SW5240601_Stormwater Narrative_20241024

October 09, 2024
NARRATIVE / CALCULATIONS / MAPS /
SUPPORTING INFORMATION
FOR STORMWATER REVIEW
for project
North Carolina State Bureau of Investigation
- Headquarters Addition Et Renovation
SCO# 22-24611 -02A
SCO# 22-24611 -02B
SCO# 22-24611 -02D
(1CAN RO`/A,
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1937 �,?1
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Site Address: 3220 Garner Road, Raleigh, NC 27610
Engineer Owner/ Developer
Timmons Group North Carolina State Bureau of Investigation
Attn: Frank Slinsky Ill, PE Attn: Kelly Page
5410 Trinity Road, Ste. 102 3320 Garner Road
Raleigh, NC 27607 Raleigh, NC 27610
T:919.866.4505 T:919.662.4500
E:[e-mail] E: kpagencsbi.gov

TABLE OF CONTENTS
Stormwater Narrative
Property Deed
Stormwater Management Permit Application (copy)
Environmental Maps:
■ USGS Quad Map
■ NRCS Soil Map
■ FEMA Flood Map
Stormwater Management Mapping
Pre-Development Plan
Post-Development Plan
Stormwater Calculations
Pre-Post Development Hydraulic Routing
Wet Pond Design
Supplement EZ
Outlet Protection Calculations
Operations and Maintenance EZ
SNAP Tool
(Refer to Full size plan set for additional information)

Stormwater Narrative

Narrative
1. General Information
a. Project Name: NC State Bureau of Investigation— Headquarters Addition & Renovation
b. Address: 3320 Garner Rd, Raleigh, NC 27610
c. Total Site Area: 83.35 (Parcel Area), 15.29 Acres (Site Area)
d. Disturbed Area: 15.29 Acres
e. Wetland Area: 0 Acres (there are no wetlands onsite per C. Darnell of Sage Ecological
Services, Inc.).
f. Ownership: North Carolina State Bureau of Investigation
g. Proposed Development: This project will be site improvements for the North Carolina State
Bureau of Investigations in Raleigh, NC. The existing site contains multiple buildings across
the parcel and an asphalt parking lot to the south. There are existing asphalt driveways
connecting buildings.
The proposed project includes demolition of Building 11, construction of a headquarters
addition between Buildings 12 and 16 with associated visitor parking, and construction of a
logistics building with associated staff parking and road improvements.
Stormwater will be treated via a wet pond in the southwest corner of the property. This
permit is to serve the clearing, grading, and installation of the improvements stated above
and in the phasing section of this narrative. The site is located within the Neuse River
Watershed.
Per the SNAP tool calculations and NCDEQ Nutrient Practices and Crediting, nutrient offset
credits will need to be purchased. Due to the project being located within the Neuse river
basin (Neuse—Upper subwatershed), the nitrogen delivery factor requires 13.6 lb/yr as an
nutrient offset. The Neuse, Tar-Pamlico, and Falls Lake Developer Nutrient Reporting Form
will be utilized and sent to the local government that is permitting this project.
h. Phasing:
• This project includes three complete and separate "projects"which are publicly bid
and constructed separately. These three projects are the Early Site & Demolition
(ESD), Headquarters Addition & Renovation (HBAR), and Logistics Building (LB).
This stormwater submittal encompasses the entirety of these projects'
improvements.
• The ESD project involves the demolition of Building 11 and all associated utility
connections. This will involve minor grading to keep the same drainage paths as
in existing conditions. There will be no additional impervious installed during this
project.
• The HBAR project involves the construction of a headquarters addition and
renovation, as well as the construction of a new visitor parking lot. A portion of the
asphalt drive will be repaved and regraded to account for the new headquarters
addition and associated parking. The stormwater control measure will be
installed during this project to account for the increase of impervious area.
• The LB project involves the construction of a logistics building and associated
service lot and mechanical yard. It includes an asphalt staff parking lot, as well as
a gravel parking lot to accommodate additional parking needs.
i. Existing Stormwater Permit: N/A
j. NCDEQ Compliance Issues: None.
k. Water& Sewer Service: Connects to existing water and sewer onsite.
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 # 3720170200 K, dated July 19th, 2022 and FEMA FIRM # 3720171200 K, dated
July 19th, 2022, indicate that the site is outside the limits the 100-year flood plain.
o. Soils on the site consist of predominately CeB (Cecil sandy loam), CeC (Cecil sandy loam),
PaD (Pacolet sandy loam), and Ur (Urban Land).
P.
EXISTING PRE-1997 IMPERVIOUS SURFACE AREA = 4.02 AC
EXISTING PRE-1997 IMPERVIOUS SURFACE AREA TO BE DEMOLISHED = 2.89 AC
EXISTING POST-1997 IMPERVIOUS SURFACE AREA = 0.53 AC
EXISTING POST-1997 IMPERVIOUS SURFACE AREA TO BE DEMOLISHED = 0.49 AC
NEW IMPERVIOUS SURFACE AREA = 7.82 AC
IMPERVIOUS SURFACE AREA TREATED WITH WET POND = 7.25 AC
IMPERVIOUS SURFACE AREA REQUIRED TO BE TREATED = 4.97 AC
EXCESS IMPERVIOUS SURFACE AREA CAPTURED BY SCM = 2.28 AC

Property Deed

BK000583PG00502
02
from said sale to pay said bond and interest on same, together with costs of sale,:
and pay surplus (if any) to the parties of the first part, or his legal representa-
tives.
IN TESTIMONY WHEREOF, said parties of the first part hereto subscribe their
name's and affix their several seals, this the 11 day of November 1929.
N. G. HOUSE (SEAL)
LOUISE E. HOUSE (SEAL)
' WITNESS C. L. JOHNSON
NORTH CAROLINA
WAKE CJUNTY.
I, Eddie L. House, a Notary Public, do hereby certify that H. G. House and
Louie E. House, his wife, personally appeared before me this day and acknowledged
the due execution of the foregoing Mortgage Deed for the purposes therein expressed,.
and the said Louie .E. House being by me privately examined, separate and apart from
her said husband touching her voluntary execution of the same, doth state that she
signed the same freely and voluntarily, without fear or compulsion of her said
husband, or any other person, and that she doth still voluntarily assent thereto.
Witness my hand and Notarial seal this the 11 day of November 1929.
EDDIE L. HOUSE (SEAL)
(NOTARIAL SEAL) MY COMMISSION EXPIRES AUGUST 21, 1931. NOTARY PUBLIC
STATE OF NORTH CAROLINA
WAKE county
The foregoing certificate of Eddie L. House, a Notary Public of Wake County,
State of North Carolina is adjudged to be correct, Let the instrument with the
certificates, be registered.
Witnes s tdy hand this the 13 day' of November 1929.
E. N. PENNY DEPUTY C. S. C.
Filed for registration at 4: 10 o'clock P. M. Nov. 1 1929, and registered in
the Office of the Register of Deeds for Wake Coun North Carolina, in*Book No. 583,
page 501, November 20, 1929. ��i
f4A PAmr
rr"'i' lF I DS
: : "OPTION DEED" . .
W. E. BUFFALOE : ;
: : TO : :
: : BD. OF DIRECTORS OF STATE SCHOOL : : NORTH CAROLINA
; FOR THE BLIND & DEAF. WADE COUNTY.
This indenture made this the 11th
day of November 1929, by and between
W. E. Buffaloe of the County of Wake
and Sstate of North Carolina , party of the
first part, to the Board of Directors of
the State School for the Bltnd & the
Deaf, party of the second part.
WITNESSETH that the said party
of the first part for and in consideration of the sum of $15,000.00 to be paid
within thirty days of this date and the further sum of $10.00 in hand paid by the said
party of the second part, receipt of which is hereby acknowledged, is hereby agreed
and does hereby agree for and in consideration of the premises aforesaid to convey
unto the said party of the secbnd part and its successors and assigns the following
tract of land lying and being In the County of. Wake and bounded and described as
follows, to wit:
Lying on both sides of the Southern Railroad leading from Raleigh to Garher, and

BK000583PG00503
4
and on the west side of State Highway #10,' being about two and one half miles southeast
of the City of Raleigh, and contains 233.7 acres more or less, and being the same tract of ry
land on which the said W. E. Buffalos, party of the first part, now lives. 0
And the said W. E. Buffalos party of the first part, does hereby hind himself his heirs,
and assigns , to make and execute a good and sufficient deed to convey said tract of land above i
described to the said party of the second part , its successors or assigns, free from all
encumbrance, on receipt of the said sum of $$15,000.00 less the said sum of $$10.00 if said sum ; _
is t endered to the/ said party of the first part within thirty days from this date.
In witness whereof the said party of the first part has hereunto set his hand andaffixed
his sea,l• the. day and year, first above written.
WITNESS. . .GEO. R. ROSS W. E. BUFFALOE (SEAL) �I �
The above proposition is hereby accepted for the party of the second part by the uni)er-
g
• signed Chairman of the Building Comittee of the BoArd of Directors fur the StAte SchoGl for
the Blind & the Deaf of north Carolina.
C. M. WILSON (SEAL)
WITNESS. . .GEO . R. ROSS CHAIRMAN �i
STATE OF NORTH CAROLINA
WAKE COUNTY.
The execution of the foregoing instrument wa,e this day proven before me by oath and examina-
41
tiuri of Goo. R. Ross, the subsc ibing witness thereto. Let the instrument with this eertifi=
cate, be recorded.
i
Witness my hand this the 12th day of November 1929.
4
VITRUVIUS ROYSTER C. S. C.
- Filed for registration at 10 o'clock A M. Nov, 12, 1929, and registered in the office
of the Register of Deeds for Wake County, in Book No. 583, 3! a er 20, 1929.
1 .f/I J 7-- D
.„
: : "DEED OF TRUST" : :
• : R. E. STROTHER & WIFE JESSIE • • 11
. . ` D . .
• • IRBY D. GILL • •
NORTH CAROLINA
WAKE COUNTY.
'lam', THIS DEED OF TRUST, made and
entered into this the 8th day of
November 1929, by and between
R. E. Strother �,nd wife Jessie
St rother, of %'lake County, State of
7
North Carolina, parties of the first
part_ and Irby D. Gill, of Wake County.
and State of North Carolina, party of
the second part and L. A. Perry, of .$
Wake County, State of North Carolina,
partir of the third part.
WITNESSETH: That whereas the
parties of the first pArt Are indebted to the said party of the third part in the sum of TWO
THOUSAND THREE HUNDRED EIGHTY AND 99/100 ($2,380.99) for which the said parties o.f the first
part have executed and delivered to said party of the third part their five bonds of even date
with this deed in the sum of TWO THOUSAND THREE HUNDRED EIGHTY AND 99/100 $2,380.99) Dollars, k
payable $5p .00 on November 15th, 1930, with interest from date until paid at the rate of 6%
per annum payable annually $500.00 on November 15th, 1931, with interest from date until paid
at the rate ;Of 6% per annum
payable annuaLLy $500.00 on November 15th, 1932, with interest from
date until paid at the rate of 6% per annum payable anntiaily $500.00 on November 15th, 1933, q

