SW6210204_Report (SW)_20210422

December 1, 2020
NARRATIVE / CALCULATIONS / MAPS /
SUPPORTING INFORMATION
FOR STORMWATER REVIEW
for project
North Carolina National Guard
Raeford Readiness Center POV &t MOV
Expansion
SCO# 18-19694-01 A
w
.... ����� ���� �.� III°'IV ��.�f- III2,8655
Engineer
Q Timmons Group
L = Attn: Frank Slinsky III, PE
033612 = 5410 Trinity Road, Ste. 102
4/ 22/ 21 -% Raleigh, NC 27607
FNGINEE� ��� T:919.866.4505
SLINs
' �`�� E: frank.slinskyna 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 Narrative
Stormwater Management Permit Application (copy)
Environmental Maps:
■ USGS Quad Map
■ NRCS Soil Map
■ FEMA Flood Map
Property Deed
Stormwater Management Mapping
Seasonal High Water Table Report
Stormwater Calculations
StormFilter Sizing
Pre -Post Development Hydraulic Routing
Outlet Protection Calculations
StormFilter Supplement EZ
Operations and Maintenance EZ
(Refer to Full size plan set for additional information)

Stormwater Narrative

Narrative
1. General Information
a. Project Name: Raeford Readiness Center POV & MOV
b. Address: 305 Teal Drive, Raeford, North Carolina 27376
c. Total Site Area: 5.04 Acres
d. Disturbed Area: 5.04 Acres
e. Wetland Area: 0 Acres (there are no wetlands onsite).
f. Ownership: North Carolina National Guard
g. Proposed Development: This project will be site improvements for the North Carolina
National Guard (NCNG) Readiness Center in Raeford, NC. The existing site contains the
building in the center, an asphalt parking lot to the north, a gravel parking lot to the west and
a grassed yard to the south and east. The construction will consist of repaving the asphalt
parking to the north, adding gravel to the gravel parking lot to the west and adding an asphalt
parking lot to the south. There will be a small amount of tree clearing to the south and west of
the property. There will be light grading and the installation of a storm sewer system.
Stormwater will be treated via an underground detention basin with Strom Filters in the
southwest corner of the property. This permit is to serve the clearing, grading and installation
of the improvements as stated above. The site is located within the Lumber River Watershed.
h. Phasing: This project will be completed in a single phase.
i. Existing Stormwater Permit: N/A
j. NCDEQ Compliance Issues: None.
k. Water & Sewer Service: No improvements to the existing water and sewer service.
I. Historic Sites: N/A This is not a historic site and there are no historic features on this site.
m. Public Funding This project is being funded with public monies.
n. FEMA FIRM # 3710942400 J, dated October 17th, 2006 indicates that the site is outside the
limits the 100-year flood plain.
o. Soils on the site consist of predominately FaB, FaC, FaD (Fairview sandy clay loam) and Ur
(Urban land).
p. Pre -development BUA pre-1997 (On -Site): 2.16-ac
q. Post -development BUA (On -Site): 3.75-ac
r. BUA to be treated: 1.59-ac

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 Raeford POV & MOV Expansion
2. Location of Project (street address):
305 Teal Drive
City:Raeford
County:Hoke
3. Directions to project (from nearest major intersection):
Zip:28376
At Woodberry Drive and Teal Drive, turn west onto Teal Drive. In approximately 300 ft, the project is located
on the left
4. Latitude:34° 58' 52" N Longitude:79° 14' 14" 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: 5.04 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:
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 applicable):1636 Gold Star Drive
City:Raleigh State:NC Zip:27607
Phone: (919 ) 345-6137 Fax:
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 &
b. Contact information for person listed in item 2a above:
Street Address:
City: State:
Mailing Address (if applicable):
City: State:
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 &
b. Contact information for person listed in item 3a above:
Mailing Address:
City:
Phone: ( )
Email:
State: Zip:
Fax: ( )
4. Local jurisdiction for building permits: North Carolina State Construction Office
Point of Contact:Farouk Zaman Phone #: (919 ) 807-4095
Form S)W-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 underground detention SCM with StormFilters.
The StormFilters will be sized to treat the 1.59 acres of additional impervious, any extra impervious that
drains to the underground system will bvoass over the control weir.
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 Lumber River basin.
4. Total Property Area: 5.0 acres
Total Coastal Wetlands Area: 0 acres
Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:5.00 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 MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 75.0
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
Toneys Creek
Stream Class *
C;Sw
Stream Index Number
14-10-1.2
Total Drainage Area (sf)
75,405
On -site Drainage Area (sf)
75,405
Off -site Drainage Area (sf)
0
Proposed Impervious Area** (sf)
69,261
Impervious Area** (total)
91.8%
Impervious— Surface Area
Drainage Area A
Drainage Area _
Drainage Area _
Drainage Area _
On -site Buildings/Lots (sf)
0
On -site Streets (sf)
0
On -site Parking (sf)
54,448
On -site Sidewalks (sf)
1,992
Other on -site (sf)
2,510
Future (sf)
0
Off -site (sf)
0
Existing BUA*** (sf)
10,311
Total (sf):
69,261
* Stream Class and Index Number can be determined at: http:,&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

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

'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.
11. How was the off -site impervious area listed above determined? Provide documentation. The offite
impervious listed above includes the portion of the proposed driveway that is within the right of way.
Proiects in Union Countv: 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 http://portal.ncdenr.org/web/wq/ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://portal.ncdenr.org/web/wq/ws/su/statesw/forms 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 at http://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http:/ /portal.ncdenr.org/web/wq/ws/su/statesw/forms
does.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form.
FS
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
N/A
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
FS
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
FS
http://www.envhelp.org/pages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management
for FS
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
FS
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
FS
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
FS
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
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 FS
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: Schedtde a site visit for DEMLR to verify the SHWT prior
to sttbntittal, [phone].)
10. A copy of the most current property deed. Deed book: 194 Page No: 372 FS
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC N/A
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1a, 2a, and/or 3a per 15A NCAC 21-1.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http: / /www.secretary.state.nc.us/Corporations/Csearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from http:////12ortal.ncdenr.org/web/ir/state-
stormwater-forms docs. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Francis Slinky, PE
Consulting Firm: Timmons Group
Mailing Address:5410 Trinity Road
City:Raleigh State:NC Zip:27607
Phone: (919 ) 866-4505 Fax: (919 ) 859-5663
Email:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Inforination, itent 2 has been filled ottt, complete this
section)
I, (print or type name of person listed in Contact Information, itent 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or type nante 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 aclalowledge, 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:
a Notary Public for the State of . County of
do hereby certify that personally appeared
before me this _ day of
, and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or hjpe Name of person listed in Contact bformation, item 1a)
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 2I1.1000 and any other applicable state stormwater requirements.
Signature: •—)�) Date:
I, rA € z� a Notary Public for the State of Jo t 'j ! County of
I : "
do hereby certify that ��r>� �' _' =i �` �� � , -� personally appeared
before me this I�L_ dayof i§ � "-; ,and acknowledge
r g the*ecution of the application for
a stormwater permit. Witness my hand and official seal,
ARACELY LOPEZ
Notary Public, North Carolina
Wake County
My Commission Expires
January 29, 2023
SEAL
My commission expires x ;
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

Environmental Maps
USGS Quad Map
NRCS Soil Map
FEMA Flood Map

U.S. DEPARTMENT OF THE INTERIOR
29- o U IS G S U.S. GEOLOGICAL SURVEY
-79.2500'
35.0000' 6 60000' E 61 62 63 64
3874000"N
73
72
71
70
69
67
�-W
64
63
62
61
The National map RAEFORD QUADRANGLE
NORTH CAROLINA
US Topo 7.5-MINUTE SERIES
65 66 67 68 69 70
-79.1250'
71 35.0000'
.......... . ..... ... . T,
�A
. ... .... . .... .
. . ...........
X,
N,
. ........ .
..... I ...
1-11, z
I T Tf, T,
s�I
T,1"T," . ............ ...
, 0, "I'll", '7" , , , , , I , I, I , I � I I
" ... . . ... ... ..
0 T IT . .. . . .
?
L I-
... .. ......
7 ",'4Q" L T,
5� 1,11 , / I
............
......... I . sl
�4, J . . . .. ..
A, p
...... .......
Mm
IT
401 1
WIV 1,
',, . . . . . . ... I
T'� .... ..... ... �A)
... . ..........
I . . . ............. . ......
7
z
D
V
Li
. . .......... . . r,
"g,
L) TWOO "LN
if, ` ....... . . . J,
IS unders ';II ............. ..............
.. . . .. . . I .
N ........ . .
J 44
- ,, 1, 1 1 - f I Iii,, ; -I, -, , '4�
d" ..........
....... .. . 11 1 � I , " , , ,, ", , , , , , I I
i F
.. I. . .... . I,
cresf"
E 7TH AVE . . .....
/V
.. . .. .....
.... ........
I . .........
"T�
I ......... ....... . .......... ... %
21 1 J" .. ... ....... . :;I
7""
E 5 7 H AW-
.... .......
IA
I ........ ..
4
71"
�0
BERDEEN DR
11I I,,,- - -1111 11 '1/,//11/1:/,//'1 ...................... ...... ....
Z),
.... ....... I I
............
...............
... . ..... ..
/ - - - - ----------- - -`-,,,----,-,"
. .... . . ....... .. f"f 2PNILD�ON AVE
PHL
.... ......
........ . .... . .. .... "I
-7
T,
NDEFC� .. .. . ... ..... .. .... ....
............. ..........
"'k
7f
9
0 ......
. ......... ...........
..............
- ......... ....... - .... . ..
5
t ........... .... ..... ....... .....
16 q Raef iif
bN �0 I I. . . ....................
.... ...... NNNNNIN-( I ............. I ...... ..... . .
I'll ...... ............ . I I I I I I I .
�Jf... .... ...... .......... . .....
Ef .. .... .... ......... . . IV',
...........
01
".0 .. . . ... .. .
TI J)
Bus 'T
CENTRAL A� I Bur, ii�ww, "I- IAI
SITE,,/)�'-'
N
A� "0
T",
�21
�A
. ... ... . . . df Y
T',
A
C,
7� T
J
... ..... .
0 4114
oilo I
0
0
4W
A
% J
..... ....... 1,
kl-
0,10
41
Is IT,
�4c. A
'6
"I ..........
. ..........
L. . . . ........ ... 20
....... .. .
RD 44�
1111111111� . ............ ; .. .. .....
... . ...... ... .. ................ . ....
M
s
"fl, T 0
A,"
............... 4"
T J,
4
211
. .............. . ..
JJ
...........
If
TT
"of, '0
0, L V
4.4
V� 'P
2, J
IiII ...............
'T,
. ... ....
I "o"
J
14
in
4
4 RO
............
n
141 L " . . ....... . ......
11T, I I ��i 'b' L i'c' a' ... .......
00", 1
Garde s', C-
. .... .. . .......... ....
. .. . .......
. . I . . ......
7 1 ...... ....
W� ..... ........ .
4-1 k-
4:�
\Ij
if
j
s11 �,I.
s�
4�
Y�
01 6s-
'd
J
44- 1", -141
)00, :ae
J,
in . .. . . .... . r
411-
7,� 1 - ' 'Ii
b"
A
.. . I .....
................. ..... . -41
4k-
61L �'T
-4:
J11
61
. .......... . ........ . s
id
T,
Al
%
4
4,
.. ... I . . .. s,
..... . .....
.... . .... . ..... V,
.. . .. .. . .. �)
41
v
4F,
f
. .. . ... ... . I . ...... ...... .
1,64
T, ........ . . .. ....... . .. /,
"Ill ........ . .
I
J-
z", ( ... ... .. . .. . . ... ..... .
si"". -
N
..... ... ... ....
J
. ...... . . 64- I's I . .... . .........
7�L
IMA ")VI
�,,# %
. ... ......
J)"
"ZI
s7 s",
. ........ ......
hh.
0", 69. 1:, 6,
Jd:
4'� 41- in, I, .. I ........ . 61�
. I. . ....... . "I A T)
1-�4 . . ... .... .
'10 jI
4w- T`
... . . ... I.
un arrach
... . ........... d
V`11
-al
I
D
. .............. . .... .. ... �I, ILI
41
Ws-
..... . .....
4A, . .........
-A"
44'
"Gunild Hili
is
410"' -�i� WL
611-
(J :s . .... .. ... 'T
%
6
T
SA T PAU
4 4 7 ,
I$
T
61
. . . ...... . ..............
66 V,
T,�
J
hL hip, IV
v
J,1
AI,
N
­J
211 iid '%r
4A, 7,4
N11"',% 1,,1111f�e
.. ... ... . ..
... . ...... ...
4
A
61
id,
A-
......... .
..... . .....
�j,
4,64 " Po
WA
TI
IW
-3�
X ,
;o""
41 N
"A A,
T�
6. U".
"A�
64,
"J
N,
.. . . .. . . %,
T/ N
Y' 71
.. . . ... .
T,
L
/'A'
A
"V1,
v X
c,
$
;1 Z 911y"IT"
%
IV
4
. . ...... ........ . ...... -�I I, I I I - - :!:�' 1 1, 1, , , I /, I, \
T%
T A,,
IA,
'I J"
J, O'er
z
%
z
T,
T�
... .......
... . ......
211
..... ...... . .. Id,
01
.. . ..... .
611- 1 -Z ", 1, " , , , " - 1111111111111f,"I", I I - A Is,
Is,
"'A W4- RD
N �r .... .... . . .. 'I",
I ��,,VI I I ..... . ....
V� .. . .. ......
-44,
�1.. 0,
h
d . ..... . .. . f,
-lIs- UT: (e n
t�7d,
Is
4l,
41
. .............. I . ...... .. . ......... ..... ..... ........... . I .... .. 7, .... ....... ..
. .. I I .. . ... .............. ...... . . . ............ .
. ... ..... ... 1 14 6�' 6,-
S V,
... ...........
�4, 4-
4 'J
IT
N, . .. .. I. .
S
161"
>
0
TII"�,
s�
k"
lk-
41L
6,�
TI,
J11 I A4
Z,,
T, (z T
34.8750' 60 61 62 63 64 65 66 67
_ 79.2500'
Produced by the United States Geological Survey
SCALE 1:24 000
0.
North American Datum of 1983 (NAD83)
WorLd Geodetic System of 1984 (WGS84). Projection and
1
0.5 0 KILOMETERS 1 2
1 000-meter grid:UniversaL Transverse Mercator, Zone 1 7S
N
3150'
1000
500 0 METERS 1000 2000
This map is not a LegaL document. Boundaries may be
generahzed for this map scaLe. Private Lands within government
157 M ILI,
1'2' 1
0.5 0 1
reservations may not be shown. Obtain permission before
18 MILS
MILES
entering private Lands.
1000 0
1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
Imagery ..................................................... NAIP, JuLy 2016 - November 2016
FE ET
Roads ......................................... U. S. Census Bureau, 2016
Names ............................................................................ GNIS, 1980 - 2019
UTM CHID AND 2019 VAIGNLTIC NORTH
Hydrography ............................... NationaL Hydrography Dataset, 1899 - 2018
DECLINATIONAT CENTER OF SHEET
Contours ............................................ NationaL ELevation Dataset, 2008
CONTOUR INTERVAL 5 FEET
Boundaries .............. MuLtipLe sources; see metadata Me 2017 - 2018
U.S. National Grid
NORTH AMERICAN VERTICAL DATUM OF 1988
100,000 - rn Square IF
Wedands ................. FWS NationaL Wedands Inventory 1983
This map was produced to conform with the
PU
NationaL GeospatiaL Program US Topo Product Standard, 2011.
A metadata Me associated with this product is draftversion 0.6.18
Gric! Zone Designation
17S
68
z NORTH
A
QUADRAINGLIE LOCATION
1 McCain
1 2 3 2 NichoLson Creek
3 CLi fdaLe
4 Wagram
74 5 5 Parkton
- - - 6 WakuLLa
6 7 8 7 Red Springs
L---L---L--J 8 Rennert
ADJOINING QUADRANGLES
74
73
72
71
70
69
68
67
Mq�
65
64
62
38610"1
69 70 671 000"E
34.8750'
79.1250'
ROAD CLASSIFICATION
Expressway LocaL Connector �� ......................................................................................I .
co
co
Secondary Hwy LocaL Road
CD
Ramp 4WD
C,
Interstate Route US Route State Route
0
-ca 0
Z
u-
W
RAEFORD, NC
2i <
2019
z

