
0.08
0.27
5.0
5.6
7.1
1.92
8.42
3.65
15
1.70
1217.66
1220.76
1218.22
1221.31
1222.56
1224.50
A6-A5
18
17
37.003
0.23
0.23
0.82
0.19
0.19
5.0
5.0
7.3
1.37
8.43
4.08
15
1.70
1220.96
1221.59
1221.31
1222.05
1224.50
1225.20
A7-A6
19
9
161.626
0.00
3.30
0.00
0.00
3.14
5.0
6.5
6.8
21.25
22.64
7.93
24
1.00
1216.36
1217.98
1217.90
1219.63
1225.75
1226.43
139-138
20
19
218.522
0.35
0.82
0.95
0.33
0.78
5.0
5.4
7.1
5.55
8.13
4.95
18
0.60
1218.73
1220.04
1219.64
1220.95
1226.43
1226.66
1316-139
21
20
43.797
0.47
0.47
0.95
0.45
0.45
5.0
5.0
7.3
3.24
8.98
3.24
18
0.73
1220.24
1220.56
1221.33
1221.25
1226.66
1225.05
B16A-B16
22
14
138.707
0.06
0.91
0.85
0.05
0.77
5.0
5.6
7.1
5.43
11.15
4.94
15
2.98
1210.04
1214.18
1213.97
1215.12
1217.58
1222.85
A8-A3
Project File: StormPH2.stm
Number of lines: 45
Run Date: 1/28/2020
NOTES:Intensity = 71.97 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v2019.20

Storm Sewer Tabulation Original Permit Page
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
23
22
59.174
0.19
0.85
0.89
0.17
0.72
5.0
5.4
7.1
5.12
8.68
6.02
15
1.81
1214.38
1215.45
1215.12
1216.37
1222.85
1224.33
A9-A8
24
23
69.290
0.66
0.66
0.83
0.55
0.55
5.0
5.0
7.3
3.98
8.67
5.11
15
1.80
1215.65
1216.90
1216.37
1217.71
1224.33
1225.80
A10-A9
25
2
30.940
0.10
3.79
0.35
0.04
3.22
5.0
18.4
4.6
14.78
40.66
4.70
24
3.23
1201.38
1202.38
1206.84
1206.97
1210.37
1209.50
C2-131
26
25
64.033
0.25
3.69
0.85
0.21
3.19
5.0
18.2
4.6
14.68
29.91
4.67
24
1.75
1202.48
1203.60
1207.14
1207.41
1209.50
1211.01
C3-C2
27
26
41.479
0.32
3.44
0.78
0.25
2.97
5.0
18.1
4.6
13.75
35.81
4.38
24
2.51
1204.10
1205.14
1207.58
1207.74
1211.01
1211.94
C4-C3
28
27
49.694
0.17
3.12
0.35
0.06
2.72
5.0
18.0
4.6
12.65
35.00
4.98
24
2.39
1205.34
1206.53
1207.88
1207.81
1211.94
1211.50
C5-C4
29
28
102.922
0.13
2.95
0.86
0.11
2.66
5.0
17.6
4.7
12.48
35.46
4.95
24
2.46
1206.63
1209.16
1208.62
1210.43
1211.50
1215.80
C6-05
30
29
73.750
0.08
2.82
0.73
0.06
2.55
5.0
17.5
4.7
12.00
16.59
7.72
18
2.49
1209.26
1211.10
1210.43
1212.41
1215.80
1218.33
C7-C6
31
30
54.652
0.52
2.74
0.88
0.46
2.49
5.0
17.4
4.7
11.75
16.63
7.44
18
2.51
1211.20
1212.57
1212.41
1213.87
1218.33
1219.26
C8-C7
32
31
125.915
0.26
2.22
0.90
0.23
2.04
5.0
17.1
4.7
9.67
14.86
6.37
18
2.00
1212.67
1215.19
1213.87
1216.39
1219.26
1221.66
C9-C8
33
32
148.048
0.12
1.92
0.90
0.11
1.78
5.0
5.6
7.1
12.59
14.85
8.32
18
2.00
1215.29
1218.25
1216.39
1219.59
1221.66
1224.47
C10-C9
34
33
249.163
1.80
1.80
0.93
1.67
1.67
5.0
5.0
7.3
12.15
11.50
7.12
18
1.20
1218.35
1221.34
1219.68
1222.83
1224.47
1225.20
C11-C10
35
19
172.495
2.48
2.48
0.95
2.36
2.36
5.0
5.0
7.3
17.10
22.59
6.68
24
1.00
1218.08
1219.80
1219.63
1221.29
1226.43
1224.00
B16
36
5
97.111
0.10
0.10
0.95
0.10
0.10
5.0
5.0
7.3
0.69
9.08
3.54
15
1.98
1217.97
1219.89
1218.20
1220.21
1223.24
1224.21
B12-134
37
32
86.000
0.04
0.04
0.50
0.02
0.02
5.0
5.0
7.3
0.15
9.77
0.96
15
2.29
1215.29
1217.26
1216.39
1217.41
1221.66
1221.50
C12-C9
38
4
22.706
0.13
0.13
0.35
0.05
0.05
5.0
5.0
7.3
0.33
6.50
1.30
15
1.01
1211.17
1211.40
1212.04
1211.62
1218.35
1217.50
1311-133
39
End
134.551
1.91
2.10
0.43
0.82
0.89
5.0
15.3
5.0
4.43
17.36
8.39
15
7.22
1200.46
1210.18
1200.89
1211.03
1201.90
1220.25
D2-D1
40
39
244.058
0.19
0.19
0.35
0.07
0.07
5.0
5.0
7.3
0.48
10.35
3.39
15
2.57
1213.16
1219.43
1213.34
1219.70
1220.25
1226.00
D3-D2
41
End
86.454
1.78
2.04
0.43
0.77
0.86
5.0
12.0
5.5
4.74
16.12
8.18
15
6.23
1204.23
1209.62
1204.70
1210.50
1205.67
1221.00
E2-El
42
41
225.333
0.26
0.26
0.35
0.09
0.09
5.0
5.0
7.3
0.66
9.94
3.64
15
2.37
1213.28
1218.62
1213.50
1218.94
1221.00
1226.00
E3-E2
43
End
45.656
0.67
1.05
0.62
0.42
0.70
5.0
5.9
7.0
4.92
6.48
5.51
15
1.01
1215.00
1215.46
1215.81
1216.36
1216.44
1218.33
F2-F1
44
43
89.085
0.38
0.38
0.76
0.29
0.29
5.0
5.0
7.3
2.10
6.45
3.16
15
1.00
1215.56
1216.45
1216.36
1217.03
1218.33
1218.25
F3-F2
Project File: StormPH2.stm
Number of lines: 45
Run Date: 1/28/2020
NOTES:Intensity = 71.97 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v2019.20