Stormwater Management Permit
Application (copy)

DEMLR USE ONLY
Date Received Fee Paid Permit Number
Applicable Rules: E Coastal SW-1995 E Coastal SW-2008 ❑Ph II-Post Construction
(select all that apply) ❑ Non-Coastal SW-HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name(subdivision,facility,or establishment name-should be consistent with project name on plans,
specifications,letters,operation and maintenance agreements,etc.):
SBI Headquarters Addition&Renovation
2. Location of Project(street address):
3320 Garner Road
City:Raleigh County:Wake Zip:27610
3. Directions to project(from nearest major intersection):
From Hwy 401,head west onto Tryon Road. This becomes E.Tryon Road at the intersection of Tryon Rd and
Hammond Rd. Continue 0.75 miles and turn left onto Garner Road. Continue about 0.20 miles and the
entrance will be on the left.
4. Latitude:35°44'0.78" N Longitude:78°37'49.54"W of the main entrance to the project.
II. PERMIT INFORMATION:
1.a.Specify whether project is(check one): New ['Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SWU-102-Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit,list the existing
permit number ,its issue date(if known) ,and the status of
construction: ['Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project(check one):
['Low Density ®High Density ['Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application,list the stormwater project number,
if assigned, and the previous name of the project,if different than currently
proposed,
4.a.Additional Project Requirements (check applicable blanks;information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control:15.00 ac of Disturbed Area
❑NPDES Industrial Stormwater 111404/401 Permit:Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name,Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? No Yes
Form SWU-101 Version Oct.31,2013 Page 1 of 6

If yes,see S.L.2012-200,Part VI:http://portal.ncdenr.org/web/lr/rules-and-regulations
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:NC State Bureau of Investigation
Signing Official&Title:Kelly Page
b.Contact information for person listed in item la above:
Street Address:3320 Garner Road
City:Raleigh State:NC Zip:27610
Mailing Address (if applicable):
City: State: Zip:
Phone: (919 ) 662-4500 Fax: ( ) n/a
Email:[e-mail]
c.Please check the appropriate box.The applicant listed above is:
® The property owner(Skip to Contact Information,item 3a)
n 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)
n Developer*(Complete Contact Information,item 2a and 2b below.)
2.a.Print Property Owner's name and title below,if you are the lessee,purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:n/a
Signing Official&Title:
b.Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
City: State: Zip:
Phone: ( ) Fax: f )
Email:
3.a. (Optional)Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official&Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
4. Local jurisdiction for building permits:North Carolina State Construction Office
Point of Contact:Farouk Zaman Phone#: (919 ) 807-4095
Form SWU-101 Version Oct. 31,2013 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below,briefly summarize how the stormwater runoff will be treated.
Stormwater will be treated and attenuated in one permitted wet pond SCM(Pond A).
2.a.If claiming vested rights,identify the supporting documents provided and the date they were approved:
n Approval of a Site Specific Development Plan or PUD Approval Date:
n Valid Building Permit Issued Date:
n Other: Date:
b.If claiming vested rights,identify the regulation(s)the project has been designed in accordance with:
n Coastal SW-1995 ❑ Ph II-Post Construction
3. Stormwater runoff from this project drains to the Neuse River basin.
4. Total Property Area 15.29 acres 5. Total Coastal Wetlands Area:0 acres
6. Total Surface Water Area:0 acres
7. Total Property Area (4)-Total Coastal Wetlands Area (5) -Total Surface Water Area(6) =Total Project
Area+:15.29 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water(NHW) line or Mean High Water
(MHW)line, and coastal wetlands landward from the NHW(or MHVV)line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non-coastal wetlands landward of the NHW(or MHVV)line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area/ Total Project Area)X 100 = 48 %
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 B Drainage Area_I Drainage Area
Receiving Stream Name Wildcat Branch
Stream Class * C;NSW
Stream Index Number* 27-34-7
Total Drainage Area(sf) 524,897
On-site Drainage Area(sf) 524,897
Off-site Drainage Area(sf) 0
Proposed Impervious Area**(sf) 296,731
% Impervious Area**(total) 47.4
Impervious'Surface Area Drainage Area A Drainage Area B Drainage Area_ Drainage Area
On-site Buildings/Lots (sf) 43,906
On-site Streets (sf) 112,726
On-site Parking (sf) 19,343
On-site Sidewalks (sf) 21,236
Other on-site (sf) 0
Future(sf) 99520
Off-site (sf) 0
Existing BUA***(sf) 19,079
Total (sf): 315,810
* Stream Class and Index Number can be determined at: http://portal.ncdenr.org/web/wq/ps/csu/classifications
** Impervious area is defined as the built upon area including, but not limited to, buildings, roads,parking areas,
sidewalks,gravel areas, etc.
Form SWU-101 Version Oct. 31,2013 Page 3 of 6

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

p. Vegetated buffers(where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths)as well as a map of the boring locations with the existing
elevations and boring logs.Include an 8.5"x11"copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs,the report should also
include the soil type,expected infiltration rate,and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO:Schedule a site visit for DEMLR to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed.Deed book: Page No:
11. For corporations and limited liability corporations (LLC):Provide documentation from the NC
Secretary of State or other official documentation,which supports the titles and positions held
by the persons listed in Contact Information,item la,2a,and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State,otherwise the application will be returned.
http://www.secretary.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions,outparcels,and future development,the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary,a table listing each lot number,lot size,and the allowable built-upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from http://portal.ncdenr.org/web/lr/state-
stormwater-forms docs.Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner,it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s)below,the permit holder(s)certify that the recorded property restrictions and
protective covenants for this project,if required,shall include all the items required in the permit and listed
on the forms available on the website,that the covenants will be binding on all parties and persons claiming
under them,that they will run with the land,that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR,and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm(such as a
consulting engineer and/or firm)so that they may provide information on your behalf for this project(such as
addressing requests for additional information).
Consulting Engineer:Francis Slinsky,PE
Consulting Firm:Timmons Group
Mailing Address:5410 Trinity Road,Suite 102
City:Raleigh State:NC Zip:27607
Phone: (919 ) 866-4505 Fax: (919 ) 859-5663
Email:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) ,certify that I
own the property identified in this permit application,and thus give permission to (print or type name of person
listed in Contact Information, item 1a) with(print or type name of organization listed in
Contact Information, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal,which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version Oct. 31,2013 Page 5 of 6

•
As the legal property owner I acknowledge,understand,and agree by my signature below,that if my designated
agent(entity listed in Contact Information,item 1) dissolves their company and/or cancels or defaults on their
lease agreement,or pending sale,responsibility for compliance with the DEMLR Stormwater permit reverts back
to me,the property owner. As the property owner,it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days;otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to$25,000 per day,pursuant to NCGS 143-215.6.
Signature: Date:
I, ,a Notary Public for the State of ,County of
do hereby certify that personally appeared
before me this_day of ,and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
•
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information,item la)Kelly Page
certify that the information included on this permit application form is,to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions -
and protective covenants will be recorded,and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H.1000 and any other applicable state stormwater requirements.
v'
Signature: ! 1 /P:1—V Date: y-, s
I,^--jVY�fk �C (u Or ,a Notary Public for the State of I`tOr W C4 rot ,County of
V4 0 ,do hereby certify that e.,11 IM ?G1C e. personally appeared
before me this 2.!1'day of kip y , 202.4,and acknowledge
"the due execution of the application for
a stormwater permit. Witness my hand and official seal, '— VV P 6 n
SEAL
O 4.PC
� 2=
Notary Public
Johnston County 2_e
My commission expires L
'/ i art CAR1O' ��\
Form SWU-101 Version Oct.31,2013 Page 6 of 6

Environmental Maps
USGS Quad Map
NRCS Soil Map
FEMA Flood Map

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78°37'49.51"W 35°43'26.68"N
FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP NATIONAL FLOOD INSURANCE PROGRAM
FOR DRAFT FIRM PANEL LAYOUT For Information and questions about this Flood Insurance Rate Map(FIRM),available products associated with Map Projection:
this FIRM,including historic versions,the current map date for each FIRM panel,how to order products, GCS,Geodetic Reference System 1980; LOOD INSURANCE RATE MAP
or the National Flood Insurance Program(NFIP)in general,please call the FEMA Map Information eXchange at Vertical Datum:NAVD88 CO
-
1-877.FEMA-MAP(1-877-336-2627)or visit the FEMA Flood Map Service Centerwebsile at https://msc.fema.gov. For Information about the specific vertical datum for elevation features,datum y- /� /�C
Without Base Flood Elevation(BFE) Available products may include previously issued Letters of Map Change,a Flood Insurance Study Report, eeeoerslen6,or vertical monuments used to create this map,please see the Flood Y./1 PANEL 1702 OF 2725
Zone A,V.A99 and/or digital versions of this map.Many of these products can be ordered or obtained directly from the website. Insurance Study(FIS)Report for your community at hops://msc.fema.gso �N
With BFE Or Depth Zone AE,A0,AH,VE,AR Communities annexingland on adjacent FIRMpanels must obtain a current copyf the adjacent l as well O
SPECIAL FLOOD l / pane y_
as the current FIRM Index.Thesemay be ordered directly from the Flood Map Service Center at the number A 1 inch=500 feet 1:6,000 ..Li
11
HAZARD AREAS 'Regulatory Floodway listed above.
For community and countywide map dates,refer to the Flood Insurance Study Report for this jurisdiction. 0 250 500 1,000 1,500 2,000 Q)
0.2%Annual Chance Flood Hazard,Areas Feet U
of 1%annual chance flood with average To determine if flood insurance is available in this community,contact your Insurance agent or call the National A 1 Meters =
depth less than one foot or with drainage Flood Insurance Program at 1-800-638.6620. I\' �.`�
Y 0 50 100 200 300 400 1
areas of less than one square mile Zone X Baseman information shown on this FIRM was provided in digital format by USDA,Farm Service Agency(FDA). q
\ Future Conditions 1%Annual This information was derived from NAIP,dated April 11,2018. Pt` = panel Contains:
NIIIIIChance Flood Hazard Zone X This map was exported fror FEMA's National Flood Hazard Layer(NFHL)on 4/2/20249:08AM and does N
�/// Area with Reduced Flood Risk due to Levee not reflect changes or amendments subsequent to this date and time.The NFHL and effective information may = �/f NER NIYM E PAWL
change or become superseded by new data over time.For additional information,please see the Flood Hazard CITY OF RALEIGH 370243 1702
See Notes Zone X Mapping Updates Overview Fact Sheet at https://www.fema.gov/media-library/assets/documents/118418
OTHER AREAS OF '/ Area with Flood Risk due to Levee Zone D This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. 0
FLOOD HAZARD The baseman shown complies with FEMA's baseman accuracy standards.This map image is void if the one O
or e of the following map elements do not appear:baseman imagery,flood zone labels,legend,scale bar,
NO SCREEN Area of Minimal Flood Hazard ZoneX map creation date,community identifiers,FIRM panel number,and FIRM effective date. IL
I Effective LOMRs
CO
OTHER AREAS Area of Undetermined Flood Hazard Zone D =
0
GENERAL Channel,Culvert,or Storm Sewer 4-,
STRUCTURES Levee,Dike,or Floodwall CO
© 20.2 Cross Sections with 1%Annual Chance
17.5 Water Surface Elevation
®--- Coastal Transect
--------Coastal Transect Baseline
----Profile Baseline
Hydrographlc Feature
•^•••••St-^ea,Base Flood Elevation Line(BFE)
OTHER - Limit of Study
FEATURES rj-•
rrn ..0.'
-Jurisdiction Boundary I r
MAP NUMBER
3720170200K
EFFECTIVE DATE
July 19,2022