LY, S. DF',PAI T'1V ENT OF AGffl 'i.1LTURA
SHEET NUMBER 15
I
This map was compiled by U.S. Department of Agriculture, ......_.....___.......__.__ _ ..._ __.._._. _.. _...._.... ®_ r
Soil Conservation Service and cooperating agencies on ",ca - : 1:24000 � �woom"Ws
1974 orthophotograph�yr obtained from U.S., Department
of the Interior, GeologicaP Survey.
CLU BE'Rl tkNt7) AND H00 C1C)0r4 fIl 9, NOp"Id...l CAR4;1?Im0N4 Nd:1, 15
, f KC C'l>
SHEET NO.15 OF 21

National Flood Hazard Layer FI RMette
34°59'5.47"N
0 250 500 1,000 1,500 2,000
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
)THEIR AREAS OF
FLOOD HAZARD
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 2'--x
Future Conditions 1%Annual
Chance Flood Hazard zone X
Area with Reduced Flood Risk due to
Levee. See Notes. Zone
Area with Flood Risk due to Leveez'or�F cr
No scREEN Area of Minimal Flood Hazard z'�-x
Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard z'or�F rr
GENERAL ---- Channel, Culvert, or Storm Sewer
STRUCTURES IIIIIII Levee, Dike, or Floodwall
e xos Cross Sections with 1%Annual Chance
17.5 Water Surface Elevation
o- — — Coastal Transect
„..,, 613. 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
The pin displayed on the map is an approximate
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 1,1/13/2019 at 3:25:29 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

37.E
0194
0372
APPROVED FOR RECORDING
TAX SUPERVISOR
NORTH CAROLINA
D E_E_D
HOKE COUNTY
THIS DEED, made this the 1 day of September, 1976, by the COUNTY
OF HOKE, NORTH CAROLINA, acting.,through its Board of Commissioners, consisting
of Ralph W. Barnhart, Chairman, James A. Hunt, John G. Balfour, Neil McPhatter
and Thomas F. McBryde, a body politic and corporate existing under and by
virtue of the laws of the State of North Carolina, and THE CITY OF RAEFORD,
acting through its City Council, consisting of Crawford L. Thomas, Jr.,
David E. Lovette, Sam C. Morris, Graham Clark and James B. McLeod, a body
politic and corporate existing under and by virtue of the laws of the State of
North Carolina, parties of the first part, to the STATE OF NORTH CAROLINA,
party of the second part;
W I T N E S S E T H
WHEREAS, the parties of the first part are now the owners in fee
simple of certain lands hereinafter described upon which it is contemplated
i
that a National Guard armory will be constructed which will be devoted to the
use of the North Carolina National Guard, or any similar or successor military
organization; and
WHEREAS, the parties of the first part have determined by appropriate
resolution of the Board of Commissioners of the County of Hoke, North Carolina,
and the City Council of Raeford, North Carolina that it would be to the public
interest to convey said property to the State of North Carolina for such time
as said property may be required by the State of North Carolina for military
purposes, in the opinion of the North Carolina Department of Military and
Veterans Affairs, or its successor, either for the use of the State of North
Carolina or for the use of the United States of America under the provisions
of the National Defense Facilities Act of 1950; and
i
WHEREAS, the State of North Carolina has agreed to accept such
conveyance;
R. PALMER WILLCOX NOW, THEREFORE, for and in consideration .of the premises and pursuant
ATTORNEY AT LAW -I ., s
RAEFORD, N. C. to Chapter 143, Section 235, of the General Statutes of North Carolina, as

0194
0373
R. F;ER WILLCOX
ATTORNEY AT LAW
RAEFORD. N. C.
amended, the parties of the first part have bargained and.sold, and, subject
to the conditions and agreements hereinafter expressed, do hereby bargain, sell
and convey unto the State of North Carolina, and its successors, in fee simple,
that certain tract or parcel of land situated in Hoke County, North Carolina,
and more particularly described as follows:
That certain parcel or tract of land lying and being about
0.8 miles west of the center of Raeford. Bound on the east
by Teal Drive (S. R. No. 1210); on the north by Upchurch;
on the south by Tract No. 1, Map Book 6 at Page 91, on the
west by other lands of J. H. Wright and more particularly
described as follows, to -wit:
BEGINNING at an iron pipe in the west right-of-way line of
Teal Drive (S. R. No. 1210), the northeast corner of the
original tract of which this is a part, and running thence
as the right-of-way of Teal Drive (S. R. No. 1210), S 3-42 W
330 feet to an iron pipe; thence as said right-of-way S 0-40 W
50 feet to an iron pipe; thence as said right-of-way S 7-14 E
29.3 feet to an iron pipe; thence as the south line of the
original tract, S 88-30 W 496.13 feet to a stake; thence
N 9-13 W 411.2 feet to a stake in the north line of the
original tract; thence as the north line, N 88-30 E 581.23
feet to the BEGINNING, containing 5.0 acres, more or less,
and being a portion of Tract No. 2-B, Map Book 6 at Page 91,
Hoke County Registry.
TO HAVE AND TO HOLD the aforesaid/property unto the State of North
i
Carolina so long as the North Carolina Depar anent of Military and Veterans
Affairs, or its successor, deems that said property is required by the State
of North Carolina or the United States of America for military purposes, or for
any purpose set forth in the National Defense Facilities Act of 1950; and upon
the condition that when the same shall be no longer required by the State of
North Carolina or the United States of America, in the opinion of the North
Carolina Department of Military and Veterans Affairs, or its successors, title
thereto in fee simple shall revert to the County of Hoke, North Carolina, and
the City of Raeford, North Carolina.
IN WITNESS WHEREOF, the County of Hoke, North Carolina, has caused
this instrument to be.executed in its name by its Chairman of the Board of
County Commissioners, and its corporate seal to be hereto affixed, and attested
to by its County Manager, all by authority of the Board of Commissioners of
Hoke County duly given, and the City of Raeford has caused this instrument to
be executed by its Mayor, and its corporate seal to be hereto affixed, and

0194
0374
attested to by its City Manager, all by authority of the City Council of the
City of Raeford duly given, this the day and year first above written.
COUNTY 0 , NORTH CAROLIN
By.
ph Barnhart, airman of the Board
of Commissioners
T. - $. Lester, Jr. , Cou t Manager
l;S��
C
© CITY OF
ORD, NORTH CAROLIN
By:
ohn K .
McNeill, Jr., Mayor
i
ATTES7�:
". -.
Robert-G. Drumwrigh City Manager
NORTH CAROLINA
i
HOKE COUNTY
/ Ci' (
Publ' do hereby
I L�
that RALPH
W.
e , a Notary zc,
RNHART personally appeared before me this day and ac-
4;
j�i�tify
kriowledged that he
is
Chairman of the Board of County Commissioners, and that,
,''��'
Jam.
by `authority duly
given and as the act of the corporation,
the foregoing
+''�
• imstru>ent was signed
in its name by its Chairman, sealed
with its corporate
seal, and attested
by
T. B. LESTER, JR. as its County Manager.
e-
WITNESS
my hand and seal this / �% day
of September,
notarial
(/1976.
luIy,Comm. Expires:
u
Notary
Public
IR. PALMER 1 IILLCOX
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
NORTH CAROLINA
HOKE COUNTY
a Notary Public, do hereby
certify that JOHN K. M FILL, JR. personalNy appeared before me this day and
acknowledged that he is Mayor of the City of Raeford, and that, by authority
duly given and as the act of the corporation, the foregoing instrument was
signed in its name by its Mayor, sealed with its corporate seal, and attested
R©'BERT G. DRUMWRIGHT as its City Manager.
WITNESS my hand and notarial seal this % '7 day of September, 1976.
My -Comma Expires
-. No ary Public
ATTORNEY AT<<Ayi{ .�� NORTH CAROLINA, Hoke County /�
RAEFORD• N. C. � �� � ' The, foregog' S�or annVe J cer ificate... of - GaT.O� . 0...I�ti�e�,j.. Af:�.HAke. �ollrityt .North..... .
.pAr 1 lna�... d...a?.V..........................................................................................
.................................................................................... is/are certified to be correct.
Presented for re�ggistration and recorded in this office in Book ...a. ...... Page .,,J 23 ....•.•
This .... lls. ....... day of ....SPBt.embar....., 197�.e-l
loc c A. M..S.1..�
By...... �../.............._
is� Register of Deeds:

Stormwater Management Mapping

t
mo o of
p p q p p .r i
tt
�v. SUBSURFACE l` �,�„�
r
e + I
l "�,r,,.: r„�r,;,�. � ...�T�.,T...., l �. •,.. ^'' ,., �5u1 P°;' „i III! I I'I � U�'f
.,
r` ... ....,
STORMWATER QUALITY CALCULATIONS
PRE DEVELOPMENT ONSITE IMPERVIOUS SURFACES (BUILT BEFORE 1997) = 2.16± ACRES
POST DEVELOPMENT ONSITE IMPERVIOUS SURFACES = 3.75± ACRES
IMPERVIOUS AREA REQUIRED TO BE TREATED = 1.59±ACRES
IMPERVIOUS AREA TREATED WITH STORMWATER FILTERS = 1.59 ± ACRES
PRE -DEVELOPMENT STORMWATER QUANTITY CONTROL
DRAINAGE
PRE -DEVELOPMENT
AREA
COMPOSITE C
Q1
Q10
Q100
(Acres)
ANALYSIS POINT A
3.82
0.62
7.24
11.42
14.83
ANALYSIS POINT B
1.34
0.65
2.15
3.49
4.66
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 (BUILT BEFORE 1997)
EXISTING IMPERVIOUS (BUILT AFTER 1997)
DRAINAGE AREA
TIME OF CONCENTRATION FLOW LINE
C CY)
I)
SC t4W
ALE 1 "=30"
z
'0" 3Q' 60'
t
PRELIMINARY PLANS
FOR REVIEW ONLY
0.0111C1
.0N MCA R
Q
SEAL
033612
GIN N
CIS S LINS
DO NOT USE FOR CONSTRUCTION
E
0
U
0 0
� o
E
N
w U E
= z
a 3
0 W ca
w U N
d LL N
O M
ax'-'co
(D
Z Lu
J X
� LL.
�a
0 0
U-) �Ln
rn
L ID
r
C) OR
ri d1
Lrn
J
w
vi
0
0
0
ry
F_
0
w
w
U
a
z
0
0
m
O
a
U
U)
w
0
z
O
U)
F—I
w
w
w
Q
0
DATE
2020-DEC-01
DRAWN BY
J. LEWIS
DESIGNED BY
F. SLINSKY
CHECKED BY
F. SLINSKY
SCALE
1"=30'
Q
O
�z
a
J
00
z ° z
O Iw
-�
(
W
a cD
a �' a
O
x z
W M 5Q
z W
06 a
/ 00
M
O N
a z �
I --I
0 O O
O u W
LL
W ~
O W
(D a
z°O
U 9 >
z w W
Q
Q I
W
w
O
M
JOB NO.
43358
SHEET NO.
C3.1
o
T C
O O
E V
C
O C a- O
D V
O
o -,
0
U) o
z
0
� 0)
� E
0-0
>T C
.o
U U
0
L L
Cn
Q n
a> C
> O
U U
O
U —
X U
N N
N
�E
6 O
c
c �
0 �
� ai
U •�
O to
_ O
_ U
U C
6 L
U O >N
0
0 Cn
-0 0
C _F_
0 3
�Cn
C 0
0 O
Qa
D
0 a
N T
� v