Storm Sewer Tabulation Original Permit Page
Station
Len
(ft)
Drng Area
Rnoff
coeff
(C)
Area x C
Tc
Rain
(1)
(in/hr)
Total
flow
(cfs)
Cap
full
(cfs)
Vel
(ft/s)
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
Line
To
Line
Incr
(ac)
Total
(ac)
Incr
Total
Inlet
(min)
Syst
(min)
Size
(in)
Slope
(%)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
45
End
78.428
0.99
0.99
0.46
0.46
0.46
5.0
5.0
7.3
3.31
6.23
4.78
15
0.93
1214.86
1215.59
1215.51
1216.32
1216.29
1217.50
G2-G1
Project File: StormPH2.stm
Number of lines: 45
Run Date: 1/28/2020
NOTES:Intensity = 71.97 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v2019.20

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan MOV Expansion
4
3
2
6 5
1
Outfall
Project File: D&E.stm Number of lines: 6 Date: 7/14/2021
Storm Sewers v2019.20

Storm Sewer Inventory Report MOV Expansion Pagel
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet[
Line
Length
angle
Type
Q
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M
(ft)
(in)
(n)
(K)
(ft)
1
End
68.274
-123.30
DrGrt
0.00
0.96
0.95
5.0
1206.50
1.05
1207.22
24
Cir
0.013
1.50
1224.00
D2-D1
2
1
191.420
-4.843
DrGrt
0.00
0.14
0.95
5.0
1207.32
1.00
1209.23
24
Cir
0.013
0.50
1227.26
D3-D2
3
2
336.130
0.001
DrGrt
0.00
0.20
0.95
5.0
1209.33
1.00
1212.70
24
Cir
0.013
0.50
1224.58
D4-D3
4
3
209.103
0.000
DrGrt
0.00
1.58
0.95
5.0
1213.20
1.00
1215.30
18
Cir
0.013
1.00
1220.53
D5-D4
5
1
50.585
88.259
DrGrt
0.00
0.22
0.57
5.0
1207.97
5.00
1210.50
15
Cir
0.013
1.00
1223.00
E2-D2
6
1
204.820
-49.546
DrGrt
2.30
0.24
0.95
5.0
1207.97
6.00
1220.25
15
Cir
0.013
1.00
1226.74
El-D2
Project File: D&E.stm
Number of lines: 6
Date: 7/14/2021
Storm Sewers v2019.20