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78°35'48.19"W 35.43'26.31"N
FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP NATIONAL FLOOD INSURANCE PROGRAM
FOR DRAFT FIRM PANEL LAYOUT For Information and questions about this Flood Insurance Rate Map(FIRM),available products associated with Map Projection:
this FIRM,including historic versions,the current map date for each FIRM panel,how to order products, GCS,Geodetic Reference System 1980; 'LOOD INSURANCE RATE MAP
or the National Flood Insurance Program(NFIP)in general,please call the FEMA Map Information eXchange at Vertical Datum:NAVD88
1-877-FEMA-MAP(1-877-336-2627)or visit the FEMA Flood Map Service Centerwebsile at https://msc.fema.gov. For information about the specific vertical datum for elevation features,datum y— .t/� /�
Without Base Flood Elevation(BFE) Available products may include previously issued Letters of Map Change,a Flood Insurance Study Report, eeeoerslen6,or vertical monuments used to create this map,please see the Flood Ito PANEL 1712 OF 2725
Zone A,V,A99 end/or digital versions of this map.Many of these products can be ordered or obtained directly from the website. Insurance Study(FIS)Report for your community at hops://msc.fema.goo y`N
With BFE or Depth Zone AE,A0,AH,VE,AR Communities annexingland on adjacent FIRMpanels must obtain a current copyf the l as well O
SPECIAL FLOOD l Service adjacentpane y_
as the ent FIRM Index.Thesemay be ordered directly from the Flood Map Center at the number A 1 inch=500 feet 1.6,000 w 11
HAZARD AREAS 'Regulatory Floodway listed above.
For community and countywide map dates,refer to the Flood Insurance Study Report for this jurisdiction. 0 250 500 1,000 1,500 2,000 4.)
0.2%Annual Chance Flood Hazard,Areas Feet ()
of 1%annual chance flood with average To determine if Flood insurance is available in this community,contact your Insurance agent or call the National A 1 Meters =
depth less than one foot or with drainage Flood Insurance Program at 1-800-638-6620. I\' �,`�
Y 0 50 100 200 300 400 1Oa
areas of less than one square mile Zone X Baseman information shown on this FIRM was provided in digital format by USDA,Farm Service Agency(FSA). q L
Future Conditions 1%Annual This information was derived from NAIP,dated April 11,2018. P` = panel Contains:
‘NIIIIIChance Flood Hazard Zone X This map was exported from FEMA's National Flood Hazard Layer(NFHL)on 4/2/20249:09 AM and does Cr)�// Area with Reduced Flood Risk due to Levee not renect changes or amendments subsequent to this date and time.The NFHL and effective information may = �/F NER NIYMJ1 Rh 1EL
change or become superseded by new data over time.For additional information,please see the Flood Hazard CITY OF RALEIGH 370243 1712
See Notes Zone X Mapping Updates Overview Fact Sheet at htlps://www.fema.gov/media-library/assets/documents/118418
OTHER AREAS OF '/ / Area with Flood Risk due to Levee Zone D This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. 0
FLOOD HAZARD The baseman shown complies with FEMA's baseman accuracy standards.This map image is void if the one 0
or more of the following map elements do not appear:baseman imagery,flood zone labels,legend,scale bar,
NO SCREEN Area of Minimal Flood Hazard zone map creation date,community identifiers,FIRM panel number,and FIRM effective date.
I Effective LOMRs
CO
OTHER AREAS Area of Undetermined Flood Hazard Zone D =
0
GENERAL Channel,Culvert,or Storm Sewer 4-,
STRUCTURES Levee,Dike,or Floodwall (13
Z
© 20.2 Cross Sections with 1%Annual Chance
17.5 Water Surface Elevation
®--- Coastal Transect
----.-----Coastal Transect Baseline
—--—Profile Baseline
Hydrographlc Feature
•••'^^6f7^••.••Base Flood Elevation Line(BFE)
OTHER - Limit of Study rr
FEATURES '' ,.tt..
-Jurisdiction Boundary I r St
MAP NUMBER
3720171200K
EFFECTIVE DATE
July 19,2022

National Flood Hazard Layer FIRMette - FEMA _Legend
78°38'9"W 35°44'14"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
1911P..
Fr
'r '�' . � Without Base Flood Elevation(BFE)
kr°
• OrliZone A,V,A99
r l '• ' • �. With BFE or Depth Zone AE,AO,AH,VE,AR
CCC SPECIAL FLOOD
' f . 'r g 1 HAZARD AREAS Regulatory Floodway
• f • .Is AilleS '
-l• a �• , •• •• • : •if 0.2%Annual Chance Flood Hazard,Areas
y)� fir, • ' S of 1%annual chance flood with average
7 • _ . ♦ 4 ' • _ - . 1 . +��- 4 depth less than one foot or with drainage
'►.,• -
k• t• `` I '• , ! , •r areas of less than one square mile zone x
• J .1 _—— Future Conditions 1%Annual
-I' 1111 •
_ _ _l Chance Flood Hazard zone x
11 , io• "1 •• .� * •', �" Area with Reduced Flood Risk due to
i ak4. `` allOTHER AREAS OF Levee.See Notes.zonex
• �� 14' l __ ill FLOOD HAZARD Area with Flood Risk due to LeveezoneD
1 1 it,
NO SCREEN Area of Minimal Flood Hazard zonex
. 4110 ii Effective LOMRs
• r. iiii.:a r _ 4I • ~ OTHER AREAS Area of Undetermined Flood Hazard ZoneD
V 1 ...MIN :� . GENERAL - - Channel,Culvert,or Storm Sewer
iimi,
11 4111 • •3,0
STRUCTURES I I I 1 1 1 1 Levee,Dike,or Floodwal
_,._______ _r _
, . .:4 • t O 20.2 Cross Sections with 1%Annual Chance
CIWOF RALEIGH • — '
370243 AREAOF�MINIMALFLOOD HAZARD Water Surface Elevation
44 .f Z•.-'X = _ e- - - Coastal Transect
r..• -•••••513------ Base Flood Elevation Line(BFE)
• r ►. 0te Limit of Study If
I �� t1 riab ...•• .. r Jurisdiction Boundary
Ill - Coastal Transect Baseline
• • •� - 3720170200K i - ' 3720171200K_ OTHER - Profile Baseline
1 `. • T. w , - FEATURES Hydrographic Feature
Sr eff.7/19/2022 eff. 7/19/2022
1 a r ^•,' •!I_ 4 •• 1 •s , . Digital Data Available N
FEEE %t , .1401 {S ` •. / • No Digital Data Available
_ IL
I I iA ri ����.r ~ MAPPoANELS Unmapped
4• I A. * I
' + The pin displayed on the map is an approximate
•i , , n _-_ fti , point selected by the user and does not represent
• •
�,` ; -
_ � �` .1• ,. � �• � ' an authoritative property location.
Ali
f, r�r Wig r C ` 11111114 � This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
„- , or 11, I , — ', , The basemap shown complies with FEMA's basemap
- a,, • 1 accuracy standards
-- --CITY OF RALEIGH The flood hazard information is derived directly from the
:3. EXTRATERRITORIAL JURISDICTION \\� � ,4 1 authoritative NFHL web services provided by FEMA.This map
, ,a refer was exported on 4/2/2024 at 9:07 AM and does not
Zone AE 370243 � I:-' reflect changes or amendments subsequent to this date and
�',` - time.The NFHL and effective information may change or
3 • become superseded by new data over time.
11.1E
er EErviik
(id: - "
1►s; This map image is void if the one or more of the following map
DWAY elements do not appear:basemap imagery,flood zone labels,
a ` - legend,scale bar,map creation date,community identifiers,
' N. • - • u ' FIRM panel number,and FIRM effective date.Map images for
Feet 1:6 78°37'31"W 35°43.44"N unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 '��� regulatory purposes.
Basemap Imagery Source:USGS National Map 2023