MEW
ME 11 FAWN
SAMEM ME 0 NOW, A0
Ow
AL 4
LINE AREA'A2'
WIN
,.................. ... ,.... ', ' ......... '',,,,,,,�,....,�„�,,,,;n-„�,�m-�rr�„�z■a�asrars;,a;��■��s��■��■.:�■��■ate■��■�:■�■�:■
..T.. .....
r` ...,,,,,, ., 00
t ���� � sAoo .. o00 .. o000000.. o000000� o0000000000� Hf�
i
t �
V
n
t
t
t
STORMWATER QUALITY CALCULATIONS
PRE DEVELOPMENT ONSITE IMPERVIOUS SURFACES (BUILT BEFORE 1997) = 2.16± ACRES
POST DEVELOPMENT ONSITE IMPERVIOUS SURFACES = 3.75± ACRES
IMPERVIOUS AREA REQUIRED TO BE TREATED = 1.59±ACRES
IMPERVIOUS AREA TREATED WITH STORMWATER FILTERS = 1.59 ± ACRES
PRE -DEVELOPMENT STORMWATER QUANTITY CONTROL
DRAINAGE
PRE -DEVELOPMENT
AREA
COMPOSITE C
Q1
Q10
Q100
(Acres)
ANALYSIS POINT A
3.82
0.62
7.24
11.42
14.83
ANALYSIS POINT B
1.34
0.65
2.15
3.49
4.66
NOTE: POST -DEVELOPMENT FLOW IS LESS THAN PRE -DEVELOPMENT FLOW AT ALL ANALYSIS POINTS.
REFER TO CALCULATION BOOKLET FOR ADDITIONAL INFORMATION.
POST -DEVELOPMENT STORMWATER QUANTITY CONTROL
DRAINAGE
ANALYSIS POINT A
AREA
COMPOSITE C
Q1
Q10
Q100
(Acres)
POST -DEVELOPMENT
1.87
0.78
2.71
3.05
3.93
Al (SCM)
POST -DEVELOPMENT
3.01
0.65
6.27
9.97
13.03
A2 (BYPASS)
POST -DEVELOPMENT
4.88
0.70
6.40
10.11
13.19
A1+A2 (COMBINED)
POST -DEVELOPMENT STORMWATER QUANTITY CONTROL
DRAINAGE
ANALYSIS POINT B
AREA
COMPOSITE C
Q1
Q10
Q100
(Acres)
POST -DEVELOPMENT
0.28
0.39
0.30
0.48
0.64
B1 (BYPASS)
NOTE: POST -DEVELOPMENT FLOW IS LESS THAN PRE -DEVELOPMENT FLOW AT ALL ANALYSIS POINTS.
REFER TO CALCULATION BOOKLET FOR ADDITIONAL INFORMATION.
POST -DEVELOPMENT IMPERVIOUS AREA AND WATER QUALITY TREATMENT
POST -DEVELOPMENT IMPERVIOUS (BYPASS)
POST -DEVELOPMENT IMPERVIOUS TREATED IN SCM
DRAINAGE AREA
t TIME OF CONCENTRATION FLOW LINE
DRAINAGE AREA INFORMATION
Entire Site
1
4
Type of SCM
Storm Filter
5
Total BUA in project (sq ft)
163453 sf
55243 sf
6
New BUA on subdivided lots (subject to permitting) (sq ft)
7
New BUA outside of subdivided lots (subject to permitting) (sf)
105934 sf
59550 sf
8
Offsite - total area (sq ft)
1565 sf
9
Offsite BUA (sq ft)
1565 sf
10
Breakdown of new BUA outside subdivided lots:
- Parking (sq ft)
75177 sf
55048 sf
- Sidewalk (sq ft)
4533 sf
1992 sf
- Roof (sq ft)
sf
sf
- Roadway (sq ft)
sf
sf
- Future (sq ft)
sf
sf
- Other, please specify in the comment box below (sq ft)
26224 sf
2510 sf
11
New infiltrating permeable pavement on subdivided lots (sq ft)
12
New infiltrating permeable pavement outside of subdivided lots (sq ft)
13
Exisitng BUA that will remain (not subject to permitting) (sq ft)
55954 sf
13451 sf
14
Existing BUA that is already permitted (sq ft)
15
Existing BUA that will be removed (sq ft)
38167 sf
NOTES
1. THE NET INCREASE IN IMPERVIOUS AREA IS CAPTURED AND TREATED IN THE UNDERGROUND DETENTION
WITH STORMFILTERS (DRAINAGE AREA Al).
2. FOR STORMWATER MANAGEMENT, THERE ARE TWO ANALYSIS POINTS, A AND B. ANALYSIS POINT A IS
LOCATED JUST OFFSITE TO THE SOUTHWEST IN AN EXISTING DITCH. ANALYSIS POINT B IS LOCATED IN THE
EXISTING ROADSIDE DITCH TO THE NORTHEAST OF THE SITE.
A. THE DRAINAGE AREA TO ANALYSIS POINT A INCLUDES ONSITE DRAINAGE AS WELL AS SOME OFFSITE
DRAINAGE FROM THE NORTH OF THE SITE THAT FLOWS THROUGH THE SITE AND IS ROUTED THROUGH
THE PROPOSED STORM SYSTEM. DRAINAGE AREA'AV IS THE AREA THAT DRAINS TO THE UNDERGROUND
DETENTION WITH STORMFILTERS AND THEN TO ANALYSIS POINT A. DRAINAGE AREA'A2' INCLUDES
ONSITE AS WELL AS OFFSITE RUNOFF THAT BYPASSES THE SCM AND DRAINS TO ANALYSIS POINT A.
B. THE DRAINAGE AREA TO ANALYSIS POINT B CONSISTS OF ONSITE DRAINAGE ONLY AND IS SHOWN AS
DRAINAGE AREA'B'. POST DEVELOPMENT RUNOFF HAS BEEN DESIGNED TO BE LESS THAN PRE
DEVELOPMENT RUNOFF FOR THE 1 YEAR, 24 HOUR STORM AT BOTH ANALYSIS POINTS.
3. THIS DRAWING IS FOR AGENCY REVIEW ONLY -NOT FOR CONSTRUCTION.
4. THERE ARE NO WETLANDS ON -SITE, AS DETERMINED BYTIMMONS GROUP.
PRELIMINARY PLANS
FOR REVIEW ONLY
CAR
�FESS/pO`�'1'y���:
Q
SEAL
033612
FNGIN �yN�;���`�
S LINS,.�`�
fit [it
DO NOT USE FOR CONSTRUCTION
E
0
U
(n
0 0
� o
E
N
w U E
0 LU ca
w U N
d LL N
O M
U���
Z J
x
<�a
W � �
0 0
U-) �Ln
rn
1L
r
O OR
a;
Lrn
J
w
z
O_
a
U
U)
w
0
z
O
U)
F-I
w
w
Q
0
DATE
2020-DEC-01
DRAWN BY
J. LEWIS
DESIGNED BY
F. SLINSKY
CHECKED BY
F. SLINSKY
SCALE
1"=30'
Q
O
�z
�a
J
00
z ° w
O V
(n N W
z o cD
a o z
X N Q
LU
M
> z 0 z W
��a
N 3:
>M
N �
O N
ILL z �
O � L
LL r
w z
o w
z �
(7 o O
z w
U 9 w
zw>
LULU
I --I
L�
J
LU v ,
�O
Ln
O a
M
JOB NO.
43358
SHEET NO.
C3.2
0
L O
-v =
C v
C
O
i U
v
Q c
0 3
�c')
oL
L a
3 X
C
U
7 �
O
o �
� 3
v
0 1
C
T C
�o
E Z
V
� E
C �
v C
a- O
D V
o
V)o
z
0
:20)
0-0
T C
O
U O_U
0
L L
Q')
V C
•U U
O
U -
X U
N N
0 :t
E
O
v C
c �
� v
U •�
O to
-O 7
_ U
� C
6 L
U
O j
N
0
O Cn
-0 v
C _Z_
v 3
�Cn
C 0
Qa
Z3
0 a
N T
L C
� v
L-

Seasonal High Water Table Report

f DEPTH:
SHWT# ELEVATION: 260.20
Field Book for Describin Soils}
Soil Profile Descri on Worksheet fuse abbreviations from �� ... �,,_ .,, _ _ _._
rP . (I ) _ C ensis- Roots
tence
Horizon Depth Texture Color Redoximo hic Features I or 2 of each Structure� ...
# Name Bot- Rock Fine- Moist Matrix Depletions Concentrations Grade Shape Moist Abund.
to fra earth
% Con- % Con- Fine +
II Color V. Fine
Vol. trast vol. trast
Full Color Full Inch Mod. Class I Hue Val. Chr.
I _ .
�_/-�y
�j
2 AF5 ce4_.
m
'ws
3
I -mil
rW
�Z 2- is
563 1495(c1
6
I
SHWT#
ELEVATION: 260.00
.SHWT#
�' ELEVATION: 259.50

SHWT#o
SHWT
Soil Profile Desert3tion Worksheet (use abbreviations from Field Book for Describing So
n . ......
Consis-
ITITITITmm
Horizon Depth Texture Color Redoximorphic Features �IT(I or 2 of each) ilsy Structure tence Rcots
Name Bot- Rock Fine- Moist Matrix Depletions Concentrations Grade Shape Moist Abund.
torn earth
_±�g , , — Fine +
Inch Mod. Class Hue Val, Chr, % Full Color Con- %7 Full Color Con -
Vol. �':=trast V .. ol. trast V. Fine
v if
3
4 — — — ­­­­­­
..........
5
6 . . .................
7
8
DEPTH:
ELEVATION: 261.33
ELEVATION: 261.50
SHWT#(L 56
17 ELEVATION: 262.50