Structure Report MOV Expansion Pagel
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(in)
(ft)
1
D2
DropGrate
1224.00
Rect
2.00
2.00
24
Cir
1207.22
24
Cir
1207.32
15
Cir
1207.97
15
Cir
1207.97
2
D3
DropGrate
1227.26
Rect
2.00
2.00
24
Cir
1209.23
24
Cir
1209.33
3
D4
DropGrate
1224.58
Rect
2.00
2.00
24
Cir
1212.70
18
Cir
1213.20
4
D5
DropGrate
1220.53
Rect
2.00
2.00
18
Cir
1215.30
5
E2
DropGrate
1223.00
Rect
2.00
2.00
15
Cir
1210.50
6
E1
DropGrate
1226.74
Rect
2.00
2.00
15
Cir
1220.25
Project File: D&E.stm
Number of Structures: 6
Run Date: 7/14/2021
Storm Sewers v2019.20

Storm Sewer Summary Report MOV Expansion Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
M
(ft)
(ft)
(ft)
(ft)
No.
1
D2-D1
22.08
24
Cir
68.274
1206.50
1207.22
1.055
1208.10
1208.90
1.44
1208.90
End
DropGrate
2
D3-D2
12.09
24
Cir
191.420
1207.32
1209.23
0.998
1208.90
1210.48
n/a
1210.48 j
1
DropGrate
3
D4-D3
11.96
24
Cir
336.130
1209.33
1212.70
1.003
1210.48
1213.94
n/a
1213.94
2
DropGrate
4
D5-D4
10.90
18
Cir
209.103
1213.20
1215.30
1.004
1214.48
1216.58
0.71
1217.30
3
DropGrate
5
E2-D2
0.91
15
Cir
50.585
1207.97
1210.50
5.000
1208.90
1210.87
n/a
1210.87 j
1
DropGrate
6
El-D2
3.95
15
Cir
204.820
1207.97
1220.25
5.996
1208.90
1221.05
n/a
1221.05 j
1
DropGrate
Project File: D&E.stm
Number of lines: 6
Run Date: 7/14/2021
NOTES: Return period = 10 Yrs. ; j - Line contains hyd. jump.
Storm Sewers v2019.20

Inlet Report MOV Expansion Pagel
Line
Inlet ID
Q =
Q
Q
Q
June
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
1
D2
6.62
0.00
6.62
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.17
0.020
0.020
0.013
0.42
44.53
0.42
44.53
0.0
Off
2
D3
0.97
0.00
0.97
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.17
0.020
0.020
0.013
0.12
13.90
0.12
13.90
0.0
Off
3
D4
1.38
0.00
1.38
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.17
0.020
0.020
0.013
0.15
17.05
0.15
17.05
0.0
Off
4
D5
10.90
0.00
10.90
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.17
0.020
0.020
0.013
0.59
61.22
0.59
61.22
0.0
Off
5
E2
0.91
0.00
0.91
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.17
0.020
0.020
0.013
0.11
13.45
0.11
13.45
0.0
Off
6
E1
3.95*
0.00
3.95
0.00
DrGrt
0.0
0.00
4.00
2.00
2.00
Sag
2.17
0.020
0.020
0.013
0.30
32.19
0.30
32.19
0.0
Off
Project File: D&E.stm TNumber
of lines: 6
Run Date: 7/14/2021
NOTES: Inlet N-Values = 0.016; Intensity = 71.97 / (Inlet time + 12.40) ^ 0.80; Return period = 10 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v2019.20