Stormwater Management Mapping
Pre-Development Plan
Post-Development Plan

/ v/1/H1 I I II,q v A ` v //7/ Tl//77/7717� /}7�/7T//iiT/l/7777i�T 7T/ // IYi i%-ucR_ CONTROL CA I I al' v \ ��ff// �s>o°..a, s III -_-; � � - IIII I DRAINAGE O.
p
i �' CURVE 01 010 0100
\ \cane". \ ° PRE-DEVELOPMENT
_ v v v vant v I ' V v v v nsar�LTPnreOm1 �. A T 'L// ll G _, y�(((� II I�_ _-- /I (Acres) NUMBER • •
o vE �v ��_ �nr/ 1 -Yil I z - an �I l A
•« -� -'I- \ Q � I 3�s' �� rs -w II�� n 1 +�' , DRAINAGE AREA'S': ANALYSIS POINT 9.83 74 5.01 16.06 30.57 N 2
\ r 11 �' - „'� /j' c . IMPERVIOUS:1.16-AC -'-=>uGP / 1yV ANALYSIS POINT 3.38 74 2.05 6.52 12.41
s �l / v--_ i I v ) v v/;ov Ip v.,,�8 �At4.-, W, •T2 1_. -imi.34/ ��)'•- - A-r'-' - v i v �1_ - O
ct \ / I I \ I\i \ \ram \ \91 ���`1I I PERVIOUS:2.22-AC - - �(/� NOTE:POST-DEVELOPMENT FLOWIS LESS THAN PRE-DEVELOPMENT FLOW AT ALL ANALYSIS POINTS. I�
\ 1 1 \ / 1 \ ` \ I - - / M REFER TO CALCULATION BOOKLET FOR ADDITIONAL INFORMATION. Q
16-,: ,_� ��� �ic34o : _ . __ f TOTAL:3.38-AC A �v Q IQ 1937 C?
D -� v 1 I"I"wwFl I v� � v v _g _� / ou --339 /7T///`7 //T7/� -h------I sr c' v z�� I �j� ..
Q 1 v ) v as --: -\_ •:'°' r�rill704'q , e/ i �: I 1 sz.a7l v r a I FAU OF INS
J - - \ \ \\\ \ \ \ P��� TOH7y OH -��-0RL Ib _- JG 9 \ I r�
_ v v - 1' 0 i 8 i•-� ,,; I - - / STORMWATER QUALITY CALCULATIONS
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STATE OF NORTH �_, „ �� Y y; �4-I♦Ys ��� / ���1 '�����z
E ----------_/ ` v v v v v CAROLINA 77/7T/////// 7T/ s oa I `-_ c . , ./ t I EXISTING PRE-1997 IMPERVIOUS SURFACE AREA BUILT BEFORE 1997= North Carolina
- ; v :v I v :/ I aa '`�. •133. ■� _' _ T �n II Q Q /� I a.osAc
_�--- ;- /-- -- , v `mac, A I v I DB 00,PG.00 _ I �i, = �_ �' � � ,� / _-uCary I EXISTING IMPERVIOUS SURFACE AREA BUILT BEFORE 1997 TO BE DEMOLISHED= State Bureau Of
_ 'v '� "° v A �v �7l l
vA�` ='c? __'qr v v v REID0138565 /I�i /1!/LL//ii / / /�_ ��" 1•�� - G�_ V -- G� -uco- � i - ucary ----
vv v v 1 --,---,-,:-/-,--,- ,,,,---_----___.
__--�`����a �'�__ L I REID 0175582 - •/l7� ' s-a�-O - - - ..A� I _N v / `-- EXISTING IMPERVIOUS SURFACE AREA BUILT BEFORE 1997 TO REMAIN=
v /I _ v- v .i i -� -s-v� w-- 4.06-3.16=0.90AC
/1 Investigations
o_ --_�--__, \ _ \ I REID 0180976 ,LA i /`L ./ 1114 m fry \ �P`'�� ra-•••D!- I I .- =s�•pa= �� • K'---- - - I
\\ \\ \ � _ ;,, \I- \\ -a- _UGP 1 o- �4.rJ I 1 ••••A�' oc \A� ® 1� - I e4 la yt x- -x- -x-
\ \ _ _ \_ \;-\a _ _ __ _ __ {}�T-- - f \ IIf •44:4•• + o 2-.32' - EXISTING IMPERVIOUS SURFACE AREA BUILT AFTER 1997=
\ ` „_;-� - I PIN1702812547 _ IT ,- ^gt'0 I \ L\ %a / •••••
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404 E TRYON RD - u 1"�® - I - I l/ ••••••00 \1• L=70.04' • I EXISTING IMPERVIOUS SURFACE AREA BUILT AFTER 1997 TO BE DEMOLISHED=
'o+ I 1 ••••• I S87°1629"W r •r L=55.6T
\`�20���23 7 3zau 3522 GARNER RD \ I / 1,I III 0.0.0.0.01 ►� `` �.. o,�.�.._.. Q N �► I_ 0.49 AC
\ \\ - ::::'.
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\ \ \ \ - - \ 4.,r' --_ _ ,�w " I ••••••O•••La-s's-s_ •O••• ••♦i 7uGP - �uGP- I \ ^ 0.53-0.49=0.04 AC
\ 1 _ `\•.y __ - • P / ••••••••••••••O•••QI••••4 i0:10111.OT Ili♦i•ii�•P �c�c�•�•:::: � ' LS5 P
�\ \\ - - \ \ \ -I. - -- --_` _ - _ p / _ N 1/ •O.O.O.O.O.O.O.O.O.O.O•/ ' •If•••••A•lii-"�•• •19�•••••••••••••i•!••••••••••••••••r••C•. - TOTAL NEW IMPERVIOUS SURFACE AREA WITHIN SITE BOUNDARY=
\ \ j "1 \ -� i \ _ ) ( /�'= / \ --�' 'A' - 1 ,. }/ jr: I II l0 •••:•�O•••••••••••O••••f �I�s_._•.i•••• �6ma-az .Cza.e s_.s_ _ _s_�=_a_c_s�s•s�l!! - 8.47 AC -
\\ °H7� I- \ / i' r __;r I 14...4.` Er•••••••••••••• 41.01t g.1� • r r 1 'IM (FUTURE)-
\ /,Cjl//fin \ / ■iry`J��. ¢( • •••it••••••1 ••••• � `*imo ,s� is, . NEW IMPERVIOUS SURFACE AREA FUTURE
-_o I \I 0e / I \ - � _\ \rL - ALA - `^ q ry I l •••••••i••••••••e a-r �.If••••••••• ` �_ _ 4 7,.:>_�t� w' .J� 2.28 AC- 1 / / _-' ' - '/ ' \1 1 _/ 9Hr� \e 'rr-fi;W - `-i-� IR IIrIf • •••••••••••0••••f '�1/••••••••• O•''- '-s -e•i=•=•=i i a a • ••-i-i•_\__ \ cea e\ I E%n sa, ' / •0 •••••••A •••••••• ' '� i0i0i0i0i0i0.0i0E0i0i0i0i0i0.0• IMPERVIOUS SURFACE AREA TREATED WITH WET POND(DRAINAGE AREA'A')___ -- --- I l --_ J / -�I / a 1 • ••••••••f I " 1�••••li•••••O > r- ... jti�!- - -�e!2•e�l••!••!•E•E•e®ae _ , 1 5.97 AC
J ' r a \ I r \ /uFo Y/////-+H�//'\ I / 0 ••r•••%••••••••••il••••/ti _ .•1 f•••••••••••®�'-• .)aJsl _ _ _ _ 421 N HARRINGTON STREET SUITE 700
ANALYSIS POINT B o li ••••••••••• r•� ii�••••Di••�. - GP - r uGP-'*� Ver, u6,P IMPERVIOUS SURFACE AREA TREATED WITH WET POND INCLUDING FUTURE
s-a AN / a I / N 6" I I I I Q -••••••••
' / 14
,I i••••/6 ��J66°5TS:r'- ( )- RALEIGH,NORTH CAROLINA 27603
-/ \ -1 f a^$ANY- yl) L/ C' 31 •�� l/ •••••A•A•A• n ,/' ��1�•!!••A-Ai.. ucP /(�32'31 E� 05^yam 5.97+2.28=7.25 AC
/ SANS / \ \ '"S �5 7 �I Ip 1 / / 1 ••®•••••• rr f.0 I �h18" j 'q'--• , TEL.[phone]W FAX.[phone]
/ / /- _ - f sAN-I-m -T / v IMPERVIOUS SURFACE AREA REQUIRED TO BE TREATED= WWW.LS3P.COM
/ A B, / a / �{�o • 6.47-3.16+0.04=5.35 AC
� _ - / _ / I _'� ��ge ' 1 �� If •••••••••� / • �- •: I f 168.1 T v m w R=56.18' °4•. E •.e
,�y }I- -- ___ ---- �. r1A / 33 -♦ / I ••••• / � ( V EXCESS IMPERVIOUS SURFACE AREA CAPTURED BY SCM= .• s•
___ / r Lf _ 'a• a - � )- - -_-_- - -. t Z rl�/ i 3 �♦ I Ilf •••••••••• ' l x �x a x x rt !� Lx6939",- 22'21 7.25 5.35 •=1.90 AC • •
_ _- �� -��� I� w°r« i ba r 11 •O•••••A••,/ / q1 0.1,••91 v A 1 I
--- ' / �'C ' _-_-'� L_�- __ -- - -- F:vvv/ v III �rit '334 ���• ,it .c s •w.•5�=.• 1�•:i v .� TIMMONS GROUP
i' i _- I�t �`y\,ri- y♦A�.1•y•M•A: •Z•M6� ; ` \ H I PRE-DEVELOPMENT IMPERVIOUS AREA AND WATER QUALITY TREATMENT ENGINEERING I DESIGN I TECHNOLOGY
'1e \/ m=- '-_ ': 4;�\ ////LL/L/1/1!/ /1!/ .��• \•+�I / •
/� ,' / „�-I Ii i•••f r Z■ NC LICENSE NUMBER C 1652
_-_378_--- -- _ -' - u { / \\` • /4 •• �j/ IMPERVIOUS ADDED BEFORE 1997 Timmons Group
-317- - _- „ -/'/%jam// '�i -`-__, _ _/ 7r - II wv_ou\\_4 - o9se `'J ��r, 'n1"4' ♦♦Cf� D TIME OF ►i i•••f,. I ■ R=50.00' \ I I �/////A TO REMAIN(0.90 ACRES) Attn:Frank Slinky,PE
- _ 31319320- -- -' /ate 10 / / / _ f - •Ir-.c�.±�'iy4.! . /336 1' -s-UFol� ♦ 'i ONCENTRATI ON 1� 'f•_••_i \\ \\ L=43.26' I 5410 Trinity Road;Suite 102
s�
�� -- A I�IR(, 74 1 i•••f Raleigh,NC 27607
- - - _ 321 a ry 3ry - -GGP- ---- + ♦- , c-y- 7 e ,;
D =_-- = 2d y,�,y� 6/ \ 8 / / i q - -Z/r;p .. --=-_ -- - -t -3g� L �' ♦I \ - • - c IMPERVIOUS ADDED AFTER 1997 Phone:[phone]
322 /_ t7 j T_^y, ,)98 9 y a,,,, ' LINE AREA'S' �, /-e-/ b-G- I `\ 1 / � I TO REMAIN(0.04 ACRES) Fax:[phone]
/ /'/ a--39 _ - - - - - D q I , `•�1 �/ r•••/, °' \ III
-` //?' il /'- \ / - ____-- __�_^ _ -- - - _ i_ ,yQ • 1 / r/ G s-•� w •♦ I FOR REVIEW ONLY
----- _ / \ "r' 330 ,- - - } - - �- r 'L- x f 1 �� '"�` f♦421'� a `n `° //it get \ I ♦ \ ' I t-- - IMPERVIOUS ADDED BEFORE 1997 NOT FOR CONSTRUCTION
/� �l i - \31' _ -_ - _-_.�/ _I - - __�-uFo�_ ■� -°�,_ 4.' !' / it age \ R 0.00' C , I r I --(}{}{}{�y)
- OFb - -- -z / d3.ry _- _ - - - QI-u ' p ij .338 • )�i O, / )1 ^ i wd \ L=45.08'� I _' rl TO BE DEMOLISHED(3.16 ACRES) NIunE,,
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- J /W/ 1/�/� _ .Ni -C -33 Ci 0 0 ,Q_ _- I - _ _ O'1LF?1 • ' 1� , I/� M rn I �� x X K k� IMPERVIOUS ADDED AFTER 1997 sssO♦OFESS 1?r`Y'��'�
VV x"J r e TO BE DEMOLISHED 0.49 ACRES
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\\ + IMPERVIOUS:2.03-AC / •••• \� 1•••••••.Li•••i•�®'� I / / / \ + `r
�`\� 10'SETBACK /v QV I - �s••••Gi .6:1_ 1••••••••••••••••••!••i••,•�le�,v N� v v I �ru '�
v iii•1\ 56 i 0i••ii••ii•• •i.® v v� '- 13 o II / v -z t
PERVIOUS:7.80-AC 440.4141.4, wi0•••••• 1•••••O••�••A•O•i�••I�IO�i••��i�i 3 m y ��� I PRo I 01
\ \ / \ ` - di i iii i i i i i•N �0i0•A'a0G-iRi1 i•i iii".''1••ili \ \ \ �r- TANK - ®' I '� N o
I \ TOTAL:9.83-AC� �y ••m••••••. �i•rr.ei••••••i•/..� � I Q
\ / \ \ \\ \, _ ����i�i�i�i�i�i�i�� 's�00i0i�•Yll ��i•••••i•i�•�•V•�i/s�� I \ Ia \LI \ \ 1 M
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- I1 ,,I v v / LINE AREA'A'
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\ N'i in m 339 _ - --' --- -- II -3q4 ` `,i \\ V \
ANALYSIS POINT A / k... , �:x-_z� OX_-UFo�,,- 1-,t2� 3_'� 4.- _ x� v I -., ��I \�
\• r _yrvYY.v-\_ x-X-�x-IX X ,�4-UFa--�x- Sr 0SETBACK \' �`Lr? O♦ ° _ 1
v N / I - - -FG_I - �x=x_��� x_ x N87°32'04"E + v T
NC RAILROAD
ae 9000 %ll -- - -- -/i'%i _ _ _ �'-
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3S(B.H.M.2.PG.]8) 344
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�� =e�' =c e SHEET NAME:
-» _m_ - - - - - - - - , - _ / _ _ _ _ PRE-DEVELOPMENT
/ _ \ STORMWATER
A _ / - - `�s '''; - _ MANAGEMENT PLAN
___ \--- \ \
ORIG 2024.09.12
N \
SUBMISSION:
/ \ \ z
SCALE 1'=50' SHEET:
0 50' 100' C-701
1 2 3 4 5 6 100%CONSTRUCTION DOCUMENTS
1