GENERAL NOTES PRELIMINARY PLANS
FOR REVIEW ONLY
ED
1. ALL UTILITIES OR STRUCTURES NOT INDICATED FOR REMOVAL OR MODIFICATION ARE TO 0 Z/,
%_
REMAIN AND BE PROTECTED FROM DAMAGE.
2. ALL WASTE MATERIAL GENERATED FROM CLEARING AND DEMOLITION ACTIVITIES SHALL BE SEAL
DISPOSED OF OFF -SITE IN ACCORDANCE WITH WITH ALL APPLICABLE RULES AND REGULATIONS. 033612
CONTRACTOR SHALL SALVAGE ALL SIGNAGE, METERS, ETC. TO OWNER. COORDINATE WITH
or IN INV. IN=2676
OWNER PRIOR TO DEMOLITION.
SLI
N1,P Q
3. BY SUBMITTING A BID, CONTRACTOR ACKNOWLEDGES THAT THE SITE HAS BEEN INVESTIGATED
FIRST HEALTH OF TOE CAROLINAS, INC
TO DETERMINE TYPE, SIZE AND QUANTITY OF CLEARING REQUIRED FOR CONSTRUCTION. DO NOT USE FOR CONSTRUCTION
PIN: 694240801087
DB 365, PG 123 TBM
r ), I / 4. ALL PAVEMENT OR CONCRETE TO BE REMOVED SHALL BE SAW CUT TO PROVIDE A STRAIGHT E
518 DIA. RE13A R AND UNIFORM JOINT WITH NEW CONSTRUCTION. ANY EXISTING PAVEMENT, SIDEWALK, CURB & 0
INV. bUT=267.31' U)
N=448,296.,9� GUTTER, ETC. THAT MUST BE REMOVED TO ALLOW NEW CONSTRUCTION SHALL BE REMOVED
C)
cop 0
UGP___�
E=�,928,924.63 AND REPAIRED PER THE SPECIFICATIONS AND DETAILS OR TO MATCH EXISTING CONDITIONS
-UGP- PULLI ELEV.=268.60' rrl- E
UCA T
(WHETHER OR NOT SHOWN ON THE DRAWINGS TO BE REMOVED). UTILITY INSTALLATIONS MAY Lu U.9
UGP- LICATV- UTILIZE OPEN CUT OF PAVEMENTS UNLESS INDICATED OTHERWISE. TRENCH IN EXISTING
7- G_ UCATV- UG Box
UCA TV- G P_ tJ6A7-'V__77-`- "" , 11
_7-----L;q7TV­-­ G -OCATVIL-
G- UCATY-­�."'_ uCATV_ LICATV_ ASPHALT SHALL BE PATCHED PER PAVEMENT REPAIR DETAIL.
UCA TV -G- G- < .@
UCArV--:::::: G G 4- - UGT- ­7�- G 0 Lu -Fa
-UGT- _UGT- Lu U
UG.Tl­_ Mill llll� A TV- - 5. PROTECT ALL ADJACENT PROPERTIES, THE GENERAL PUBLIC AND ALL OF THE OWNER'S
N86'02'17"E UGP--�- C
LICATV- - < LL co
P UGP- FACILITIES. SHOULD DAMAGES OCCUR, NOTIFY ARCHITECT IMMEDIATELY. OL LL 0
JarI
. . ... LP UGP
wr . ..... .... illir
UGP-CONSTRUCTION LIMIfSD_ 580.19'
00
UG 3:
-millilillilliffillilimilill -UG v, dn mrV
iiiiii Hill UGP- -=_­UG
IL ,,,G d 6. THE CONTRACTOR SHALL EMPLOY A QUALIFIED UTLITIY LOCATOR SERVICE TO LOCATE ALL Hill Hill INV
P_ L
_n t-- uGP- III (D
'70 .. . .... .. . ........ . ........ . ........ illillillim iiiiiii 1_ _J7 -
11111rj7u
B -UG
UNDERGROUND UTILITIES (INCLUDING BUT NOT LIMITED TO ELECTRICAL, TELEPHONE, GAS,
M u
11 ­ I o" 1 11 1 ­11 - , 1� CABLE, FIBER OPTIC) WITHIN THE LIMITS OF CONSTRUCTION. x U)
X. -a
< Lu
0-
e
0
B E
7. VERIFY ALL ILLUSTRATED KNOWN UNDERGROUND ELEMENTS. EXERCISE REASONABLE EFFORTS U)
=j -3 TO PROTECT ANY UNKNOWN UNDERGROUND ELEMENTS. NOTIFY THE ENGINEER IMMEDIATELY
O
H pp U)
IF UNKNOWN ELEMENTS ARE DISCOVERED THAT WOULD NECESSITATE MODIFICATION TO THE
>
C) G�
7-FT CHAIN LINK PROPOSED DESIGN. Lu
4-FT WOOD
FENCE WITH V Ln rn
PP FENCE III RAZOR Lu
8. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APPLICABLE LOCAL, STATE AND OSHA
•
REGULATIONS.
9. EXISTING MANHOLES, VALVE BOXES, VAULTS, CLEANOUTS, UTILITY POLES ETC. TO REMAIN
u�
WITHIN THE GRADING LIMITS SHALL BE ADJUSTED AS NEEDED TO FUNCTION PROPERTY WITH
269•
THE PROPOSED FINISHED GRADES (WETHER OR NOT INDICATED TO BE MODIFIED). 0
INV IN=265
10. ANY AND ALL LANDSCAPING AND EXISTING TREES & SHRUBS TO REMAIN WHICH ARE DAMAGED
B 0
DURING DEMOLITION OR CONSTRUCTION SHALL BE REPLACED BY THE CONTRACTOR UTILIZING
A LICENSED LANDSCAPE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.
H F
18r'RCP Lu
PARKING LOT >
SHV\f'F BORING 6 POV co
ELEV.: 262.50 11. THE PROJECT LIMITS ARE NOT IN ANY SPECIAL FLOOD HAZARD AREAS OR FUTURE CONDITIONS
Lu
Lu
OUT=265.55 FLOOD HAZARD AREAS, AS SHOWN ON FEMA PANEL 3710942400J. it <
0)
u 0
<
- - - - - - - - - - - - X_ c')
ELECTRIC-,, 0
BOX B KEY NOTES DATE
IjGT >
FIRE 4-FT-
INVI. IN=26,4.36' D 2020-DEC-01
I ij
S1 EWALK-`�l G-f-IT D FENCE REMOVE ASPHALT AND STONE BASE 0 DRAWN BY
u >
B rE
J. LEWIS
wow- 267
SIDEWALK REMOVE FENCE (SEE PLANS FOR FENCE HEIGHTS)
qGP' _UCATV-
B -UGP
SHV\f'F BORING c UCA TV- DESIGNED BY
ING 5 26,7, (3
F
ELEV.: 261.50 -=G YCA TV- REMOVE CONCRETE SIDEWALK F. SLINSKY
MO V GRAVEL ++++++++++++++++++
E7. +++++ T
PARKING LOT L _J +++++ E (D
I I -) RELOCATE LANDSCAPE BLOCK FIRE PIT (REFER TO DRAWING C2.0
M •CHECKED BY
M M + +l�I B
FOR NEW LOCATION OF FIRE PIT)
K B +++++ F. SLINSKY
7-FT CHAIN LINKIIII+ +
WOOD X
41 N3 FENCE WITH V +++++ f I-T REMOVE INDIVIDUAL TREE
Z,� ::� ��l I I N� �vi I
+++++ cv� 0 i i x
RAZOR FENCE 't, I T • SCALE
Co pp
H +++++
EIII 1" 301
+ +/ -PLAN PLANTER REMOVE EXISTING SIGN
+
�,jAREA 6�!RCP
SHWT BORING 4
NORTH CAROLINA
ELEV.: 261.33 W
1� V OUT=264.59r
REAFORD
18" RCP F NATIONAL GUARD INV. IN=265.34' REMOVE ASPHALT PAVEMENT. STONE BASE TO REMAIN.
PLANTER
READINESS CENTER +%% AREA CONTAINERS TO BE REMOVED BY OWNER PRIOR TO CONSTRUCTION
AR
REMOVE MATERIALS UNDER STRUCTURES.
pp col I
FFE=268. 00 + T
err /H - . +
++
N +,++ <
F_ + ++ I
TA // I +: REMOVE EXISTING MULCH AND TIMBER EDGING. SELECTIVELY
> METAL - - - + - + Z�SIGN E cl)
REMOVE CERTAIN SHRUBS UNDER THE DIRECTION OF THE OWNER. 0
NIF
STORAGE
+
BUILDING S TA TE OF NORTH CA ROL INA + + + %+ TREE CLEARING
SHWT BORING 3
+ FFE=266.86 CMU CMU PIN: 694240801084 11 + ++ FLAGPOLE
+
rn
ELEV.: 259.50 .++
BUILDING #1 BUILDING #21 DB 194, PG 372 + G
REMOVE STORM SEWER 00
> _x_ FFE=268.14 \I\FFE=268.0+1-1 B PLANTER"
-UGP
PLANTER L
AREA
AREA K C,�
+
1+
o <
REMOVE SEWER CLEANOUT
UGP- - L
_77 + EM E u
ur)
ND
UGP- UGP REMOVE LIGHT POLE & WIRES.
FORCE MAIN
(1) Q) CL �V N
�65 SA IRELOICATE
5 SHWT . .... .. .... CuGUY
PP C IVVIRE
7-FTCHAINLINK PLANTER SAN G
BORING 2
FENCE WITH VRAZOR AC UNIT REMOVE METAL STORAGE BUILDING AND CONCRETE PAD. 0
LP ELEV.: 260.0 )GRINDER PUMP
PLANTER WITH <
H B
V. OUT=263.3 LANTER WITHIIII 0
AC UNIT \S TA TION '\1
N9 B AC UNIT
SEWER WET WELL CONSTRUCTION LIMITS x
. ..... RIMELEV.=268.36' G) a Lu r1l)
LLJ
_x 777-X- >
2166 - u w
SHWT BORING 1
6';,
ELEV.: 260.20
66 wo 06
D­,,4
APPROX. 6 DRAINFIELD
00
LINES GRAVEL & PIPES 4
A TAPPROX. 2.5'DEPTH
(7)
TBM
ZZ
267 0
J �3 -
518"DIA. REBAR B
cz 11 c--
N=447,861.06'
LIJ C)
E= 1, 928,926.02' u
all II IIIII III IIIII millill liam 11 IlLmmilli CA
iummmLUL2 Mill I] 1 110111011111111111 Ilk-Lilullllllllulllllll II 10, c, LL
lildiglip illig iiiiiiiiiiiiam /m/ Ts
`%,CONSTRUCTION L
M
iiiiiiiiiiiiiiiis "Ill 111111 EL EL EV =268.
-All iiiiii ]�M�lllllllllllmLlllll 1111111 MIN Ill millillilill illimm 1111111
'01)1�1
496 Lu 0
.13' 0) ecv,4 0 U
�*<?l I frcl^4
UGP S86'02'17"W ilw�
EVV14 ,
- - - - - - - - - - - - - - - - YGT - T 0 _uGT
-=LG T -60T - - -UGT- UGT
UGP- UGP- - I I \ f r) 0�
�\LP 0
NIF LL
HOKE COUNiY'�OARD OF EDUCA TION Lu
-7-
0 u
694211201021 PIN.
U)
DB 970, PG 863 k LP 1__q
- - - - - - - - - - - - - - -- UAEmLK_j Lu
-A
>
Lp
p, Lu
<
7Z Lu
Ca 41P
"ER Lr)
IRF
0
. . ........
v
.... ... ...
PP\
cy)
SCALE 1"=30' 00 30B NO.
INV. 6UT�,
..............
43358
0 30' 60'
SHEET NO.
V
cl. 0
0
L

Design Calculations
StormFilter Sizing
Pre -Post Development Hydraulic Routing
Outlet Protection Calculations
StormFilter Supplement EZ
Operations and Maintenance EZ

Project: NCNG RAEFORD
Calculated By: J. LEWIS
Project No.: 43358
Date: 04/21 /21
Water Quality Volume
(Per 9/20/2009 BMP Manual sizing is based on the Site Runoff Volume for the first inch of runoff.)
Site Information
Drainage Area (DA) = 1.73 Acres
Impervious Area (DA) = 1.59 Acres
Percent Impervious (1) = 91.9%
Required Storage Volume (Water Quality)
Design Storm (RD) = 1.0 inch
Determine Rv Value = 0.05 + .009(1) = 0.88 in/in
Water Quality Volume (WQV)= 5,509 cu. ft.
75% WQV For Contech with Underground 4,132 cu. ft.
1 of 1

Design Engineer:
Date
Site Information
Project Name
Project State
Project Location
Drainage Area, Ad
Impervious Area, Ai
Pervious Area, Ap
% Impervious
Runoff Coefficient, Rv
Water Quality Volume Calculations
Design storm rainfall depth, Rd
Water quality volume, WQV
Storage Component Calculations
Capture 75% of WQV
Pretreatment credit (estimated or calculated), %pre
Mass loading calculations
Mean Annual Rainfall, P
Agency required % removal
Percent Runoff Capture (% capture)
Mean Annual Runoff,Vt
Event Mean Concentration of Pollutant, EMC
Annual Mass Load, Mtotal
Filter System
Filtration brand
Cartridge height
Cartridge Quantity Calculation
Mass removed by pretreatment system, Mpre
Mass load to filters after pretreatment, Mpassl
Estimate the required filter efficiency, Efilter
Mass to be captured by filters, Mfilter
Maximum Cartridge Flow rate, Qcart
Mass load per cartridge, Mart (Ibs)
Number of Cartridges required, Nmass
Maximum Treatment Capacity
SUMMARY
Determining Number of
Cartridges for Volume -Based
Design in NC
JMR Blue Cells = Input
9/8/2020 Black Cells = Calculation
NCNG
North Carolina
Raeford
1.87 ac
1.59 ac
0.28
85%
0.82=0.05+0.9*(Ai/Ad)
1.0 in
5533.9 ft3=Ad*Rv*Rd*(43560/12)
4150.5 ft3 =0.75*WQV
30%
46 in
85%
90%
229,653 ft'=P*Ad*Rv*(43560/12)*%capture
70.0 mg/I (Suggestion: Use 60 for residential, 70 for Commercial, 100 for Industrial)
1002.97 Ibs =EMC*Vt*(28.3)*(0.000001)*(2.2046)
StormFilter
18 in
301 Ibs =Mtotal * %removal
702 Ibs =Mtotal - Mpre
79% =1+(%removal - 1)/(1 - %pre)
552 Ibs =Mpassl * Efilter
7.5 gpm =q * (7.5 ft2/cartridge)
36 Ibs =lookup mass load per cartridge
16=ROUNDUP(Mfilter/Mcart,0)
0.27=Nmass*(Qcart/449)
Maximum Treatment Flow Rate, cfs 0.27
Cartridge Flow Rate, gpm 7.5
Number of Cartridges 16
Target Pollutant(s): TSS
Media: Perlite
©2008 CONTECH Stormwater Solutions
contechstormwater.com
1 of 1

,p
ENGINEEREDL TI
Contech Engineered Solutions, LLC Engineer:
Date
Site Information
Project Name
Project State
Project Location
Round Pipe Stage
Storage Table
JMR
9/8/2020
NCNG - Raeford
NC
Raeford
Enter Pipe I.D.=1 36 in. Total Volume/LF Total CMP Length= 743 ft.
Enter Desired Increment = 1 ]in. 7.07 System Invert= 263.00 ft.
Inc Num
Water
ever
in.
Inc Area
(sq. ft.)(ft.)(n•)
Hyd Rad
Top Width
Volume
(cf)
atio
ElevS
n ft.
1
1
0.06
0.05
0.99
41
263.08
2
2
0.15
0.11
1.37
115
263.17
3
3
0.28
0.16
1 1.66
209
263.25
4
4
0.43
0.21
1.89
319
263.33
5
5
0.59
0.26
2.07
442
263.42
6
6
0.77
0.31
2.24
575
263.50
7
7
0.97
0.35
2.37
718
263.58
8
8
1.17
0.40
2.49
869
263.67
9
9
1.38
0.44
1 2.60
1027
263.75
10
10
1.60
0.48
2.69
1190
263.83
11
11
1.83
0.52
2.76
1359
263.92
12
12
2.06
0.56
2.83
1532
264.00
13
13
2.30
0.59
2.88
1709
264.08
14
14
2.54
0.63
2.92
1889
264.17
15
15
2.79
0.66
1 2.96
2071
264.25
16
16
3.04
0.69
2.98
2255
264.33
17
17
3.28
0.72
3.00
2440
264.42
18
18
3.53
0.75
3.00
2626
264.50
19
19
3.78
0.78
3.00
2812
264.58
20
20
4.03
0.80
2.98
2997
264.67
21
1 21
4.28
0.82
1 2.96
3181
264.75
22
22
4.53
0.84
2.92
3363
264.83
23
23
4.77
0.86
2.88
3543
264.92
24
24
5.01
0.87
2.83
3719
265.00
25
25
5.24
0.89
2.76
3893
265.08
26
26
5.47
0.90
2.69
4061
265.17
27
27
5.69
0.91
2.60
4225
265.25
28
28
5.90
0.91
2.49
4383
265.33
29
29
6.10
0.91
2.37
4534
265.42
30
30
6.29
0.91
2.24
4677
265.50
31
31
6.47
0.91
2.07
4810
265.58
32
32
6.64
0.90
1.89
4933
265.67
33
33
6.79
0.89
1.66
5043
265.75
34
34
6.91
0.86
1.37
5137
265.83
35
35
7.01
0.83
0.99
5211
265.92
36
36
7.07
0.75
0.00
5252
266.00
-WQV Adjusted
These results are submitted to you as a guideline only, without liability on the part of CONTECH Construction Products Inc. for
accuracy or suitability to any particular application, and are subject to your verification.

C \m"--'-NTECH0
ENGINEERED SOLUTIONS
Volume StormFilter Outflow & Orifice Calculation
Raeford, NC
Input ICIlcuullted
The Stormwater Management
StormFilter
Project Name:
I NCNG - Raeford
Date:
9/4/20
Contech No:
1629,800
1 By:
jJMR
Discharge flow rate from StormFilter:
Restrictor Disc Diameter (in) 0.443
Restrictor Disc Diameter (ft) 0.037
Restrictor Disk Calibration:
The Volume StormFilter restrictor disc is calibrated to flow at 7.5 gpm at 10 feet of head, or 1 gpm/sf or less
for all cartridge sizes
Orifice Coefficient
0.61
Area of Restrictor Disc (sf)
0.0011
Head, h (ft)
10
Flow, Q (cfs)
0.017
Flow, Q (gpm)
7.5
NCNG - Raeford Specific Data:
Max. Head, h, on Cartridges (ft) 2.25
Number of cartridges 16
h
0,.07
(0,bll)
4
•o
�jj(_3 2.22)(0),
0.,017cfs, 7.5GRAI
During the worst -case scenario, there is 2.25 feet of head available on the orifice.
Flow Rate per Cartridae:
Flow, Q (cfs)
0.00-7
Flow, Q (gpm)
3oS0
= c 2 h
With 2.25 of head available, each cartridge will discharge 3.5 gpm, or 0.0078 cfs. Since 3.5 gpm is less than
the 1 GPM/sf flow rate of 7.5 GPM for the 18-inch cartridge, the mass loading calculations are preserved and
16 cartridges are suitable for this site.
Total Unit Outflow:
Flow, Q (cfs) per cartridge 0.0078
Flow, Q (cfs) total 0.1248
(Q = No. Cartridges x Flow per Cartridge)
With 16 cartridges, the total StormFilter discharge outflow rate is 0.1248 cfs during the worst -case scenario.