Hydraulic Grade Line Computations MOV Expansion Pagel
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sqft)
(ft/s)
(ft)
(ft)
(%)
(ft)
(ft)
(ft)
(ft)
(sgft)
(ft/s)
(ft)
(ft) (%)
(%)
(ft)
(K)
(ft)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
(12)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
(21)
(22)
(23)
(24)
1
24
22.08
1206.50
1208.10
1.60
2.69
8.20
0.96
1209.06
0.000
68.274
1207.22
1208.90
1.68**
2.81
7.85
0.96
1209.86
0.000
0.000
n/a
1.50
1.44
2
24
12.09
1207.32
1208.90
1.58
2.06
4.55
0.53
1209.43
0.000
191.42
1209.23
1210.48 j
1.25**
2.06
5.86
0.53
1211.01
0.000
0.000
n/a
0.50
0.27
3
24
11.96
1209.33
1210.48
1.15
1.87
6.41
0.53
1211.01
0.000
336.13
1212.70
1213.94
1.24**
2.05
5.84
0.53
1214.47
0.000
0.000
n/a
0.50
n/a
4
18
10.90
1213.20
1214.48
1.28*
1.61
6.77
0.71
1215.20
1.004
209.10
1215.30
1216.58
1.28
1.61
6.77
0.71
1217.30
1.005
1.005
2.100
1.00
0.71
5
15
0.91
1207.97
1208.90
0.93
0.31
0.93
0.14
1209.03
0.000
50.585
1210.50
1210.87 j
0.37**
0.31
2.95
0.14
1211.01
0.000
0.000
n/a
1.00
0.14
6
15
3.95
1207.97
1208.90
0.93
0.83
4.05
0.35
1209.25
0.000
204.82
1220.25
1221.05 j
0.80**
0.83
4.74
0.35
1221.40
0.000
0.000
n/a
1.00
n/a
Project File: D&E.stm
Number of lines: 6
Run Date: 7/14/2021
Notes: * depth assumed; ** Critical depth.; j-Line contains hyd. jump c = cir e = ellip b = box
Storm Sewers v2019.20

Hydraflow HGL Computation Procedure MOV Expansion Pagel
General Procedure:
Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction.
In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation
cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile
is then computed using the same procedure in a downstream direction using momentum principles.
Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream.
Col. 2 The line size. In the case of non -circular pipes, the line rise is printed above the span.
Col. 3 Total flow rate in the line.
Col. 4 The elevation of the downstream invert.
Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line.
Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 7 Cross -sectional area of the flow at the downstream end.
Col. 8 The velocity of the flow at the downstream end, (Col. 3 / Col. 7).
Col. 9 Velocity head (Velocity squared / 2g).
Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9).
Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation).
Col. 12 The line length.
Col. 13 The elevation of the upstream invert.
Col. 14 Elevation of the hydraulic grade line at the upstream end.
Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size.
Col. 16 Cross -sectional area of the flow at the upstream end.
Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16).
Col. 18 Velocity head (Velocity squared / 2g).
Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) .
Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation).
Col. 21 The average of the downstream and upstream friction slopes.
Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 21 /100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance.
Col. 23 The junction loss coefficient (K).
Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s).

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FDRn�sLOAnE❑
DJECT INFORMATION
1 Project Name
NCNG Morganton Regional Readiness Center
2 Project Area ac
34.4
3 Coastal Wetland Area ac
0
4 Surface Water Area ac
0.6
S Is this pro'ect High or Low Density?
High
3 Does this project use an off -site SCM?
No
MPLIANCE WITH 021-11.100 tt'
7
Width of vegetated setbacks provided feet
50
3
Will the vegetated setback remain vegetated?
Yes
3
Is BUA other that as listed in .1003(4)(c-dl out of the setback?
No
j
Is streambank stabilization proposed on this project?
No
MBER AND TYPE OF SCMs:
1
Infiltration System
0
2
Bioretention Cell
0
3
Wet Pond
1
4
Stormwater Wetland
0
5
Permeable Pavement
0
5
Sand Filter
0
7
Rainwater Harvesting RWH
0
3
Green Roof
0
L
Level Spreader -Filter Strip (IS-FS
0
3
Disconnected Impervious Surface. DIS
0
1
Treatment Swale
0
2
Dry Pond
0
3
StormFilter
0
4
Silva Cell
0
5
Bayfilter
0
3 J
Filterra
0
FORMS LOADED
31GNER CERTIFICATION
7 1 Name and Title:
a I Street address: 1 5410 Trinity Road. Suite 102 1
7 F'none numbers : 919 866-4505
2 Email: frank.slinskYC�timmons.com
Certification Statement:
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or
supervision; that the information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and
that the engineering plans, specifications, operation and maintenance agreements and other supporting information are consistent
wlth the information provided here.
1ill;;
CAiq��•,ff�
2• DFf,S8/ .
.q SEAL r;
: 033612
Sigrmtur4 of Designer
Date
-51rg/2-02.0
Original Permit