1 I
I PRE-DEVELOPMENT STORMWATER QUANTITY CONTROL •(N CAgp°°
1_
_ - _ SON *PI\
DRAINAGE CURVE Q1 Q10 Q100 11
,8` - / GRAVEi_ V u r rPnann: _ _ PRE DEVELOPMENT EA
(Acres) _ • •
NUMBER
iii
_ - _ ,I� ) ,/,), g ■ DRAINAGE AREA'B': I ANALYSIS POINT 9.83 74 5.01 16.06 30.57
\ AI �I L ors ., sis J• "
_ -� - Ir ` ` I III `(Y __� rv >- IMPERVIOUS:0.99-AC ANALYSIS POINTS 3.38 74 2.05 6.52 12.41 N 2
�¢ -c 's UGP` -- ! \ \\x I\ u' CI W - O
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\ / 1 I /I. m' \\ IL \ ^ 8 \ } NOTE:POST-DEVELOPMENT FLOW F LESS THAN AL PRE-DEVELOPMENT NT FLOW AT ALL ANALYSIS POINTS. y
o h a w TIME OF PERVIOUS:1.57-AC !AinA 4
REFER TO CALCULATION BOOKLET FOR ADDITIONAL INFORMATION.
- r _I CONCENTRATION ' 0 B 1937 C"
TOTAL:2.56 AC
/ / Iy // =3,?'j _'__I�° -�� oN POST-DEVELOPMENT STORMWATER QUANTITY CONTROL & '�
° - ry,l ' y LINE AREA'S' , MI
I , _;,_„ A e v ) V L _336--. ---_-, ---\__ " - DRAINAGE �aU .1*,
_ A . 1 ,I r {',? `/) ` --�_ oRi - OH= - R 15.91' 524T ANALYSIS POINT A AREA
CURVE Q1 Q10 Q100 �F��_
' �r L 2804' :6°53' NUMBER
STATE OF NORTH - /r70 .. �r ■ I (Acres)
E = CAROL/NA /777 soa 159.0 POST-DEVELOPMENT- ` �1 I i �B- 12.05 83 1.70 21.75 41.20 North Carolina
-_-_,--_---_-_=---:__ __ I , r O/ / V ` 'I Y / /// d� �. 1�396' �.. . 5860033 W- ■
�„ ' _--.. � BOO,PG 00 Saw L L� 'LLLEEL_`
r I D _ A(SCM)
��'1 State Bureau of
VA 3 RE1D 0138565 r o L.KL ��ILUu Al.�_LeLLL
--',-,� - 1 / I REND 0175582 �� �� - POST-DEVELOPMENT STORMWATER QUANTITY CONTROL
�_y";, _ III bons
, \ -_ _ _\ Z�\\\\ \\ ` .1-_ REID 0180976 s UGP o Jf � ,b RECREAnoN�� �� I Investigations
_ \-_\\ - Y _ DRAINAGE
/ ` `- I PIN 1702812547 _ - -- -- ___ AREA �' I� I' ANALYSIS POINT B AREA CURVE Q1 Q10 Q100
5.
II 17# ! • w 168 3�' 2� R-45 31' W (Acres) NUMBER
404 E TRYON RD n i
_ a2 ag '8' = o - 987°1629"W L-55.6T
_ _ ,ry
- \- - 0,--,0,,,-''2,?'324 ,-'3522 GARNER RD ■ _'_ oe �I / �� _ "Arc,- POST-DEVELOPMENT
\ \ \� ■ - • �`�� 2�.10;•� ��_ B(EXISTING STORM 2.56 75 1.58 4.85 9.10
w ■
' -- \ , '' T �', __-3320 GARNER RD I c m ® a sfis°oa'4o^w I NETWORK) L S5 P
_ _ �✓` / --- -p____7 . _Nr Tr
_ ill _ �I lit_I --- T �■ NOTE:POST-DEVELOPMENT FLOW IS LESS THAN PRE-DEVELOPMENT FLOW FOR THE 1-YEAR,24-HOUR
\ \ 71 r (rex__ - ) �� - � ��` -J�i�L 1■ 334'�_ .occE 1 T o■N STORM AT ALL ANALYSIS POINTS.REFER TO CALCULATION BOOKLET FOR ADDITIONAL INFORMATION.
s
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' / ' I _ _-- _- ------ ;=
--- �"`- ANALYSIS POINTS • �,c` - •`1�_ UGT 421 N HARRINGTON STREET SUITE 700
Q • r
F e aN / / �,r - ppp �P- m STORMWATER QUALITY CALCULATIONS
' / ,,,/ I ,.II, ' ! F1/ � - wN$�°5��'55'� RALEIGH,NORTH C FAX 91A 27603
tv1/-/ ��g, II _ .0 �o :� i _ 18.05' TEL [phone] FAX [phone]
■
__ Jr�-`8 sAN I-Ir T _ fc �,,! III _^ r-'c EXISTING PRE-1997 IMPERVIOUS SURFACE AREA BUILT BEFORE 1997= WWW.LS3P.COM
■
r 4' ,..-.ram" i , i M9t • ■•■ •■:8 .38.i;
` i !rlS17 ■ 1111111�
/ `\,�� ------...y" -' r�r �y.r-r ■ - 168.1T m N R=56.18' °4 'E EXISTING
AC •••
--f- / N\ ��- -' -0_ yi y' - _ iw " 1ii.3 __.I I�-�� IIIII®IIiisna x x !. Le60.39' 22 2�• STING IMPERVIOUS SURFACE AREA BUILT BEFORE 1997 TO BE DEMOLISHED= �•• .�•.
!
-, ' = - _ _ EXISTING IMPERVIOUS SURFACE AREA BUILT BEFORE 1997 TO REMAIN-
� / \�� ' _ ,j L _""'�`"w„' _ _ "�'334 7 - -, _ I '1 RAW ilk -"_ ! ■� I 4.06 3.16=0.90 AC Y
I u TIMMONS GROUP
- - _ - ENGINEERING DESIGN TECHNOLOGY
75 - - i r"*-v�.,y - ��y /i r _ _ 1 -i le' NC LICENSE NUMBER C 1652
_ -376 _ - _ 4_ - - r-' �- �4/ i ER PA M Z■ EXISTING IMPERVIOUS SURFACE AREA BUILT AFTER 1997= Timmons Group
- __I /Ll/LL 1 LOW PATIO ,, . ®i I.
- -.31 318 _ - "/`s�� y _- _ - -/ _ wvvu �� I 5r. ® !11, ■ R=50.00' 0.53 AC Attn:Frank Slinsky,PE
- --- 31y ,��3 __ - L �� , �� s SBI HEADQUARTERS ADDITION 11II0 0']�"O L=43.26' EXISTING IMPERVIOUS SURFACE AREA BUILT AFTER 1997 TO BE DEMOLISHED= 5410 Trinity Road;Suite 102
l 'I b �I
a'1 g7;, / L, -. <;An w858" I UPPER FLOOR FFE:346.92 � � 0.49 AC Raleigh,NC 27607
_-321 G 3,9ti�/ 32 -- - - -- -, ) LOWER FLOOR FFE:332.92 A
ZA}2�� g� _ ^'T •' I �' I . i� -- EXISTING IMPERVIOUS SURFACE AREA BUILT AFTER 1997 TO REMAIN= Phone:[phone]
- 3��`l�� %ti nsdnarrrnaan � _ • 3 3 3g it V I 0.53-0.49=0.04 AC Fax- - - - - - 919 859 6663
_- //�'z///_ -; - _ SS ___ - -0. �t1 r w • FOR REVIEW ONLY
_' _ - /¢" 3 330 _- -- - --_ � _ - - ^�o. 1 I -gAS 3a2 `5 bM h c� a b • - _ _ TOTAL NEW IMPERVIOUS SURFACE AREA WITHIN SITE BOUNDARY=
,9/ r 1 -- - - -' -__- - _ - _ _-__u�..,. _�•� Ar g3 `b � a +,'/ R-50.00'� I NOT CONSTRUCTION
1rFo-- -_- ' /�'� d" 5'5 --- __ _-_-`_.. - _ _ _ _ -- r. --- a•a i �rio� � � L-45. 8.47 AC ORCNunn U F
---, u6 3 4 . Ir - � IMPERVIOUS SURFACE ARE (FUTURE)-
v II' g 3 ! ,trs,.. 2.28 AC PE A(FU RE) �����N ROC/''.
Fyn ■ � CA
33---i=3 r, �I � - /�_ • _., �� _ ®,® US SURFACE AREA TREATED WITH WET POND(DRAINAGE AREA = ,,
//, - © �� 5.97 AC IMPERVIOUS D(DR 'A') OFF ?r`Y
- ---- '{�ti ^"`'Jw ..-- 7 56'■- �p 0� - ;°■n 1_
IMPERVIOUS SURFACE AREA TREATED WITH WET POND INCLUDING FUTURE_ - �=
III■�- � � 'r._a � - N a ( ) SE�L
_--_,- . ..,- _ailVar ��M>!�9 '�■ I -
1 I
w
II
�"g ■.I ggq y337- - - ry .r. : r U. r © z 5.87+228-7.25 AC T9/I//1'L4
/ - r a IMPERVIOUS SURFACE AREA REQUIRED TO BE TREATED= .n r. Fp
33 DRAINAGE AREA'A': -- -- -
r e' &-60:40' '%9� GIN :is-,
8.47-3.16+0.04 5.35 AC 4.9 E
IMPERVIOUS:7.25-AC e � V . '3v� � i � L-58.94�• EXCESS IMPERVIOUS SURFACE AREA CAPTURED BY SCM= pO�C�$SLINS�`���,
PERVIOUS:4.80-AC /� t 7.25-5.35=1.90 AC
_ _ ISC "" 4J __J�/' R=50:00' �• I cocmcrvr zoz4 uiacHrs aeseavEo.va rvreo oe
TOTAL:12.05-AC ` ,,� r: L=3a.93'�I ELE�raorv�o�wrves�000�rvNErvrAnorvN,Y
z •,.Jia3✓_I■F „ • POST-DEVELOPMENT IMPERVIOUS AREA AND WATER QUALITY TREATMENT NOT"Z sos oeFEhirt za°ss c71EsUo 1 e'
.�..�..�.. 45989' - i ``i -
�` R S87°5242'W - \ EXISTING IMPERVIOUS ADDED BEFORE 1997
>_ T, ` -*II -� \. 1%,e/ I ////// REMAINING POST-DEVELOPMENT(0.90 AC) cgi
9„W\ t• t• Imo ,� r.rc.n +l{' u9� =_.:------ __ _ /"
fff��� /�/
■ 0 4'" 8"W - \ 6 ' it
�4 41 I EXISTING IMPERVIOUS ADDED AFTER 1997 C
• 3 3(
I�
I REMAINING POST-DEVELOPMENT(0.04 AC) 0
�s - �..: ■ !I'� FUTURESBI LOGISTICS I_111048-:Is PROPOSED NEW IMPERVIOUS(8.47 AC)
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`� __ \ ,gAL ee LOGISTICS ___� o 0�•• I I IVBUILDING0�wI _ BUILDING PHASE 1 � '�: �111.52 ' FUTURE IMPERVIOUS(2.28 AC)
w 9 ' PHASE 2 FFE 345.00
■
Ay 371 •_ 3q-a a ue
. Q
C ` ,�
■ S \\ - -340 s 3 ---'Il - Ip DRAINAGE AREA
8
■3 �/ 342 � SERVICE c■MN c1Nf
pi
Ca 0
�2 � FUTURE SBI r. TOTAL SITE AREA=665,666 SF(1529 AC)
SETBACK ` A _ `37 ., � = ,I �� 3 \I - -,-t; 7 • NOTES qp
G1 Cr Q
I I v / 9 ' 4 ® � ® N■� TIME OF I 1. THE NET INCREASE IN IMPERVIOUS AREA IS CAPTURED AND TREATED IN THE WET T� 0• 9 M
` ' ■ ` ` �` h\� _ "� Lb,� Oe�CtIC z� CONCENTRATION POND.THE WET POND HAS BEEN SIZED TO ACCOMMODATE THE ADDITIONAL V N
N -__ I r .1. N:///lf/%ii '� ®///mod. i )' LINE AREA'A' IMPERVIOUS. (� . N M
347 ■ p
�\ _ o- ;'1 2. FOR STORMWATER MANAGEMENT,THERE ARE TWO ANALYSIS POINTS,'A'&'B'. co N
N • I \` ` r '/ I I I r ee a ANALYSIS POINT A IS LOCATED AT THE OUTFALL OF AN EXISTING CULVERT(WITH Ct
��, ,), ■ F "" EXISTING RIPRAP OUTLET PROTECTION),WHILE ANALYSIS POINTS IS LOCATED AT AN 1 0 N U V
■ EXISTING STORM STRUCTURE TO THE NORTHWEST OF THE HEADQUARTERS i W W
■ `, -� - , ADDITION. co O
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♦ A �q{ - I DRAINS TO ANALYSIS POINT B.
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ORIG 2024.09.12
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1 I2 3 4 5 6 100%CONSTRUCTION DOCUMENTS
I