C \m"--'-NTECH0
ENGINEERED SOLUTIONS
Equivalent Orifice Diameter.
The Stormwater Management
StormFilter
The following equations back -calculate from the total worst -case StormFilter flow rate and head to
determine an equivalent orifice diameter that can be used to represent the StormFilter when designed on a
volume/mass basis.
Total Outflow (cfs)
0.1248
Orifice Coefficent
0.61
Max. Head on cartridges (ft)
2.25
Equivalent Diameter, D (ft)
0.147
Equivalent Diameter, D (in)
1365
_ cA,12Gh
G
(0. 1)
D _
��2(322)h
This equivalent orifice, however, it not a physical orifice. It is simply a method for accounting for the flow
through the Volume StormFilter in routing calculations when required.

Watershed Model SchematicHydraflowHydrographs Extension forAutodesk0 Civil 3DO2019 byAutodesk, Inc. v2019.2
1
2
4
5
rYry
�
3
7
Leaend
Hvd• Origin Description
1 Mod. Rational Analysis Point A Pre -Development
2 Mod. Rational Analysis Point B Pre -Development
3 Mod. Rational Analysis Point B Post -Development
4 Mod. Rational Analysis Point A Post -Development Bypass
5 Mod. Rational Analysis Point A Post -Development SCM
6 Reservoir Underground Detention
7 Combine Analysis Point A Combined
Project: PrePost.gpw
Wednesday, 04 / 21 / 2021

Hydraflow Table of Contents
PrePost.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 04 / 21 / 2021
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
- Year
SummaryReport.........................................................................................................................
3
HydrographReports...................................................................................................................
4
Hydrograph No. 1, Mod. Rational, Analysis Point Pre -Development ...................................
4
TR-55 Tc Worksheet...........................................................................................................
5
Hydrograph No. 2, Mod. Rational, Analysis Point B Pre -Development ....................................
6
TR-55 Tc Worksheet...........................................................................................................
7
Hydrograph No. 3, Mod. Rational, Analysis Point B Post -Development ..................................
8
TR-55 Tc Worksheet...........................................................................................................
9
Hydrograph No. 4, Mod. Rational, Analysis Point A Post -Development Bypass ...................
10
TR-55 Tc Worksheet.........................................................................................................
11
Hydrograph No. 5, Mod. Rational, Analysis Point A Post -Development SCM.......................
12
TR-55 Tc Worksheet.........................................................................................................
13
Hydrograph No. 6, Reservoir, Underground Detention..........................................................
14
Pond Report - Underground Detention..............................................................................
15
Hydrograph No. 7, Combine, Analysis Point A Combined .....................................................
16
10 -Year
SummaryReport
.......................................................................................................................
17
HydrographReports.................................................................................................................
18
Hydrograph No.
1, Mod.
Rational, Analysis Point Pre -Development .................................
18
Hydrograph No.
2, Mod.
Rational, Analysis Point B Pre -Development ..................................
19
Hydrograph No.
3, Mod.
Rational, Analysis Point B Post -Development ................................
20
Hydrograph No.
4, Mod.
Rational, Analysis Point A Post -Development Bypass ...................
21
Hydrograph No.
5, Mod.
Rational, Analysis Point A Post -Development SCM.......................
22
Hydrograph No.
6, Reservoir, Underground Detention..........................................................
23
Hydrograph No.
7, Combine, Analysis Point A Combined .....................................................
24
100 - Year
SummaryReport
.......................................................................................................................
25
HydrographReports.................................................................................................................
26
Hydrograph No.
1, Mod.
Rational, Analysis Point Pre -Development .................................
26
Hydrograph No.
2, Mod.
Rational, Analysis Point B Pre -Development ..................................
27
Hydrograph No.
3, Mod.
Rational, Analysis Point B Post -Development ................................
28
Hydrograph No.
4, Mod.
Rational, Analysis Point A Post -Development Bypass ...................
29
Hydrograph No.
5, Mod.
Rational, Analysis Point A Post -Development SCM.......................
30
Hydrograph No.
6, Reservoir, Underground Detention..........................................................
31
Hydrograph No.
7, Combine, Analysis Point A Combined .....................................................
32
OFReport.................................................................................................................. 33

Hydrograph Return Period R PyFraMlydr.graphs 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
6 -yr
10-yr
26-yr
60-yr
100-yr
1
Mod. Rational
------
7.240
-------
-------
-------
11.42
-------
-------
14.83
Analysis Point A Pre -Development
2
Mod. Rational
------
2.152
-------
-------
-------
3.492
-------
-------
4.661
Analysis Point B Pre -Development
3
Mod. Rational
------
0.299
-------
-------
-------
0.481
-------
-------
0.638
Analysis Point B Post -Development
4
Mod. Rational
------
3.206
-------
-------
-------
3.818
-------
-------
5.510
Analysis Point A Post -Development B
5
Mod. Rational
------
2.547
-------
-------
-------
2.967
-------
-------
3.691
Analysis Point A Post -Development S
6
Reservoir
5
2.435
-------
-------
-------
2.967
-------
-------
3.691
Underground Detention
7
Combine
4,6
5.641
-------
-------
-------
6.785
-------
-------
9.201
Analysis Point A Combined
Proj. file: PrePost.gpw
Wednesday, 04 / 21 / 2021

Hydrograph Summary Repo rlydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v2019.2
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
Mod. Rational
7.240
1
5
6,516
------
------
------
Analysis Point A Pre -Development
2
Mod. Rational
2.152
1
9
3,487
------
------
------
Analysis Point B Pre -Development
3
Mod. Rational
0.299
1
8
430
------
------
------
Analysis Point B Post -Development
4
Mod. Rational
3.206
1
5
10,771
------
------
------
Analysis Point A Post -Development B
5
Mod. Rational
2.547
1
5
6,723
------
------
------
Analysis Point A Post -Development S
6
Reservoir
2.435
1
44
6,719
5
265.76
5,032
Underground Detention
7
Combine
5.641
1
44
17,490
4,6
------
------
Analysis Point A Combined
PrePost.gpw
Return Period: 1 Year
Wednesday, 04 / 21 / 2021

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 04 / 21 / 2021
Hyd. No. 1
Analysis Point A Pre -Development
Hydrograph type
= Mod. Rational
Peak discharge
= 7.240 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.08 hrs
Time interval
= 1 min
Hyd. volume
= 6,516 cuft
Drainage area
= 3.820 ac
Runoff coeff.
= 0.54*
Intensity
= 3.510 in/hr
Tc by TR55
= 5.00 min
OF Curve
= RAEFORD_IDF.IDF
Storm duration
= 3.0 x Tc
Target Q
=n/a
Est. Req'd Storage
=n/a
Composite (Area/C) _ [(0.970 x 0.95) + (0.560 x 0.60) + (2.290 x 0.35)] / 3.820
Q (cfs)
8.00
.M
4.00
rM
0.00
0.0 0.0 0.1
Hyd No. 1
Analysis Point A Pre -Development
Hyd. No. 1 -- 1 Year
0.1 0.1
Q (cfs)
8.00
M
4.00
2.00
- 0.00
0.2 0.2 0.2 0.3 0.3 0.3
Time (hrs)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 1
Analysis Point A Pre -Development
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 27.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.68
0.00
0.00
Land slope (%)
= 1.48
0.00
0.00
Travel Time (min)
= 3.62 +
0.00 +
0.00 =
3.62
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope (%)
= 0.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Channel Flow
X sectional flow area (sqft)
= 12.50
0.00
0.00
Wetted perimeter (ft)
= 7.00
0.00
0.00
Channel slope (%)
= 1.14
0.00
0.00
Manning's n-value
= 0.026
0.015
0.015
Velocity (ft/s)
=9.02
0.00
0.00
Flow length (ft)
({0})700.0
0.0
0.0
Travel Time (min)
= 1.29 +
0.00 +
0.00 =
1.29
Total Travel Time, Tc..............................................................................
5.00 min

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 04 / 21 / 2021
Hyd. No. 2
Analysis Point B Pre -Development
Hydrograph type
= Mod. Rational
Peak discharge
= 2.152 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.15 hrs
Time interval
= 1 min
Hyd. volume
= 3,487 cuft
Drainage area
= 1.340 ac
Runoff coeff.
= 0.63*
Intensity
= 2.550 in/hr
Tc by TR55
= 9.00 min
OF Curve
= RAEFORD_IDF.IDF
Storm duration
= 3.0 x Tc
Target Q
=n/a
Est. Req'd Storage
=n/a
Composite (Area/C) _ [(0.630 x 0.95) + (0.710 x 0.35)] / 1.340
Q (cfs)
3.00
rM
1.00
Analysis Point B Pre -Development
Hyd. No. 2 -- 1 Year
0.00 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Hyd No. 2
1
Q (cfs)
3.00
2.00
1.00
0.00
1 1
Time (hrs)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 2
Analysis Point B Pre -Development
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.011
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.68
0.00
0.00
Land slope (%)
= 0.10
0.00
0.00
Travel Time (min)
= 9.02 +
0.00 +
0.00 =
9.02
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope (%)
= 0.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
=0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Channel Flow
X sectional flow area (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..............................................................................
9.00 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 04 / 21 / 2021
Hyd. No. 3
Analysis Point B Post -Development
Hydrograph type
= Mod. Rational
Peak discharge
= 0.299 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.13 hrs
Time interval
= 1 min
Hyd. volume
= 430 cuft
Drainage area
= 0.280 ac
Runoff coeff.
= 0.39*
Intensity
= 2.734 in/hr
Tc by TR55
= 8.00 min
OF Curve
= RAEFORD_IDF.IDF
Storm duration
= 3.0 x Tc
Target Q
=n/a
Est. Req'd Storage
=n/a
Composite (Area/C) _ [(0.020 x 0.95) + (0.260 x 0.35)] / 0.280
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
Analysis Point B Post -Development
Hyd. No. 3 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5 0.5
Hyd No. 3 Time (hrs)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 3
Analysis Point B Post -Development
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.011
0.011
0.011
Flow length (ft)
= 0.0
0.0
0.0
Two-year 24-hr precip. (in)
= 0.00
0.00
0.00
Land slope (%)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Shallow Concentrated Flow
Flow length (ft)
= 210.00
0.00
0.00
Watercourse slope (%)
= 0.10
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=0.51
0.00
0.00
Travel Time (min)
= 6.86 +
0.00 +
0.00 =
6.86
Channel Flow
X sectional flow area (sqft)
= 6.00
0.00
0.00
Wetted perimeter (ft)
= 8.00
0.00
0.00
Channel slope (%)
= 0.10
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=2.59
0.00
0.00
Flow length (ft)
({0})205.0
0.0
0.0
Travel Time (min)
= 1.32 +
0.00 +
0.00 =
1.32
Total Travel Time, Tc..............................................................................
8.00 min

Hydrograph Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 4
Analysis Point A Post -Development Bypass
Hydrograph type
= Mod. Rational
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 3.100 ac
Runoff coeff.
Intensity
= 1.567 in/hr
Tc by TR55
IDF Curve
= RAEFORD_IDF.IDF
Storm duration
Target Q
=1.750 cfs
Est. Req'd Storage
Composite (Area/C) _ [(1.180 x 0.95) + (0.980 x 0.60) + (0.940 x 0.35)] / 3.100
Q (cfs)
4.00
3.00
rM
1.00
0.00 Aid, I
0.0 0.2
Hyd No. 4
Analysis Point A Post -Development Bypass
Hyd. No. 4 -- 1 Year
0.3 0.5 0.7 0.8
[ [ [ I U Mod. Rational Est. Storage = 7,516 cuft
Wednesday, 04 / 21 / 2021
= 3.206 cfs
= 0.08 hrs
= 10,771 cuft
= 0.66*
= 5.00 min
= 11.2xTc
=7,516 cuft
1.0
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1.2
Time (hrs)

TR55 Tc Worksheet
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 4
Analysis Point A Post -Development Bypass
Description A
Sheet Flow
Manning's n-value
= 0.011
Flow length (ft)
= 206.0
Two-year 24-hr precip. (in)
= 3.68
Land slope (%)
= 1.21
Travel Time (min)
= 2.46
Shallow Concentrated Flow
Flow length (ft)
= 0.00
Watercourse slope (%)
= 0.00
Surface description
= Paved
Average velocity (ft/s)
=0.00
Travel Time (min)
= 0.00
Channel Flow
X sectional flow area (sqft)
= 1.76
Wetted perimeter (ft)
= 4.60
Channel slope (%)
= 0.44
Manning's n-value
= 0.015
Velocity (ft/s)
=3.46
B
C Totals
0.011
0.011
0.0
0.0
0.00
0.00
0.00
0.00
+ 0.00 +
0.00 = 2.46
0.00
0.00
0.00
0.00
Paved
Paved
0.00
0.00
+ 0.00 +
0.00 = 0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.015
0.015
0.00
0.00
Flow length (ft) ({0})670.0 0.0 0.0
Travel Time (min) = 3.23 + 0.00 + 0.00
Total Travel Time, Tc..............................................................................
= 3.23
5.00 min

Hydrograph Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 5
Analysis Point A Post -Development SCM
Hydrograph type
= Mod. Rational
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 1.780 ac
Runoff coeff.
Intensity
= 1.858 in/hr
Tc by TR55
IDF Curve
= RAEFORD_IDF.IDF
Storm duration
Target Q
=1.750 cfs
Est. Req'd Storage
Composite (Area/C) _ [(1.000 x 0.95) + (0.590 x 0.60) + (0.190 x 0.35)] / 1.780
Q (cfs)
3.00
rM
1.00
Analysis Point A Post -Development SCM
Hyd. No. 5 -- 1 Year
Wednesday, 04 / 21 / 2021
= 2.547 cfs
= 0.08 hrs
= 6,723 cuft
= 0.77*
= 5.00 min
= 8.8 x Tc
=4,135 cuft
0.00umm'- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1
Hyd No. 5 1 [ [ [ [ I U Mod. Rational Est. Storage = 4,135 cuft
Q (cfs)
3.00
2.00
1.00
0.00
1 1
Time (hrs)

TR55 Tc Worksheet
13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 5
Analysis Point A Post -Development SCM
Description A
Sheet Flow
Manning's n-value
= 0.011
Flow length (ft)
= 150.0
Two-year 24-hr precip. (in)
= 3.68
Land slope (%)
= 0.80
Travel Time (min)
= 2.25
Shallow Concentrated Flow
Flow length (ft)
= 0.00
Watercourse slope (%)
= 0.00
Surface description
= Paved
Average velocity (ft/s)
=0.00
Travel Time (min)
= 0.00
Channel Flow
X sectional flow area (sqft)
= 1.76
Wetted perimeter (ft)
= 4.70
Channel slope (%)
= 0.48
Manning's n-value
= 0.013
Velocity (ft/s)
=4.11
B
C Totals
0.011
0.011
0.0
0.0
0.00
0.00
0.00
0.00
+ 0.00 +
0.00 = 2.25
0.00
0.00
0.00
0.00
Paved
Paved
0.00
0.00
+ 0.00 +
0.00 = 0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.015
0.015
0.00
0.00
Flow length (ft) ({0})625.0 0.0 0.0
Travel Time (min) = 2.53 + 0.00 + 0.00
Total Travel Time, Tc..............................................................................
= 2.53
5.00 min