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
Original Permit
DRAINAGE AREA INFORMATION
Entire Site
1
4
T pe of SCM
Wet Pond
5
Total BUA in project (sq ft
700010 sf
570010 sf
6permitting)
New BUA on subdivided lots (subject to
s ft
7permitting)
New BUA outside of subdivided lots (subject to
s
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 s 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
13permitting)
Exisitng BUA that will remain (not subject to
s ft
14
Existina 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
ADDITIONAL INFORMATION
20
Please use this space to provide any additional information about the
drainage area(s):

WET POND
1
Drainage area number
A2
21
Design volume of SCM (cu ft)
45874 cf
GENERAL
31
MDC FROM 02H .1050
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
hAXT PC)Nr) nnr)r PRC)nn n9N
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
221
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
361
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)
60 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
481
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
b4l
Has a planting plan been provided for the vegetated shelf?
Yes
ADDITIONAL INFORMATION
55
Please use this space to provide any additional information about
the wet pond(s):
Parcel is state owned land, therefore no drainage easement is required.
Original Permit
Wet Pond 3 3:52 PM 5/18/2020

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
:OJECT INFORMATION
1 Project Name
2 Project Area ac
3 Coastal Wetland Area
4 Surface Water Area ac
5 Is this project High or Low Density?
6 Does this project use an off -site SCM?
NCNG
34.4
0.6
H
No
MOV Expansion
Readiness Center
COMPLIANCE WITH 02H .1003(4)
7
Width of vegetated setbacks provided (feet)
50
8
Will the vegetated setback remain vegetated?
Yes
9
Is BUA other that as listed in .1003 4 c-d out of the setback?
No
10
Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs:
11
Infiltration System
0
12
Bioretention Cell
0
13
Wet Pond
2
14
Stormwater Wetland
0
15
Permeable Pavement
0
16
Sand Filter
0
17
Rainwater Harvesting RWH
0
18
Green Roof
0
19
Level Spreader -Filter Strip LS-FS
0
20
Disconnected Impervious Surface (DIS)
0
21
Treatment Swale
0
22
Dry Pond
0
23
StormFilter
0
24
Silva Cell
0
25
Ba filter
0
26
Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title:
Frank Slinsky, P.E., Senior Project Manager
28
Organization:
Timmons Group
29
Street address:
5410 Trinity Road, Suite 102
30
City, State, Zip:
Raleigh, NC, 27607
31
Phone numbers :
919 866-4505
32
1 Email:
[e-mail]
Certification Statement:
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or
supervision, that the information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete, and
that the engineering plans, specifications, operation and maintenance agreements and other supporting information are consistent
with the information provided here.
Signature of Designer
Date

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
2
3
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
2
4
Type of SCM
Wet Pond
Wet Pond
5
Total BUA in project (sq ft
727160 sf
593666 sf
163786 sf
6
New BUA on subdivided lots (subject to permitting)
(sq ft
7permitting)
New BUA outside of subdivided lots (subject to
s
727160 sf
593666 sf
163786 sf
8
Offsite - total area (sq ft
9
Offsite BUA (sq ft
10
Breakdown of new BUA outside subdivided lots:
Parking (sq ft
520349 sf
458962 sf
61657 sf
Sidewalk (sq ft
33389 sf
33389 sf
--
Roof (sq ft
66486 sf
64267 sf
2219 sf
Roadway s ft
5045 sf
--
5045 sf
Future (sq ft
131891 sf
37048 sf
94865 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
ermitting) (sq ft
14
Existing BUA that is already permitted (sq ft
15
Existing BUA that will be removed (sq ft
16
Percent BUA
77%
80%
81%
17
Design storm inches
1 in
1 in
18
Design volume of SCM cu ft
45874 cf
13132 cf
19
Calculation method for design volume
Simple Method
Simple Method
ADDITIONAL INFORMATION
20
Please use this space to provide any additional information about the
drainage area(s):
MOV Expansion