Design Calculations
Pre-Post Development Hydraulic Routing
Wet Pond A Design
Supplement EZ
Outlet Protection Calculations
Operations and Maintenance EZ

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
4
2 CD
CD
1CD 5
ELD
1.113
Legend
Hyd. Origin Description
1 SCS Runoff Post-Dev'A'Pond
2 SCS Runoff Pre-Dev to Analysis Point'A'
3 Reservoir Pond'A'
4 SCS Runoff Pre-Dev to Analysis Point'B'
5 SCS Runoff Post-Dev to Analysis Point'B'
Project: SBI HQ.gpw Wednesday, 10/9/2024

2
Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
I
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff 13.85 18.98 27.03 33.62 42.59 57.29 Post-Dev'A'Pond
2 SCS Runoff 5.005 7.728 12.22 16.06 21.45 30.57 Pre-Dev to Analysis Point'A'
3 Reservoir 1 2.080 5.919 13.60 23.17 34.41 42.16 Pond'A'
4 SCS Runoff 2.050 3.153 4.970 6.520 8.701 12.41 Pre-Dev to Analysis Point'B'
5 SCS Runoff 1.575 2.387 3.718 4.847 6.425 9.100 Post-Dev to Analysis Point'B'
Proj. file: SBI HQ.gpw Wednesday, 10/9/2024

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 13.85 2 734 60,520 Post-Dev'A'Pond
2 SCS Runoff 5.005 2 742 29,898 i Pre-Dev to Analysis Point'A'
3 Reservoir 2.080 2 784 58,246 1 331.30 32,307 Pond'A'
4 SCS Runoff 2.050 2 736 10,255 Pre-Dev to Analysis Point'B'
5 SCS Runoff 1.575 2 738 8,326 Post-Dev to Analysis Point'B'
SBI HQ.gpw Return Period: 1 Year Wednesday, 10/9/2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 1
Post-Dev 'A' Pond
Hydrograph type = SCS Runoff Peak discharge = 13.85 cfs
Storm frequency = 1 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 60,520 cuft
Drainage area = 12.050 ac Curve number = 83*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 30.80 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(6.550 x 98)+(0.700 x 85)+(4.800 x 61)]/12.050
Post-Dev 'A' Pond
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 - 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. No. 1
Post-Dev 'A' Pond
Description A B C Totals
Sheet Flow
Manning's n-value = 0.410 0.011 0.011
Flow length (ft) = 176.0 0.0 0.0
Two-year 24-hr precip. (in) = 2.25 3.50 0.00
Land slope (%) = 5.00 0.00 0.00
Travel Time (min) = 28.46 + 0.00 + 0.00 = 28.46
Shallow Concentrated Flow
Flow length (ft) = 160.00 0.00 0.00
Watercourse slope (%) = 1.25 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.80 0.00 0.00
Travel Time (min) = 1.48 + 0.00 + 0.00 = 1.48
Channel Flow
X sectional flow area (sqft) = 1.77 3.14 0.00
Wetted perimeter(ft) = 4.71 6.28 0.00
Channel slope (%) = 2.40 2.40 0.00
Manning's n-value = 0.013 0.013 0.015
Velocity (ft/s) =9.22
11.16
0.00
Flow length (ft) ({0})400.0 115.0 0.0
Travel Time (min) = 0.72 + 0.17 + 0.00 = 0.90
Total Travel Time, Tc 30.80 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 2
Pre-Dev to Analysis Point 'A'
Hydrograph type = SCS Runoff Peak discharge = 5.005 cfs
Storm frequency = 1 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 29,898 cuft
Drainage area = 9.830 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 45.80 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(2.130 x 98)+(0.190 x 85)+(2.050 x 61)+(5.460 x 69)]/9.830
Pre-Dev to Analysis Point 'A'
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
6.00 6.00
5.00 1 5.00
4.00 4.00
3.00 3.00
2.00 2.00
....................:::........__________
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

7
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. No. 2
Pre-Dev to Analysis Point 'A'
Description A B C Totals
Sheet Flow
Manning's n-value = 0.410 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 3.03 0.00 0.00
Travel Time (min) = 42.71 + 0.00 + 0.00 = 42.71
Shallow Concentrated Flow
Flow length (ft) = 14.18 220.00 55.13
Watercourse slope (%) = 4.94 1.36 2.50
Surface description = Unpaved Paved Unpaved
Average velocity (ft/s) =3.59 2.37 2.55
Travel Time (min) = 0.07 + 1.55 + 0.36 = 1.97
Channel Flow
X sectional flow area (sqft) = 4.91 5.00 0.00
Wetted perimeter(ft) = 7.85 10.20 0.00
Channel slope (%) = 1.15 2.55 0.00
Manning's n-value = 0.015 0.026 0.015
Velocity (ft/s) =7.78
5.68
0.00
Flow length (ft) ({0})196.6 237.3 0.0
Travel Time (min) = 0.42 + 0.70 + 0.00 = 1.12
Total Travel Time, Tc 45.80 min

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 3
Pond 'A'
Hydrograph type = Reservoir Peak discharge = 2.080 cfs
Storm frequency = 1 yrs Time to peak = 784 min
Time interval = 2 min Hyd. volume = 58,246 cuft
Inflow hyd. No. = 1 - Post-Dev 'A' Pond Max. Elevation = 331.30 ft
Reservoir name = Pond 'A' Max. Storage = 32,307 cuft
Storage Indication method used.
Pond 'A'
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 2.00
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 1 111111111 Total storage used = 32,307 cuft