Hydrograph
Report
14
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc.
v2019.2
Wednesday, 04 / 21 / 2021
Hyd. No. 6
Underground Detention
Hydrograph type
= Reservoir
Peak discharge
= 2.435 cfs
Storm frequency
= 1 yrs
Time to peak
= 0.73 hrs
Time interval
= 1 min
Hyd. volume
= 6,719 cuft
Inflow hyd. No.
= 5 - Analysis Point A Post-Deve1dpm0b bh
= 265.76 ft
Reservoir name
= Underground Detention
Max. Storage
= 5,032 cuft
Storage Indication method used. Outflow includes exfiltration
Q (cfs)
3.00
r M
1.00
Underground Detention
Hyd. No. 6 -- 1 Year
0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0
Hyd No. 6 Hyd No. 5 II I = Total storage used = 5,032 cuft
Q (cfs)
3.00
2.00
1.00
0.00
12.0
Time (hrs)

Pond Report
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 04 / 21 / 2021
Pond No. 1 - Underground Detention
Pond Data
UG Chambers -Invert elev. = 263.00 ft, Rise x Span = 3.00 x 3.00
ft, Barrel Len = 743.00 ft,
No. Barrels = 1, Slope = 0.00%, Headers = No
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 263.00 n/a
0
0
0.30 263.30 n/a
273
273
0.60 263.60 n/a
475
748
0.90 263.90 n/a
578
1,326
1.20 264.20 n/a
636
1,962
1.50 264.50 n/a
665
2,627
1.80 264.80 n/a
665
3,292
2.10 265.10 n/a
636
3,928
2.40 265.40 n/a
577
4,505
2.70 265.70 n/a
475
4,980
3.00 266.00 n/a
273
5,253
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 24.00
1.76
9.00
0.00
Span (in)
= 24.00
1.76
22.00
0.00
No. Barrels
= 1
1
1
0
Invert El. (ft)
= 263.00
263.00
265.25
0.00
Length (ft)
= 20.00
1.00
1.00
0.00
Slope (%)
= 0.50
0.50
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)
3.00
NM
m
0.00 " '
0.00 0.50
------------------ Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
0.00
0.00
0.00
Crest El. (ft)
= 266.00
0.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= 1
---
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.500 (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
1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50
Elev (ft)
266.00
265.00
264.00
1 263.00
5.00
Discharge (cfs)

PoFtl°No. 1 - Underground Detention
Hydraflow Hydrographs Extension for Autodesk® Civil 3D@ 2019 by Autodesk, Inc. v2019.2
9.0 x 22.0 in orifice T j A
3.00
2.00
1.00
L 0.00
Stage (ft)
Elev. 263.00
100-yr
10-yr
1-yr
Inflow hydrograph = 5. Mod. Rational - Analysis Point A Post -Development SCM
Project: PrePost.gpw I Wednesday, 04 / 21 / 2021 1

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 04 / 21 / 2021
Hyd. No. 7
Analysis Point A Combined
Hydrograph type = Combine Peak discharge = 5.641 cfs
Storm frequency = 1 yrs Time to peak = 0.73 hrs
Time interval = 1 min Hyd. volume = 17,490 cuft
Inflow hyds. = 4, 6 Contrib. drain. area = 3.100 ac
Analysis Point A Combined
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 L 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0
Time (hrs)
Hyd No. 7 Hyd No. 4 Hyd No. 6

17
Hydrograph Summary Repo rlydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v2019.2
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
Mod. Rational
11.42
1
5
10,278
------
------
------
Analysis Point A Pre -Development
2
Mod. Rational
3.492
1
9
5,657
------
------
------
Analysis Point B Pre -Development
3
Mod. Rational
0.481
1
8
693
------
------
------
Analysis Point B Post -Development
4
Mod. Rational
3.818
1
5
21,533
------
------
------
Analysis Point A Post -Development B
5
Mod. Rational
2.967
1
5
13,529
------
------
------
Analysis Point A Post -Development S
6
Reservoir
2.967
1
60
13,524
5
265.83
5,102
Underground Detention
7
Combine
6.785
1
60
35,057
4,6
------
------
Analysis Point A Combined
PrePost.gpw
Return Period: 10 Year
Wednesday, 04 / 21 / 2021

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 04 / 21 / 2021
Hyd. No. 1
Analysis Point A Pre -Development
Hydrograph type
= Mod. Rational
Peak discharge
= 11.42 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.08 hrs
Time interval
= 1 min
Hyd. volume
= 10,278 cuft
Drainage area
= 3.820 ac
Runoff coeff.
= 0.54*
Intensity
= 5.536 in/hr
Tc by TR55
= 5.00 min
OF Curve
= RAEFORD_IDF.IDF
Storm duration
= 3.0 x Tc
Target Q
=n/a
Est. Req'd Storage
=n/a
Composite (Area/C) _ [(0.970 x 0.95) + (0.560 x 0.60) + (2.290 x 0.35)] / 3.820
Q (cfs)
12.00
10.00
91011111
.M
4.00
rM
0.00
0.0 0.0 0.1
Hyd No. 1
Analysis Point A Pre -Development
Hyd. No. 1 -- 10 Year
0.1 0.1
Q (cfs)
12.00
10.00
M
M
4.00
2.00
- 0.00
0.2 0.2 0.2 0.3 0.3 0.3
Time (hrs)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 04 / 21 / 2021
Hyd. No. 2
Analysis Point B Pre -Development
Hydrograph type
= Mod. Rational
Peak discharge
= 3.492 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.15 hrs
Time interval
= 1 min
Hyd. volume
= 5,657 cuft
Drainage area
= 1.340 ac
Runoff coeff.
= 0.63*
Intensity
= 4.136 in/hr
Tc by TR55
= 9.00 min
OF Curve
= RAEFORD_IDF.IDF
Storm duration
= 3.0 x Tc
Target Q
=n/a
Est. Req'd Storage
=n/a
Composite (Area/C) _ [(0.630 x 0.95) + (0.710 x 0.35)] / 1.340
Q (cfs)
4.00
3.00
rM
1.00
Analysis Point B Pre -Development
Hyd. No. 2 -- 10 Year
0.00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Hyd No. 2
1
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1 1
Time (hrs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 04 / 21 / 2021
Hyd. No. 3
Analysis Point B Post -Development
Hydrograph type
= Mod. Rational
Peak discharge
= 0.481 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.13 hrs
Time interval
= 1 min
Hyd. volume
= 693 cuft
Drainage area
= 0.280 ac
Runoff coeff.
= 0.39*
Intensity
= 4.408 in/hr
Tc by TR55
= 8.00 min
OF Curve
= RAEFORD_IDF.IDF
Storm duration
= 3.0 x Tc
Target Q
=n/a
Est. Req'd Storage
=n/a
Composite (Area/C) _ [(0.020 x 0.95) + (0.260 x 0.35)] / 0.280
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
Analysis Point B Post -Development
Hyd. No. 3 -- 10 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5 0.5
Hyd No. 3 Time (hrs)

Hydrograph Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 4
Analysis Point A Post -Development Bypass
Hydrograph type
= Mod. Rational
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 3.100 ac
Runoff coeff.
Intensity
= 1.866 in/hr
Tc by TR55
IDF Curve
= RAEFORD_IDF.IDF
Storm duration
Target Q
=1.900 cfs
Est. Req'd Storage
Composite (Area/C) _ [(1.180 x 0.95) + (0.980 x 0.60) + (0.940 x 0.35)] / 3.100
Q (cfs)
4.00
3.00
Non
1.00
0.00
0.0 0.2
Hyd No. 4
Analysis Point A Post -Development Bypass
Hyd. No. 4 -- 10 Year
Wednesday, 04 / 21 / 2021
= 3.818 cfs
= 0.08 hrs
= 21,533 cuft
= 0.66*
= 5.00 min
= 18.8 x Tc
=15, 866 cuft
till
I,, "Oil
0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5
[ [ I U Mod. Rational Est. Storage = 15,866 cuft
Q (cfs)
- 4.00
- 3.00
- 2.00
- 1.00
- 0.00
1.7
Time (hrs)

Hydrograph Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 5
Analysis Point A Post -Development SCM
Hydrograph type
= Mod. Rational
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 1.780 ac
Runoff coeff.
Intensity
= 2.165 in/hr
Tc by TR55
IDF Curve
= RAEFORD_IDF.IDF
Storm duration
Target Q
=1.900 cfs
Est. Req'd Storage
Composite (Area/C) _ [(1.000 x 0.95) + (0.590 x 0.60) + (0.190 x 0.35)] / 1.780
Q (cfs)
3.00
Non
1.00
0.00
0.0 0.2
Hyd No. 5
Analysis Point A Post -Development SCM
Hyd. No. 5 -- 10 Year
Wednesday, 04 / 21 / 2021
= 2.967 cfs
= 0.08 hrs
= 13,529 cuft
= 0.77*
= 5.00 min
= 15.2 x Tc
=8,880 cuft
000
0100001111
I
11100
0
000
0010011110000
00
10
1000
00111001111000
1111
11100000
0.3 0.5 0.7 0.8 1.0 1.2 1.3
I U Mod. Rational Est. Storage = 8,880 cuft
Q (cfs)
- 3.00
- 2.00
- 1.00
0.00
1.5
Time (hrs)

Hydrograph
Report
23
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc.
v2019.2
Wednesday, 04 / 21 / 2021
Hyd. No. 6
Underground Detention
Hydrograph type
= Reservoir
Peak discharge
= 2.967 cfs
Storm frequency
= 10 yrs
Time to peak
= 1.00 hrs
Time interval
= 1 min
Hyd. volume
= 13,524 cuft
Inflow hyd. No.
= 5 - Analysis Point A Post-Deve1dpm0b bh
= 265.83 ft
Reservoir name
= Underground Detention
Max. Storage
= 5,102 cuft
Storage Indication method used. Outflow includes exfiltration
Underground Detention
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
dd�uwm nnn������wu���nnn
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0
Time (hrs)
Hyd No. 6 Hyd No. 5 II I I � I LIJ Total storage used = 5,102 cult

Hydrograph Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 04 / 21 / 2021
Hyd. No. 7
Analysis Point A Combined
Hydrograph type = Combine
Peak discharge
= 6.785 cfs
Storm frequency = 10 yrs
Time to peak
= 1.00 hrs
Time interval = 1 min
Hyd. volume
= 35,057 cuft
Inflow hyds. = 4, 6
Contrib. drain. area
= 3.100 ac
Q (cfs)
7.00
. Me
5.00
3.00
1.00
Analysis Point A Combined
Hyd. No. 7 -- 10 Year
d
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0
Time (hrs)
Hyd No. 7 Hyd No. 4 Hyd No. 6

25
Hydrograph Summary Repo rlydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v2019.2
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
Mod. Rational
14.83
1
5
13,347
------
------
------
Analysis Point A Pre -Development
2
Mod. Rational
4.661
1
9
7,550
------
------
------
Analysis Point B Pre -Development
3
Mod. Rational
0.638
1
8
919
------
------
------
Analysis Point B Post -Development
4
Mod. Rational
5.510
1
5
32,729
------
------
------
Analysis Point A Post -Development B
5
Mod. Rational
3.691
1
5
21,925
------
------
------
Analysis Point A Post -Development S
6
Reservoir
3.691
1
53
21,920
5
265.93
5,190
Underground Detention
7
Combine
9.201
1
53
54,648
4,6
------
------
Analysis Point A Combined
PrePost.gpw
Return Period: 100 Year
Wednesday, 04 / 21 / 2021

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 04 / 21 / 2021
Hyd. No. 1
Analysis Point A Pre -Development
Hydrograph type
= Mod. Rational
Peak discharge
= 14.83 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.08 hrs
Time interval
= 1 min
Hyd. volume
= 13,347 cuft
Drainage area
= 3.820 ac
Runoff coeff.
= 0.54*
Intensity
= 7.189 in/hr
Tc by TR55
= 5.00 min
OF Curve
= RAEFORD_IDF.IDF
Storm duration
= 3.0 x Tc
Target Q
=n/a
Est. Req'd Storage
=n/a
Composite (Area/C) _ [(0.970 x 0.95) + (0.560 x 0.60) + (2.290 x 0.35)] / 3.820
Q (cfs)
15.00
12.00
3.00
0.00
0.0 0.0 0.1
Hyd No. 1
Analysis Point A Pre -Development
Hyd. No. 1 -- 100 Year
0.1 0.1
Q (cfs)
15.00
12.00
. We
3.00
- 0.00
0.2 0.2 0.2 0.3 0.3 0.3
Time (hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Wednesday, 04 / 21 / 2021
Hyd. No. 2
Analysis Point B Pre -Development
Hydrograph type
= Mod. Rational
Peak discharge
= 4.661 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.15 hrs
Time interval
= 1 min
Hyd. volume
= 7,550 cuft
Drainage area
= 1.340 ac
Runoff coeff.
= 0.63*
Intensity
= 5.521 in/hr
Tc by TR55
= 9.00 min
OF Curve
= RAEFORD_IDF.IDF
Storm duration
= 3.0 x Tc
Target Q
=n/a
Est. Req'd Storage
=n/a
Composite (Area/C) _ [(0.630 x 0.95) + (0.710 x 0.35)] / 1.340
Q (cfs)
5.00
4.00
3.00
R 11
1.00
Analysis Point B Pre -Development
Hyd. No. 2 -- 100 Year
0.00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Hyd No. 2
1
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
1 1
Time (hrs)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 04 / 21 / 2021
Hyd. No. 3
Analysis Point B Post -Development
Hydrograph type
= Mod. Rational
Peak discharge
= 0.638 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.13 hrs
Time interval
= 1 min
Hyd. volume
= 919 cuft
Drainage area
= 0.280 ac
Runoff coeff.
= 0.39*
Intensity
= 5.843 in/hr
Tc by TR55
= 8.00 min
OF Curve
= RAEFORD_IDF.IDF
Storm duration
= 3.0 x Tc
Target Q
=n/a
Est. Req'd Storage
=n/a
Composite (Area/C) _ [(0.020 x 0.95) + (0.260 x 0.35)] / 0.280
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Analysis Point B Post -Development
Hyd. No. 3 -- 100 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5 0.5
Hyd No. 3 Time (hrs)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 04 / 21 / 2021
Hyd. No. 4
Analysis Point A Post -Development Bypass
Hydrograph type
= Mod. Rational
Peak discharge
= 5.510 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.08 hrs
Time interval
= 1 min
Hyd. volume
= 32,729 cuft
Drainage area
= 3.100 ac
Runoff coeff.
= 0.66*
Intensity
= 2.693 in/hr
Tc by TR55
= 5.00 min
IDF Curve
= RAEFORD_IDF.IDF
Storm duration
= 19.8 x Tc
Target Q
=2.500 cfs
Est. Req'd Storage
=24,895 cuft
Composite (Area/C) _ [(1.180 x 0.95) + (0.980 x 0.60) + (0.940 x 0.35)] / 3.100
Q (cfs)
6.00
5.00
4.00
3.00
I'm
1.00
0.00
0.0 0.2 0.3
Hyd No. 4
Analysis Point A Post -Development Bypass
Hyd. No. 4 -- 100 Year
0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7
[ [ [ [ I U Mod. Rational Est. Storage = 24,895 cuft
Q (cfs)
- 6.00
- 5.00
- 4.00
- 3.00
- 2.00
- 1.00
0.00
1.8
Time (hrs)