WET POND
F----l]Drainage area number
ERAL MDC FROM 02H .1050
A2 I B1 _ I MOV Expansion
31
Is the SCM sized to treat the SW from all surfaces at build -out?
Yes
Yes
4
Is the SCM located away from contaminated soils?
Yes
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
3:1
6
Does the SCM have retaining walls, gabion walls or other engineered
side slopes?
No
No
7
Are the inlets, outlets, and receiving stream protected from erosion
(10-year storm)?
Yes
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
What is the method for dewatering the SCM for maintenance?
Yes
Yes
9
Drawdown Orifice
Drawdown Orifice
10
If applicable, will the SCM be cleaned out after construction?
Yes
Yes
11
Does the maintenance access comply with General MDC (8)?
Yes
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)?
141
Is there an O&M Agreement that complies with General MDC (11)?
Yes
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
1 Yes
Yes
16
Does the SCM follow the device specific MDC?
Yes
Yes
17
WET
Was the SCM designed by an NC licensed professional?
ND MDC FROM 02H .1053
Yes
SA/DA
Yes
SA/DA
18
Method used
19
Has a stage/storage table been provided in the calculations?
Yes
Yes
201
Elevation of the excavated main pool depth (bottom of sediment
removal) (fmsl)
1196.00
1206.00
21
Elevation of the main pool bottom -(top of sediment removal) (fmsl)
1197.00
1207.00
22
Elevation of the bottom of the vegetated shelf (fmsl)
1201.00
1210.00
23
Elevation of the permanent pool (fmsl)
1201.50
1210.50
24
Elevation of the top of the vegetated shelf (fmsl)
1202.00
1211.00
25
Elevation of the temporary pool (fmsl)
1203.10
1206.25
26
Surface area of the main permanent pool (square feet)
21548.00
5502.00
27
Volume of the main permanent pool (cubic feet)
71664 cf
19358 cf
28
Average depth of the main pool (feet)
3.33 ft
3.52 ft
29
Average depth equation used
Equation 2
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
2968 cf
33
Is this 15-20% of the volume in the main pool?
Yes
Yes
34
Clean -out depth for forebay (inches)
54 in
54 in
35
Design volume of SCM (cu ft)
45874 cf
13132 cf
36
Is the outlet an orifice or a weir?
Orifice
Orifice
37
If orifice, orifice diameter (inches)
3.5 in
1.5 in
38
If weir, weir height (inches)
39
If weir, weir length (inches)
40
Drawdown time for the temporary pool (days)
2.4
3.6
41
Are the inlet(s) and outlet located in a manner that avoids short-
circuiting?
Yes
Yes
42
Are berms or baffles provided to improve the flow path?
No
No
43
Depth of forebay at entrance (inches)
66 in
60 in
44
Depth of forebay at exit (inches)
60 in
51 in
45
Does water flow out of the forebay in a non -erosive manner?
Yes
Yes
46
Width of the vegetated shelf (feet)
6 ft
6 ft
47
Slope of vegetated shelf (H:V)
6:1
6:1
48
Does the orifice drawdown from below the top surface of the
permanent pool?
Yes
Yes
49
Does the pond minimize impacts to the receiving channel from the 1-
yr, 24-hr storm?
Yes
Yes
50
Are fountains proposed? (If Y, please provide documentation that
MDC(9) is met.)
No
No
51
Is a trash rack or other device provided to protect the outlet system?
Yes
Yes
52
Are the dam and embankment planted in non -clumping turf grass?
Yes
Yes
53
Species of turf that will be used on the dam and embankment
Bermuda
Bermuda
54
Has a planting plan been provided for the vegetated shelf?
Yes No
ADDITIONAL INFORMATION
55
Please use this space to provide any additional information about the
wet pond(s):
Parcel is state owned land, therefore no drainage easement is required.
Wet Pond 3 12:05 PM 7/15/2021