Pond Report 9
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Pond No. 1 - Pond 'A'
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=329.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 329.50 15,805 0 0
0.50 330.00 17,358 8,287 8,287
1.50 331.00 18,967 18,155 26,442
2.50 332.00 20,632 19,792 46,233
3.50 333.00 22,354 21,485 67,718
4.50 334.00 24,132 23,235 90,953
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 2.25 8.00 0.00 Crest Len(ft) = 16.00 Inactive 10.00 0.00
Span(in) = 24.00 2.25 36.00 0.00 Crest El.(ft) = 332.00 330.97 333.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 325.50 329.50 330.97 0.00 Weir Type = 1 Rect Broad ---
Length(ft) = 42.00 0.67 0.67 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.20 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes Yes No 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(ft) Stage/ Discharge Elev(ft)
5.00 334.50
I
4.00 333.50
3.00 - 332.50
2.00 331.50
1.00 330.50
0.00 329.50
0.00 8.00 16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00
Total Q Discharge(cfs)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 4
Pre-Dev to Analysis Point 'B'
Hydrograph type = SCS Runoff Peak discharge = 2.050 cfs
Storm frequency = 1 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 10,255 cuft
Drainage area = 3.380 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 35.50 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.160 x 98)+(2.220 x 61)]/3.380
Pre-Dev to Analysis Point 'B'
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
3.00 - 3.00
2.00 2.00
1.00 - 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

11
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. No. 4
Pre-Dev to Analysis Point 'B'
Description A B C Totals
Sheet Flow
Manning's n-value = 0.410 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 4.83 0.00 0.00
Travel Time (min) = 35.44 + 0.00 + 0.00 = 35.44
Shallow Concentrated Flow
Flow length (ft) = 4.32 0.00 0.00
Watercourse slope (%) = 4.17 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =3.29 0.00 0.00
Travel Time (min) = 0.02 + 0.00 + 0.00 = 0.02
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 35.50 min

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 5
Post-Dev to Analysis Point 'B'
Hydrograph type = SCS Runoff Peak discharge = 1.575 cfs
Storm frequency = 1 yrs Time to peak = 738 min
Time interval = 2 min Hyd. volume = 8,326 cuft
Drainage area = 2.560 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 39.50 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.980 x 98)+(1.580 x 61)]/2.560
Post-Dev to Analysis Point 'B'
Q (cfs) Hyd. No. 5-- 1 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

13
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. No. 5
Post-Dev to Analysis Point 'B'
Description A B C Totals
Sheet Flow
Manning's n-value = 0.410 0.011 0.011
Flow length (ft) = 299.9 0.0 0.0
Two-year 24-hr precip. (in) = 3.50 0.00 0.00
Land slope (%) = 3.88 0.00 0.00
Travel Time (min) = 38.68 + 0.00 + 0.00 = 38.68
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) = 0.55 0.00 0.00
Wetted perimeter(ft) = 2.62 0.00 0.00
Channel slope (%) = 3.30 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =6.31
0.00
0.00
Flow length (ft) ({0})310.8 0.0 0.0
Travel Time (min) = 0.82 + 0.00 + 0.00 = 0.82
Total Travel Time, Tc 39.50 min

14
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 18.98 2 732 82,313 Post-Dev'A'Pond
2 SCS Runoff 7.728 2 742 43,849 i Pre-Dev to Analysis Point'A'
3 Reservoir 5.919 2 762 80,008 1 331.66 39,597 Pond'A'
4 SCS Runoff 3.153 2 736 15,040 Pre-Dev to Analysis Point'B'
5 SCS Runoff 2.387 2 738 12,097 Post-Dev to Analysis Point'B'
SBI HQ.gpw Return Period: 2 Year Wednesday, 10/9/2024

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 1
Post-Dev 'A' Pond
Hydrograph type = SCS Runoff Peak discharge = 18.98 cfs
Storm frequency = 2 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 82,313 cuft
Drainage area = 12.050 ac Curve number = 83*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 30.80 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(6.550 x 98)+(0.700 x 85)+(4.800 x 61)]/12.050
Post-Dev 'A' Pond
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
I
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 2
Pre-Dev to Analysis Point 'A'
Hydrograph type = SCS Runoff Peak discharge = 7.728 cfs
Storm frequency = 2 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 43,849 cuft
Drainage area = 9.830 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 45.80 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(2.130 x 98)+(0.190 x 85)+(2.050 x 61)+(5.460 x 69)]/9.830
Pre-Dev to Analysis Point 'A'
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
8.00 - 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 3
Pond 'A'
Hydrograph type = Reservoir Peak discharge = 5.919 cfs
Storm frequency = 2 yrs Time to peak = 762 min
Time interval = 2 min Hyd. volume = 80,008 cuft
Inflow hyd. No. = 1 - Post-Dev 'A' Pond Max. Elevation = 331.66 ft
Reservoir name = Pond 'A' Max. Storage = 39,597 cuft
Storage Indication method used.
Pond 'A'
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
Hyd No. 3 Hyd No. 1 111111111 Total storage used = 39,597 cuft

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 4
Pre-Dev to Analysis Point 'B'
Hydrograph type = SCS Runoff Peak discharge = 3.153 cfs
Storm frequency = 2 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 15,040 cuft
Drainage area = 3.380 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 35.50 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.160 x 98)+(2.220 x 61)]/3.380
Pre-Dev to Analysis Point 'B'
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
4.00 - 4.00
3.00 3.00
2.00 - 2.00
1.00 1.00
0.00 — �- 0.00
o 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 4

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 5
Post-Dev to Analysis Point 'B'
Hydrograph type = SCS Runoff Peak discharge = 2.387 cfs
Storm frequency = 2 yrs Time to peak = 738 min
Time interval = 2 min Hyd. volume = 12,097 cuft
Drainage area = 2.560 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 39.50 min
Total precip. = 3.50 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.980 x 98)+(1.580 x 61)]/2.560
Post-Dev to Analysis Point 'B'
Q (cfs) Hyd. No. 5-- 2 Year Q (cfs)
3.00 - 3.00
2.00 - 2.00
1.00 - 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

20
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 27.03 2 732 116,783 Post-Dev'A'Pond
2 SCS Runoff 12.22 2 742 67,042 Pre-Dev to Analysis Point'A'
3 Reservoir 13.60 2 754 114,443 1 332.19 50,232 Pond'A'
4 SCS Runoff 4.970 2 736 22,996 Pre-Dev to Analysis Point'B'
5 SCS Runoff 3.718 2 738 18,328 Post-Dev to Analysis Point'B'
SBI HQ.gpw Return Period: 5 Year Wednesday, 10/9/2024

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 1
Post-Dev 'A' Pond
Hydrograph type = SCS Runoff Peak discharge = 27.03 cfs
Storm frequency = 5 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 116,783 cuft
Drainage area = 12.050 ac Curve number = 83*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 30.80 min
Total precip. = 4.40 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(6.550 x 98)+(0.700 x 85)+(4.800 x 61)]/12.050
Post-Dev 'A' Pond
Q (cfs) Hyd. No. 1 -- 5 Year Q (cfs)
28.00 28.00
I
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 ...2 .-......... 1 4.00
0.00 7 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 2
Pre-Dev to Analysis Point 'A'
Hydrograph type = SCS Runoff Peak discharge = 12.22 cfs
Storm frequency = 5 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 67,042 cuft
Drainage area = 9.830 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 45.80 min
Total precip. = 4.40 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(2.130 x 98)+(0.190 x 85)+(2.050 x 61)+(5.460 x 69)]/9.830
Pre-Dev to Analysis Point 'A'
Q (cfs) Hyd. No. 2 -- 5 Year Q (cfs)
14.00 14.00
•
12.00 - 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 3
Pond 'A'
Hydrograph type = Reservoir Peak discharge = 13.60 cfs
Storm frequency = 5 yrs Time to peak = 754 min
Time interval = 2 min Hyd. volume = 114,443 cuft
Inflow hyd. No. = 1 - Post-Dev 'A' Pond Max. Elevation = 332.19 ft
Reservoir name = Pond 'A' Max. Storage = 50,232 cuft
Storage Indication method used.
Pond 'A'
Q (cfs) Hyd. No. 3 -- 5 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - '- 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 3 Hyd No. 1 111111111 Total storage used = 50,232 cuft

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 4
Pre-Dev to Analysis Point 'B'
Hydrograph type = SCS Runoff Peak discharge = 4.970 cfs
Storm frequency = 5 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 22,996 cuft
Drainage area = 3.380 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 35.50 min
Total precip. = 4.40 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.160 x 98)+(2.220 x 61)]/3.380
Pre-Dev to Analysis Point 'B'
Q (cfs) Hyd. No. 4 -- 5 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 5
Post-Dev to Analysis Point 'B'
Hydrograph type = SCS Runoff Peak discharge = 3.718 cfs
Storm frequency = 5 yrs Time to peak = 738 min
Time interval = 2 min Hyd. volume = 18,328 cuft
Drainage area = 2.560 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 39.50 min
Total precip. = 4.40 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.980 x 98)+(1.580 x 61)]/2.560
Post-Dev to Analysis Point 'B'
Q (cfs) Hyd. No. 5 -- 5 Year Q (cfs)
4.00 4.00
1
3.00 3.00
2.00 - 2.00
1.00 t 1.00
0.00 _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 5

26
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 33.62 2 732 145,393 Post-Dev'A'Pond
2 SCS Runoff 16.06 2 742 87,008 Pre-Dev to Analysis Point'A'
3 Reservoir 23.17 2 746 143,033 1 332.39 54,570 Pond'A'
4 SCS Runoff 6.520 2 736 29,844 Pre-Dev to Analysis Point'B'
5 SCS Runoff 4.847 2 738 23,668 Post-Dev to Analysis Point'B'
SBI HQ.gpw Return Period: 10 Year Wednesday, 10/9/2024

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 1
Post-Dev 'A' Pond
Hydrograph type = SCS Runoff Peak discharge = 33.62 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 145,393 cuft
Drainage area = 12.050 ac Curve number = 83*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 30.80 min
Total precip. = 5.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(6.550 x 98)+(0.700 x 85)+(4.800 x 61)]/12.050
Post-Dev 'A' Pond
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
35.00 - 35.00
30.00 30.00
25.00 25.00
20.00 I 20.00
15.00 15.00
I L........
10.00 10.00
5.00 5.00
�_
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 2
Pre-Dev to Analysis Point 'A'
Hydrograph type = SCS Runoff Peak discharge = 16.06 cfs
Storm frequency = 10 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 87,008 cuft
Drainage area = 9.830 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 45.80 min
Total precip. = 5.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(2.130 x 98)+(0.190 x 85)+(2.050 x 61)+(5.460 x 69)]/9.830
Pre-Dev to Analysis Point 'A'
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
18.00 - - - 18.00
1
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 3
Pond 'A'
Hydrograph type = Reservoir Peak discharge = 23.17 cfs
Storm frequency = 10 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 143,033 cuft
Inflow hyd. No. = 1 - Post-Dev 'A' Pond Max. Elevation = 332.39 ft
Reservoir name = Pond 'A' Max. Storage = 54,570 cuft
Storage Indication method used.
Pond 'A'
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 ......; t::zzaralum.... --....-. 5.00
0.00 "1:: ..- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 111111111 Total storage used = 54,570 cuft