Hydrograph Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 5
Analysis Point A Post -Development SCM
Hydrograph type
= Mod. Rational
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 1.780 ac
Runoff coeff.
Intensity
= 2.693 in/hr
Tc by TR55
IDF Curve
= RAEFORD_IDF.IDF
Storm duration
Target Q
=2.500 cfs
Est. Req'd Storage
Composite (Area/C) _ [(1.000 x 0.95) + (0.590 x 0.60) + (0.190 x 0.35)] / 1.780
Q (cfs)
4.00
3.00
rM
1.00
0.00 11
0.0 0.2
Hyd No. 5
Analysis Point A Post -Development SCM
Hyd. No. 5 -- 100 Year
0.3 0.5 0.7 0.8 1.0 1.2 1.3
[ [ [ [ I U Mod. Rational Est. Storage = 14,084 cuft
Wednesday, 04 / 21 / 2021
= 3.691 cfs
= 0.08 hrs
= 21,925 cuft
= 0.77*
= 5.00 min
= 19.8 x Tc
=14, 084 cuft
1.5 1.7
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1.8
Time (hrs)

Hydrograph
Report
31
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc.
v2019.2
Wednesday, 04 / 21 / 2021
Hyd. No. 6
Underground Detention
Hydrograph type
= Reservoir
Peak discharge
= 3.691 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.88 hrs
Time interval
= 1 min
Hyd. volume
= 21,920 cuft
Inflow hyd. No.
= 5 - Analysis Point A Post-Deve1dpm0b bh
= 265.93 ft
Reservoir name
= Underground Detention
Max. Storage
= 5,190 cuft
Storage Indication method used. Outflow includes exfiltration
Underground Detention
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 emu' 0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0
Time (hrs)
Hyd No. 6 Hyd No. 5 II I I � I LIJ Total storage used = 5,190 cult

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Wednesday, 04 / 21 / 2021
Hyd. No. 7
Analysis Point A Combined
Hydrograph type = Combine Peak discharge = 9.201 cfs
Storm frequency = 100 yrs Time to peak = 0.88 hrs
Time interval = 1 min Hyd. volume = 54,648 cuft
Inflow hyds. = 4, 6 Contrib. drain. area = 3.100 ac
Analysis Point A Combined

33
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2019.2 Wednesday, 04 / 21 / 2021
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
67.0102
12.7000
0.8880
--------
2
81.2179
13.2000
0.8886
--------
3
0.0000
0.0000
0.0000
--------
5
0.0000
0.0000
0.0000
--------
10
77.9984
12.3000
0.8000
--------
25
68.9087
11.0000
0.7384
--------
50
65.6289
10.4000
0.7043
--------
100
58.0693
9.2000
0.6556
--------
File name: RAEFORD IDF.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
5.22
4.19
3.51
3.03
2.67
2.39
2.17
1.98
1.83
1.70
1.59
1.49
2
6.17
4.97
4.18
3.61
3.19
2.86
2.59
2.38
2.19
2.04
1.91
1.79
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
7.97
6.51
5.54
4.84
4.31
3.90
3.57
3.29
3.06
2.86
2.69
2.54
25
8.89
7.28
6.22
5.46
4.89
4.44
4.08
3.78
3.53
3.31
3.12
2.96
50
9.57
7.85
6.72
5.93
5.32
4.85
4.47
4.15
3.88
3.65
3.45
3.28
100
10.20
8.37
7.19
6.36
5.73
5.24
4.84
4.51
4.24
4.00
3.79
3.61
Tc = time in minutes. Values may exceed 60.
Precip. file name: Sample.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
3.04
3.68
0.00
4.40
5.44
6.52
7.39
8.28
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
4.40
0.00
0.00
0.00
0.00

NCNG Raeford
Raeford. NC
RIPRAP A
Pipe Diameter
Upper Invert:
Lower Invert:
Pipe Length:
Pipe Slope:
Pipe Material:
Q10 =
Qfull =
Vfull =
Dissipator Dimensions *
30.00 in
262.05
262.00
11.00 ft
0.005
RCP
32.42 cfs
27.70 cfs
5.64 fps
Zone =
Stone Filling Class =
Entry Width ( 3 X Do ) =
Length ( 6 X Do ) =
Width (La + Do) =
Min. Thickness =
Stone Diameter (D50)=
11/17/20
43358 T I IMI S' P
TO iJ. bL5.1-'p YA A C I H 1. V� CP 1 P I P M OUVC'.Il.
ON
C: 0.91
i-10 (in/hr): 7.97
A (ac): 4.47
Discharge: 32.42 cfs
Q10/Qfull = 1.17
V/Vfull = FULL
V = 6.60 fps
2
B
7.5 ft
15.0 ft
17.5 ft
22 inches
6 inches
All units are in feet
" Dissipator pad designed for full flow of pipe
Rip Rap Calcs 11/17/2020 Page 1 of 1

SUPPLEMENT-EZ COVER PAGE
fOk
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 informafion provided here.
��►v i p
Signatureof Designe"......................................................__....................._........,-.�._......
3n -0
Date

DRAINAGE AREAS
............................................................................................................................................................................................................................................................................
1 Is this a high density project? Yes
2 If so, number of drainage areas/SCMs 1
Is all/part of this project subject to previous rule
3 versions? No
Mai aI.2LP.Ep.
DRAINAGE AREA INFORMATION���������������������
Entire Site
1���������
4
Type of SCM
StormFilter
5
o
T tal BUA in project (sq ft)
163453 sf
69261 sf
New BUA on subdivided lots (subject to
6
permitting).(N ft) ....
New BUA outside of subdivided lots (subject to
7
ermittinq) (sq
105934 sf
58950 sf
8
Offsite - total area (sq ft)
1565 sf
9
Offsite BUA (sq ft)
1565 sf
10
Breakdown of new BUA outside subdivided lots:
Parking„ (sq ft)
75177 sf
54448 sf
Sidewalk (sq ft)
4533 sf
1992 sf
Roof (sq ft)
sf
sf ..
Roadway (sq ft)..
sf ....
sf
Future (sq ft)
sf ....
sf ..
Other, please specify in the comment box
below (sq ft
26224 sf
2510 sf
New infiltrating permeable pavement on
11
subdivided lots (sq ft)
New infiltrating permeable pavement outside of
12
subdivided lots s ft
Exisitng BUA that will remain (not subject to
13
permitting) (sq ft)
55954 sf
10311 sf
14
Existing BUA that is already permitted (sq ft)
15
Existing BUA that will be removed (sq ft)
38167 sf„
16
Percent BUA
75.0%
89.7%
17
Design storm (inches)
1 in
18
Design volume of SCM (cu ft)
4151 cf
Simple Method,
treating required
1.59 AC of
impervious, with
25% reduction for
19
Calculation method for design volume
��������������������������
�INFORMATION
.... ...... ...... ....��
StormFilters
ADDITIONAL
�Please use this space to provide any additional information about the
20
drainage a rea(s)
Other BUA included as curb and gutter, stone landscaping, concrete mow
strip along fence.

STORMFILTER
1
..............................................................................................................................................................................1...................................
.re a...n number
r a it area
g
2
Design volume of SCM(cu�ft)�����������������������������������������������������
GENERALIMDC
FROM102HII�110501I� II�II�I III
Is the SCM sized to treat the SW from all surfaces at build-
3
out?
Yes
.....................................................................................................................................................................................................................................................................................................................................
4
Is the SCM located away from contaminated soils?
Yes
.....................................................................................................................................................................................................................................................................................................................................
5
What are the side slopes of the SCM (H:V)?
N/A
oes the SCM have retaining walls, gabion walls or other
Does
6
engineered side slopes?
No
.....................................................................................................................................................................................................................................................................................................................................
Are the inlets, outlets, and receiving stream protected from
7
erosion (10-year storm)?
Yes
.....................................................................................................................................................................................................................................................................................................................................
Is there an overflow or bypass for inflow volume in excess
8
of the design volume?
Yes
.....................................................................................................................................................................................................................................................................................................................................
What is the method for dewatering the SCM for
9
maintenance?
Drawdown Orifice
.....................................................................................................................................................................................................................................................................................................................................
If applicable, will the SCM be cleaned out after
10
construction?
Yes
Does
oes the maintenance access comply with General MDC
11
(8)?
Yes
Does
oes the drainage easement comply with General MDC
12
(9)?
No
.....................................................................................................................................................................................................................................................................................................................................
If the SCM is on a single family lot, does (will?) the plat
13
comply with General MDC (10)?
.....................................................................................................................................................................................................................................................................................................................................
Is there an O&M Agreement that complies with General
14
MDC (11)?
Yes
.....................................................................................................................................................................................................................................................................................................................................
Is there an O&M Plan that complies with General MDC
15
(12)?
Yes
.....................................................................................................................................................................................................................................................................................................................................
16
Does the SCM follow the device specific MDC?
Yes
17
Was the SCM designed by an NC licensed professional?
Yes
TO
���
M IFIF L ET DC FROM�THE TOR A�T��� R DESIGN A
UAL
18
Design volume from the drainage area (cubic feet)
4151 cf
19
.....................................................................................................................................................................................................................................................................................................................................
Is an upstream closed detention used?
Yes
20
Volume of the upslope closed detenion system (cubic feet)
4225 cf
.....................................................................................................................................................................................................................................................................................................................................
Percent of the design volume contained in the upslope
21
closed detention system (%)
102%
.....................................................................................................................................................................................................................................................................................................................................
22
N umber of cartridges
16
.....................................................................................................................................................................................................................................................................................................................................
23
Cartridge height (inches)
18 in
.....................................................................................................................................................................................................................................................................................................................................
24
SHWT elevation (fmsl)
260.2
.....................................................................................................................................................................................................................................................................................................................................
25
Elevation of bottom of Storm Filter vault (fmsl)
262.5
.....................................................................................................................................................................................................................................................................................................................................
26
.....................................................................................................................................................................................................................................................................................................................................
Clearance from the SHWT (feet)
2.5 ft
27
Storm Filter Media Flow Rate (GPM/ft2 of Media Surface)
1 gpm/sf
.....................................................................................................................................................................................................................................................................................................................................
28
Does the system includes a sediment sump?
No
.....................................................................................................................................................................................................................................................................................................................................
29
If yes, the diameter of the sump (feet)
N/A
30
If yes, the depth of the sump (feet)
N/A
.....................................................................................................................................................................................................................................................................................................................................
31
Time to drain the sump (hours)
N/A
.....................................................................................................................................................................................................................................................................................................................................
32
Time to drain the Storm Filter (hours)
17 hrs
.........33
.I.s........................................................................................................................................................................................................................................................................................................
an off-line flow splitting device used?
Yes
.....................................................................................................................................................................................................................................................................................................................................
34
Type of media used (Phosphosorb or Perlite)
Perlite
...........W
..................................................................................
...be.......performed by Certified
.l.l..maintenance
35
providers per instructions?
Yes
ADDITIONAL
IMaintenance
INFORMATION��������������������������������������
p p Y
36
information about the Storm Filter system(s):
A drainage easement is not required because the the property is
9 q p p Y
State-owned.