Operation & Maintenance Agreement
Project Name:
Project Location:
NCNG Morganton Regional Readiness Center Phase 2
5155 Western Avenue, Morganton, NC 28655 Original Permit
Cover Page
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).
The BMP(s) on this project include (check all that apply & cc
Bioretention Cell Quantity:
Dry Detention Basin
Grassed Swale
Green Roof
Infiltration Basin
Infiltration Trench
Level Spreader/VFS
Permeable Pavement
Proprietary System
Rainwater Harvesting
Sand Filter
Stormwater Wetland
Wet Detention Basin
Disconnected Impervious Area
User Defined BMP
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Present:
Present:
ng O&M tables wil
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
De aciclecl auto
I Northwest of the site I
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.
* Responsible Party:
Title & Organization:
Street address:
City, state, zip:
Phone number(s):
Email:
Signature:
County of
personally appeared before me this
Rodney D. Newton
Facility Management Officer North Carolina National Guard
1636 Gold Star Drive, Suite 2600
Raleigh, NC, 27607
919-345-6137
[e-mail]
, a Notary Public for the State of
, do hearby certify that
day of
acknowledge the due execution of the Operations and Maintenance Agreement .
Witness my hand and official seal,
Date:
and
STO,RZ
Version 1.4
My commission expires
12/13/2019
Page 1 of 5

STORM-EZ 12/13/2019
Version 1.4 O&M Manual Page 2 of 5

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.
Important maintenance procedures:
Immediately after the wet detention basin is established, the plants on the vegetated shelf and perimeter of the
basin should be watered twice weekly if needed, until the plants become established (commonly six weeks).
No portion of the wet detention pond should be fertilized after the first initial fertilization that is required to
establish the plants on the vegetated shelf.
Stable groundcover should be maintained in the drainage area to reduce the sediment load to the wet detention
basin.
If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the
emergency drain should be minimized to the maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and within 24 hours after every storm event
greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance should be kept in a
known set location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
BMP element:
Potential problem:
How I will remediate the problem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the BMP
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, and then plant a
erosive gullies have formed.
ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of approximately six inches.
long.
The inlet device
The pipe is clogged.
Unclog the pipe. Dispose of the sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to smooth it over and provide erosion
swale.
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or
Remove sediment and replace with clean stone.
covered in sediment (if
applicable).
The forebay
Sediment has accumulated to
Search for the source of the sediment and remedy the problem if
a depth greater than the
possible. Remove the sediment and dispose of it in a location where it
original design depth for
will not cause impacts to streams or the BMP.
sediment storage.
Erosion has occurred.
Provide additional erosion protection such as reinforced turf matting or
riprap if needed to prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the problem: soils, hydrology, disease, etc.
dying.
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.
STORM-EZ 12/13/2019
Version 1.4 O&M Manual Page 3 of 5

Wet Detention Pond Maintenance Requirements (Continued)
The main treatment area
Sediment has accumulated to
Search for the source of the sediment and remedy the problem if
a depth greater than the
possible. Remove the sediment and dispose of it in a location where it
original design sediment
will not cause impacts to streams or the BMP.
storage depth.
Algal growth covers over 50%
Consult a professional to remove and control the algal growth.
of the area.
Cattails, phragmites or other
Remove the plants by wiping them with pesticide (do not spray).
invasive plants cover 50% of
the basin surface.
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and consult a professional to remove
beaver activity is present.
beavers.
A tree has started to grow on
Consult a dam safety specialist to remove the tree.
the embankment.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Department of Environment and Natural
damage have occurred at the
Resources Regional Office.
outlet.
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.
STORM-EZ 12/13/2019
Version 1.4 O&M Manual Page 4 of 5

Wet Detention Pond Design Summary )riginal Permit
Wet Pond Diamiam
WET POND ID
FOREBAY
MAIN POND
1
Permanent Pool El.
1201.5
Permanent Pool El.
1201.5
Temporary Pool El:
1203.1
Temporary Pool El:
1203.1
Pretreatment other No
Clean Out Depth:
4.5
Clean Out Depth:
4.5
than forebay?
Sediment Removal El:
1197
Sediment Removal El:
1197
Has Veg. Filter? Yes
Bottom Elevation:
1196
Bottom Elevation:
1196
STORM-EZ 12/13/2019
Version 1.4 O&M Manual Page 5 of 5