RaefordNCNG POVExpansion
305 Teal Drive, Raeford,
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 & ci
Bioretention Cell
Quantity:
Dry Detention Basin
Quantity:
Grassed Swale
Quantity:
Green Roof
Quantity:
Infiltration Basin
Quantity:
Infiltration Trench
Quantity:
Level SpreaderNFS
Quantity:
Permeable Pavement
Quantity:
Proprietary System
Quantity:
Rainwater Harvesting
Quantity:
Sand Filter
Quantity:
Stormwater Wetland
Quantity:
Wet Detention Basin
Quantity:
Disconnected Impervious Area
Present:
User Defined BMP
Present:
ng U&M tables wi
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):
i De aaaea automaucai
(Southwest 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:
Rodney D. Newton
Facility Management Officer North Carolina National Guard
1636 Gold Star Drive, Suite 2600
Raleigh, NC, 27607
919-345-6137
[e-mail]
Signature:
Date: 20 "q /) P—
?aF r .�
I, -� � � °-� �-~�$� � , a Notary Public for the State of �������,�, �_�.u:
County of -_i . do hearby certify that
personally appeared before me this ZOO day of w ° and
acknowledge the due execution of the Operations
Witness m hand and official seal and M�infi_ ance Agreement.
Y
ARACELY LOP
Notary Public, North
Wake County
My Commission E;
January 29, 202
Z
arolina
IreS
STO Z ', =k~
S My commission expires � � � ¥,:-�. 4/17/2020
Version 1.4 O&M Page 1 of 3

STORM-EZ 4/17/2020
Version 1.4 O&M Manual Page 2 of 3

Proprietary System Maintenance Requirements
How many devices are
Contech StormFilters? 1
Important operation and maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the StormFilter.
- The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds six inches.
The StormFilter system will be inspected quarterly. Records of operation and maintenance will be kept in a
known set location and will 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 to remediate the problem:
Adjacent pavement (if
applicable)
Trash/debris is present.
Remove the trash/debris.
Flow diversion structure
Sediment is present on the
pavement surface.
Sweep or vacuum the sediment as soon as possible.
StormFilter Cartridges
The structure is clogged.
Unclog the conveyance and dispose of any sediment offsite.
The structure is damaged.
Make any necessary repairs or replace if damage is too large for
Outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the sediment offsite.
The outlet device is damaged
Repair or replace the outlet device.
Receiving water
Erosion or other signs of
damage have occurred at the
outlet.
Contact the 401 Oversight Unit at 919-733-1786.
All other operation and maintenance activities should be in accordance with Contech's StormFilter Inspection and Maintenance
Procedures document. Any problems that are found shall be repaired immediately. The responsible party shall have received and
understand Contech's StormFilter Inspection and Maintenance Procedures document.
STORM-EZ 4/17/2020
Version 1.4 O&M Manual Page 3 of 3

C'''NTECH®
ENGINEERED SOLUTIONS
StormFilter Inspection and
Maintenance Procedures
40,
The Stormwater Management
Stormh

Maintenance Guidelines
The primary purpose of the Stormwater Management
StormFilter' is to filter and prevent pollutants from entering our
waterways. Like any effective filtration system, periodically these
pollutants must be removed to restore the StormFilter to its full
efficiency and effectiveness.
Maintenance requirements and frequency are dependent on the
pollutant load characteristics of each site. Maintenance activities
may be required in the event of a chemical spill or due to
excessive sediment loading from site erosion or extreme storms. It
is a good practice to inspect the system after major storm events.
Maintenance Procedures
Although there are many effective maintenance options, we
believe the following procedure to be efficient, using common
equipment and existing maintenance protocols. The following
two-step procedure is recommended::
1. Inspection
Inspection of the vault interior to determine the need for
maintenance.
2. Maintenance
• Cartridge replacement
• Sediment removal
Inspection and Maintenance Timing
At least one scheduled inspection should take place per year with
maintenance following as warranted.
First, an inspection should be done before the winter season.
During the inspection the need for maintenance should be
determined and, if disposal during maintenance will be required,
samples of the accumulated sediments and media should be
obtained.
Second, if warranted, a maintenance (replacement of the filter
cartridges and removal of accumulated sediments) should be
performed during periods of dry weather.
In addition to these two activities, it is important to check
the condition of the StormFilter unit after major storms for
potential damage caused by high flows and for high sediment
accumulation that may be caused by localized erosion in the
drainage area. It may be necessary to adjust the inspection/
maintenance schedule depending on the actual operating
conditions encountered by the system. In general, inspection
activities can be conducted at any time, and maintenance should
occur, if warranted, during dryer months in late summer to early
fall.
Maintenance Frequency
The primary factor for determining frequency of maintenance for
the StormFilter is sediment loading.
A properly functioning system will remove solids from water by
trapping particulates in the porous structure of the filter media
inside the cartridges. The flow through the system will naturally
decrease as more and more particulates are trapped. Eventually
the flow through the cartridges will be low enough to require
replacement. It may be possible to extend the usable span of the
cartridges by removing sediment from upstream trapping devices
on a routine as -needed basis, in order to prevent material from
being re -suspended and discharged to the StormFilter treatment
system.
The average maintenance lifecycle is approximately 1-5 years.
Site conditions greatly influence maintenance requirements.
StormFilter units located in areas with erosion or active
construction may need to be inspected and maintained more
often than those with fully stabilized surface conditions.
Regulatory requirements or a chemical spill can shift maintenance
timing as well. The maintenance frequency may be adjusted as
additional monitoring information becomes available during the
inspection program. Areas that develop known problems should
be inspected more frequently than areas that demonstrate no
problems, particularly after major storms. Ultimately, inspection
and maintenance activities should be scheduled based on the
historic records and characteristics of an individual StormFilter
system or site. It is recommended that the site owner develop
a database to properly manage StormFilter inspection and
maintenance programs..

Inspection Procedures
The primary goal of an inspection is to assess the condition of the
cartridges relative to the level of visual sediment loading as it relates
to decreased treatment capacity. It may be desirable to conduct this
inspection during a storm to observe the relative flow through the
filter cartridges. If the submerged cartridges are severely plugged,
then typically large amounts of sediments will be present and very
little flow will be discharged from the drainage pipes. If this is the
case, then maintenance is warranted and the cartridges need to be
replaced.
Warning: In the case of a spill, the worker should abort
inspection activities until the proper guidance is obtained.
Notify the local hazard control agency and Contech Engineered
Solutions immediately.
To conduct an inspection:
Important: Inspection should be performed by a person who is
familiar with the operation and configuration of the StormFilter
treatment unit and the unit's role, relative to detention or
retention facilities onsite.
1. If applicable, set up safety equipment to protect and notify
surrounding vehicle and pedestrian traffic.
2. Visually inspect the external condition of the unit and take notes
concerning defects/problems.
3. Open the access portals to the vault and allow the system vent.
4. Without entering the vault, visually inspect the inside of the
unit, and note accumulations of liquids and solids.
5. Be sure to record the level of sediment build-up on the floor of
the vault, in the forebay, and on top of the cartridges. If flow
is occurring, note the flow of water per drainage pipe. Record
all observations. Digital pictures are valuable for historical
documentation.
6. Close and fasten the access portals.
7. Remove safety equipment.
8. If appropriate, make notes about the local drainage area relative
to ongoing construction, erosion problems, or high loading of
other materials to the system.
9. Discuss conditions that suggest maintenance and make decision
as to whether or not maintenance is needed.
Maintenance Decision Tree
The need for maintenance is typically based on results of the
inspection. The following Maintenance Decision Tree should be used as
a general guide. (Other factors, such as Regulatory Requirements, may
need to be considered).
Please note Stormwater Management StormFilter devices installed
downstream of, or integrated within, a stormwater storage facility
typically have different operational parameters (i.e. draindown time). In
these cases, the inspector must understand the relationship between
the retention/detention facility and the treatment system by evaluating
site specific civil engineering plans, or contacting the engineer of record,
and make adjustments to the below guidance as necessary. Sediment
deposition depths and patterns within the StormFilter are likely to
be quite different compared to systems without upstream storage
and therefore shouldn't be used exclusively to evaluate a need for
maintenance.
1. Sediment loading on the vault floor.
a. If >4" of accumulated sediment, maintenance is
required.
2. Sediment loading on top of the cartridge.
a. If >1/4" of accumulation, maintenance is required.
3. Submerged cartridges.
a. If >4" of static water above cartridge bottom for more
than 24 hours after end of rain event, maintenance
is required. (Catch basins have standing water in the
cartridge bay.)
4. Plugged media.
a. While not required in all cases, inspection of the media
within the cartridge may provide valuable additional
information.
b. If pore space between media granules is absent,
maintenance is required.
5. Bypass condition.
a. If inspection is conducted during an average rain fall
event and StormFilter remains in bypass condition
(water over the internal outlet baffle wall or submerged
cartridges), maintenance is required.
6. Hazardous material release.
a. If hazardous material release (automotive fluids or other)
is reported, maintenance is required.
7. Pronounced scum line.
a. If pronounced scum line (say >_ 1/4" thick) is present
above top cap, maintenance is required.

Maintenance
Depending on the configuration of the particular system,
maintenance personnel will be required to enter the vault to
perform the maintenance.
Important: If vault entry is required, OSHA rules for confined
space entry must be followed.
Filter cartridge replacement should occur during dry weather.
It may be necessary to plug the filter inlet pipe if base flows is
occurring.
Replacement cartridges can be delivered to the site or customers
facility. Information concerning how to obtain the replacement
cartridges is available from Contech Engineered Solutions.
Warning: In the case of a spill, the maintenance personnel
should abort maintenance activities until the proper guidance
is obtained. Notify the local hazard control agency and
Contech Engineered Solutions immediately.
To conduct cartridge replacement and sediment removal
maintenance:
1. If applicable, set up safety equipment to protect maintenance
personnel and pedestrians from site hazards.
2. Visually inspect the external condition of the unit and take
notes concerning defects/problems.
3. Open the doors (access portals) to the vault and allow the
system to vent.
4. Without entering the vault, give the inside of the unit,
including components, a general condition inspection.
5. Make notes about the external and internal condition of
the vault. Give particular attention to recording the level of
sediment build-up on the floor of the vault, in the forebay,
and on top of the internal components.
6. Using appropriate equipment offload the replacement
cartridges (up to 150 lbs. each) and set aside.
7. Remove used cartridges from the vault using one of the
following methods:
Method 1:
A. This activity will require that maintenance personnel enter
the vault to remove the cartridges from the under drain
manifold and place them under the vault opening for
lifting (removal). Disconnect each filter cartridge from the
underdrain connector by rotating counterclockwise 1/4 of
a turn. Roll the loose cartridge, on edge, to a convenient
spot beneath the vault access.
Using appropriate hoisting equipment, attach a cable
from the boom, crane, or tripod to the loose cartridge.
Contact Contech Engineered Solutions for suggested
attachment devices.
B. Remove the used cartridges (up to 250 lbs. each) from the
vault.
Important: Care must be used to avoid damaging the
cartridges during removal and installation. The cost of
repairing components damaged during maintenance will be
the responsibility of the owner.
C. Set the used cartridge aside or load onto the hauling
truck.
D. Continue steps a through c until all cartridges have been
removed.
Method 2:
A. This activity will require that maintenance personnel enter
the vault to remove the cartridges from the under drain
manifold and place them under the vault opening for
lifting (removal). Disconnect each filter cartridge from the
underdrain connector by rotating counterclockwise 1/4 of
a turn. Roll the loose cartridge, on edge, to a convenient
spot beneath the vault access.
B. Unscrew the cartridge cap.
C. Remove the cartridge hood and float.
D. At location under structure access, tip the cartridge on its
side.
E. Empty the cartridge onto the vault floor. Reassemble the
empty cartridge.
F. Set the empty, used cartridge aside or load onto the
hauling truck.
G. Continue steps a through e until all cartridges have been
removed.

8. Remove accumulated sediment from the floor of the
vault and from the forebay. This can most effectively be
accomplished by use of a vacuum truck.
9. Once the sediments are removed, assess the condition of the
vault and the condition of the connectors.
10. Using the vacuum truck boom, crane, or tripod, lower and
install the new cartridges. Once again, take care not to
damage connections.
11. Close and fasten the door.
12. Remove safety equipment.
13. Finally, dispose of the accumulated materials in accordance
with applicable regulations. Make arrangements to return the
used empty cartridges to Contech Engineered Solutions.
Related Maintenance Activities -
Performed on an as -needed basis
StormFilter units are often just one of many structures in a more
comprehensive stormwater drainage and treatment system.
In order for maintenance of the StormFilter to be successful, it
is imperative that all other components be properly maintained.
The maintenance/repair of upstream facilities should be carried
out prior to StormFilter maintenance activities.
In addition to considering upstream facilities, it is also important
to correct any problems identified in the drainage area. Drainage
area concerns may include: erosion problems, heavy oil loading,
and discharges of inappropriate materials.
Material Disposal
The accumulated sediment found in stormwater treatment
and conveyance systems must be handled and disposed of in
accordance with regulatory protocols. It is possible for sediments
to contain measurable concentrations of heavy metals and
organic chemicals (such as pesticides and petroleum products).
Areas with the greatest potential for high pollutant loading
include industrial areas and heavily traveled roads.
Sediments and water must be disposed of in accordance with
all applicable waste disposal regulations. When scheduling
maintenance, consideration must be made for the disposal of
solid and liquid wastes. This typically requires coordination with
a local landfill for solid waste disposal. For liquid waste disposal
a number of options are available including a municipal vacuum
truck decant facility, local waste water treatment plant or on -site
treatment and discharge.

Date: Personnel:
Location: System Size: Months in Service:
System Type: Vault ❑ Cast -In -Place ❑ Linear Catch Basin ❑ Manhole ❑ Other:
Sediment Thickness in Forebay: Date:
Sediment Depth on Vault Floor:
Sediment Depth on Cartridge Top(s):
Structural Damaae:
Estimated Flow from Drainage Pipes (if available):
Cartridges Submerged: Yes ❑ No ❑ Depth of Standing Water:
StormFilter Maintenance Activities (check off if done and give description)
❑ Trash and Debris Removal:
I-1 Minor Structural Reaairs:
n Drainage Area Report
Excessive Oil Loading: Yes ❑ No ❑ Source:
Sediment Accumulation on Pavement: Yes ❑ No ❑ Source:
Erosion of Landscaped Areas: Yes ❑ No ❑ Source:
Items Needina Further Work:
Owners should contact the local public works department and inquire about how the department disposes of their street waste
residuals.
Other Comments:
Review the condition reports from the previous inspection visits.

Date: Personnel:
Location: System Size: _
System Type: Vault ❑ Cast -In -Place ❑
List Safety Procedures and Equipment Used:
Linear Catch Basin ❑ Manhole ❑ Other:
System Observations
Months in Service:
Oil in Forebay (if present): Yes
❑
No
❑
Sediment Depth in Forebay (if present):
Sediment Depth on Vault Floor:
Sediment Depth on Cartridge Top(s):
Structural Damage:
Drainage Area Report
Excessive Oil Loading: Yes
❑
No
❑
Source:
Sediment Accumulation on Pavement: Yes
❑
No
❑
Source:
Erosion of Landscaped Areas: Yes
❑
No
❑
Source:
StormFilter Cartridge Replacement
Maintenance
Activities
Remove Trash and Debris: Yes
❑
No
❑
Details:
Replace Cartridges: Yes
❑
No
❑
Details:
Sediment Removed: Yes
❑
No
❑
Details:
Quantity of Sediment Removed (estimate?):
Minor Structural Repairs: Yes
❑
No
❑
Details:
Residuals (debris, sediment) Disposal Methods:
Notes:

C%w NTECHR
ENGINEERED SOLUTIONS
© 2020 CONTECH ENGINEERED SOLUTIONS LLC, A QUIKRETE COMPANY
800-338-1 122
www.ContechES.com
All Rights Reserved. Printed in the USA.
Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. Contech's portfolio includes bridges,
drainage, sanitary sewer, stormwater and earth stabilization products. For information on other Contech division offerings, visit
www.ContechES.com or call 800.338.1122.
Support
• Drawings and specifications are available at www.conteches.com.
• Site -specific design support is available from our engineers.
NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED
ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR
WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED,
RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF
MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH.
SEE CONTECHS CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION.
Storm Filter Inspection and Maintenance Procedures 4/20
800.338.1 122
www.conteches.com