Operation & Maintenance Agreement
Project Name:
Project Location:
NCNG Morganton Regional Readiness Center Phase 2
5155 Western Avenue, Morganton, NC 28655 MOV Expansion
Cover Page
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).
The BMP(s) on this project include (check all that apply & cc
Bioretention Cell Quantity:
Dry Detention Basin
Grassed Swale
Green Roof
Infiltration Basin
Infiltration Trench
Level Spreader/VFS
Permeable Pavement
Proprietary System
Rainwater Harvesting
Sand Filter
Stormwater Wetland
Wet Detention Basin
Disconnected Impervious Area
User Defined BMP
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Quantity:
Present:
Present:
ig O&M tables will
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
oe aaaea automatical
I Northwest of the site. East of the site I
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.
* Responsible Party:
Title & Organization:
Street address:
City, state, zip:
Phone number(s):
Email:
Signature:
County of
personally appeared before me this
Rodney D. Newton
Facility Management Officer North Carolina National Guard
1636 Gold Star Drive, Suite 2600
Raleigh, NC, 27607
919-345-6137
[e-mail]
, a Notary Public for the State of
, do hearby certify that
day of
acknowledge the due execution of the Operations and Maintenance Agreement .
Witness my hand and official seal,
O&M Manual
Date:
and
7/14/2021
Page 1 of 5

Seal My commission expires
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Version 1.4 O&M Manual Page 2 of 5

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.
Important maintenance procedures:
Immediately after the wet detention basin is established, the plants on the vegetated shelf and perimeter of the
basin should be watered twice weekly if needed, until the plants become established (commonly six weeks).
No portion of the wet detention pond should be fertilized after the first initial fertilization that is required to
establish the plants on the vegetated shelf.
Stable groundcover should be maintained in the drainage area to reduce the sediment load to the wet detention
basin.
If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the
emergency drain should be minimized to the maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and within 24 hours after every storm event
greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance should be kept in a
known set location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
BMP element:
Potential problem:
How I will remediate the problem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the BMP
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, and then plant a
erosive gullies have formed.
ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of approximately six inches.
long.
The inlet device
The pipe is clogged.
Unclog the pipe. Dispose of the sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to smooth it over and provide erosion
swale.
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or
Remove sediment and replace with clean stone.
covered in sediment (if
applicable).
The forebay
Sediment has accumulated to
Search for the source of the sediment and remedy the problem if
a depth greater than the
possible. Remove the sediment and dispose of it in a location where it
original design depth for
will not cause impacts to streams or the BMP.
sediment storage.
Erosion has occurred.
Provide additional erosion protection such as reinforced turf matting or
riprap if needed to prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the problem: soils, hydrology, disease, etc.
dying.
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.
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Wet Detention Pond Maintenance Requirements (Continued)
The main treatment area
Sediment has accumulated to
Search for the source of the sediment and remedy the problem if
a depth greater than the
possible. Remove the sediment and dispose of it in a location where it
original design sediment
will not cause impacts to streams or the BMP.
storage depth.
Algal growth covers over 50%
Consult a professional to remove and control the algal growth.
of the area.
Cattails, phragmites or other
Remove the plants by wiping them with pesticide (do not spray).
invasive plants cover 50% of
the basin surface.
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and consult a professional to remove
beaver activity is present.
beavers.
A tree has started to grow on
Consult a dam safety specialist to remove the tree.
the embankment.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Department of Environment and Natural
damage have occurred at the
Resources Regional Office.
outlet.
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.
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Version 1.4 O&M Manual Page 4 of 5

Wet Detention Pond Design Summary
WET POND ID FOREBAY MAIN POND
1 Permanent Pool El. 1201.5 Permanent Pool El. 1201.5
Temporary Pool El: 1203.1 Temporary Pool El: 1203.1
Pretreatment other No Clean Out Depth: 4.5 Clean Out Depth: 4.5
than forebay? Sediment Removal El: 1197 Sediment Removal El: 1197
Has Veg. Filter? Yes Bottom Elevation: 1196 Bottom Elevation: 1196
WET POND ID FOREBAY MAIN POND
B Permanent Pool El. 1210.5 Permanent Pool El. 1210.5
Temporary Pool El: 1212.02 Temporary Pool El: 1212.02
Pretreatment other No Clean Out Depth: 3.5 Clean Out Depth: 3.5
than forebay? Sediment Removal El: 1207 Sediment Removal El: 1207
Has Veg. Filter? Yes Bottom Elevation: 1206 Bottom Elevation: 1206
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