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 4
Pre-Dev to Analysis Point 'B'
Hydrograph type = SCS Runoff Peak discharge = 6.520 cfs
Storm frequency = 10 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 29,844 cuft
Drainage area = 3.380 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 35.50 min
Total precip. = 5.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.160 x 98)+(2.220 x 61)]/3.380
Pre-Dev to Analysis Point 'B'
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 — 5.00
4.00 4.00
3.00 3.00
I
2.00 2.00
1.00 1.00
J
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 5
Post-Dev to Analysis Point 'B'
Hydrograph type = SCS Runoff Peak discharge = 4.847 cfs
Storm frequency = 10 yrs Time to peak = 738 min
Time interval = 2 min Hyd. volume = 23,668 cuft
Drainage area = 2.560 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 39.50 min
Total precip. = 5.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.980 x 98)+(1.580 x 61)]/2.560
Post-Dev to Analysis Point 'B'
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

32
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 42.59 2 732 184,902 Post-Dev'A'Pond
2 SCS Runoff 21.45 2 742 115,313 Pre-Dev to Analysis Point'A'
3 Reservoir 34.41 2 742 182,524 1 332.61 59,248 Pond'A'
4 SCS Runoff 8.701 2 734 39,552 Pre-Dev to Analysis Point'B'
5 SCS Runoff 6.425 2 738 31,213 Post-Dev to Analysis Point'B'
SBI HQ.gpw Return Period: 25 Year Wednesday, 10/9/2024

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 1
Post-Dev 'A' Pond
Hydrograph type = SCS Runoff Peak discharge = 42.59 cfs
Storm frequency = 25 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 184,902 cuft
Drainage area = 12.050 ac Curve number = 83*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 30.80 min
Total precip. = 6.09 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(6.550 x 98)+(0.700 x 85)+(4.800 x 61)]/12.050
Post-Dev 'A' Pond
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
50.00 50.00
40.001 40.00
30.00 30.00
I
20.00 J , _ 20.00
10.00 10.00
_,
0.00 - i - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 2
Pre-Dev to Analysis Point 'A'
Hydrograph type = SCS Runoff Peak discharge = 21.45 cfs
Storm frequency = 25 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 115,313 cuft
Drainage area = 9.830 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 45.80 min
Total precip. = 6.09 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(2.130 x 98)+(0.190 x 85)+(2.050 x 61)+(5.460 x 69)]/9.830
Pre-Dev to Analysis Point 'A'
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
11
4.00 4.00
0.00 - 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 3
Pond 'A'
Hydrograph type = Reservoir Peak discharge = 34.41 cfs
Storm frequency = 25 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 182,524 cuft
Inflow hyd. No. = 1 - Post-Dev 'A' Pond Max. Elevation = 332.61 ft
Reservoir name = Pond 'A' Max. Storage = 59,248 cuft
Storage Indication method used.
Pond 'A'
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 111111111 Total storage used = 59,248 cuft

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 4
Pre-Dev to Analysis Point 'B'
Hydrograph type = SCS Runoff Peak discharge = 8.701 cfs
Storm frequency = 25 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 39,552 cuft
Drainage area = 3.380 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 35.50 min
Total precip. = 6.09 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.160 x 98)+(2.220 x 61)]/3.380
Pre-Dev to Analysis Point 'B'
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
10.00 10.00
8.00 8.00
I
6.00 - 6.00
4.00 - 4.00
2.00 2.00
0.00 -'90.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 5
Post-Dev to Analysis Point 'B'
Hydrograph type = SCS Runoff Peak discharge = 6.425 cfs
Storm frequency = 25 yrs Time to peak = 738 min
Time interval = 2 min Hyd. volume = 31,213 cuft
Drainage area = 2.560 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 39.50 min
Total precip. = 6.09 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.980 x 98)+(1.580 x 61)]/2.560
Post-Dev to Analysis Point 'B'
Q (cfs) Hyd. No. 5-- 25 Year Q (cfs)
7.00 7.00
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 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

38
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 57.29 2 732 250,797 Post-Dev'A'Pond
2 SCS Runoff 30.57 2 740 163,794 Pre-Dev to Analysis Point'A'
3 Reservoir 42.16 2 744 248,396 1 333.22 72,720 Pond'A'
4 SCS Runoff 12.41 2 734 56,182 Pre-Dev to Analysis Point'B'
5 SCS Runoff 9.100 2 736 44,094 Post-Dev to Analysis Point'B'
SBI HQ.gpw Return Period: 100 Year Wednesday, 10/9/2024

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 1
Post-Dev 'A' Pond
Hydrograph type = SCS Runoff Peak discharge = 57.29 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 250,797 cuft
Drainage area = 12.050 ac Curve number = 83*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 30.80 min
Total precip. = 7.67 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(6.550 x 98)+(0.700 x 85)+(4.800 x 61)]/12.050
Post-Dev 'A' Pond
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
60.00 60.00
_l_
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 1 I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 2
Pre-Dev to Analysis Point 'A'
Hydrograph type = SCS Runoff Peak discharge = 30.57 cfs
Storm frequency = 100 yrs Time to peak = 740 min
Time interval = 2 min Hyd. volume = 163,794 cuft
Drainage area = 9.830 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 45.80 min
Total precip. = 7.67 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(2.130 x 98)+(0.190 x 85)+(2.050 x 61)+(5.460 x 69)]/9.830
Pre-Dev to Analysis Point 'A'
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
35.00 - 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 3
Pond 'A'
Hydrograph type = Reservoir Peak discharge = 42.16 cfs
Storm frequency = 100 yrs Time to peak = 744 min
Time interval = 2 min Hyd. volume = 248,396 cuft
Inflow hyd. No. = 1 - Post-Dev 'A' Pond Max. Elevation = 333.22 ft
Reservoir name = Pond 'A' Max. Storage = 72,720 cuft
Storage Indication method used.
Pond 'A'
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 111111111 Total storage used = 72,720 cuft

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 4
Pre-Dev to Analysis Point 'B'
Hydrograph type = SCS Runoff Peak discharge = 12.41 cfs
Storm frequency = 100 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 56,182 cuft
Drainage area = 3.380 ac Curve number = 74*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 35.50 min
Total precip. = 7.67 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.160 x 98)+(2.220 x 61)]/3.380
Pre-Dev to Analysis Point 'B'
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 - 2.00
0.00 - ` - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Hyd. No. 5
Post-Dev to Analysis Point 'B'
Hydrograph type = SCS Runoff Peak discharge = 9.100 cfs
Storm frequency = 100 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 44,094 cuft
Drainage area = 2.560 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 39.50 min
Total precip. = 7.67 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.980 x 98)+(1.580 x 61)]/2.560
Post-Dev to Analysis Point 'B'
Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 - 6.00
4.00 - 4.00
2.00 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

44
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday, 10/9/2024
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 67.6239 13.2000 0.9048
2 74.1911 13.1000 0.8854
3 0.0000 0.0000 0.0000
5 72.3793 12.7000 0.8349
10 72.4736 12.4000 0.8027
25 52.8649 9.5000 0.7022
50 58.8641 10.3000 0.7023
100 50.6951 8.9000 0.6490
File name:SBI HQ.IDF
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 4.90 3.93 3.30 2.84 2.50 2.24 2.03 1.86 1.71 1.59 1.48 1.39
2 5.71 4.60 3.87 3.35 2.96 2.65 2.40 2.20 2.03 1.89 1.77 1.66
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.34 4.52 3.94 3.50 3.15 2.87 2.64 2.45 2.29 2.14 2.02
10 7.32 5.97 5.08 4.44 3.96 3.58 3.27 3.02 2.81 2.63 2.47 2.33
25 8.08 6.57 5.59 4.91 4.40 4.00 3.68 3.41 3.19 3.00 2.83 2.69
50 8.67 7.11 6.09 5.36 4.82 4.39 4.04 3.76 3.52 3.31 3.13 2.97
100 9.19 7.52 6.46 5.71 5.15 4.71 4.35 4.06 3.81 3.60 3.41 3.25
Tc=time in minutes.Values may exceed 60.
Precip.file name:Sample.pcp
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.90 3.50 0.00 4.40 5.12 6.09 6.87 7.67
SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

WET POND SIZING DATE
10/9/2024 •••.
PROJECT NAME PROJECT NO
SBI HQ Addition&Renovation 57879 TIMMONS GROUP
LOCATION BY
Raleigh, NC Jake Lewis
POND A
Drainage Area,(DA)= 12.05 ac
Impervious Area c=0.95 7.25 ac
Pervious Area c= 0.30 4.80 ac Q1 Pre= 5.0 cfs
CN= 82 Q1Post= 2.4 cfs
Permanent Water Quality Pool
% Impervious= 60.2
Permanent Pool Design Depth= 3.00 ft
SA/DA Ratio= 2.10 (from Tbl. 1.1)
Required Surface Area= 11,007 sf
Permanent Pool Volume Req.= 33,021 cf
Temporary Water Quality Pool
Design Storm Rainfall 1.00 in (Typically 1-in)
Runoff Coeff.(Rv=0.05+0.009(%Imperv.))= 0.59 in/in
Required Volume(design rainfall)(Rv)(DA)= 25,872.83 cf
Surface Area Provided:
Permanent Pool Max.Depth= 4.00 ft
Area of Pond Bottom(Above PSS)= 8,859 sf
Area Bottom of Shelf= 11,655 sf
Area of Permanent Pool= 13,149 sf
Area Top of Shelf= 14,708 sf
Perm.Pool Volume Provided= 39,966 cf > 33,021 OK
Avg.Perm.Pool Depth Provided(Eq.3). 3.04 ft > 3.00 OK
Surface Area at 1"Storage Volume= 18,917 sf (EL=330.97)
1"Storage Volume Provided= 25,884 cf > 25,873 OK
Temp.Storage Depth above Dewatering Hole= 1.47 ft
Diameter of Dewatering Hole= 2.25 in
Detention(Draw-Down)Time = 3.3 days (2-5 days Required)
T days=(Temp.Storage Vol Req/(0.6"A*(2*g*(h))^1/2)*86400
(where h=one third temp.storage depth measured to centroid of orifice)
Max Drawdow Rate= 0.16 cfs
Permanent Pool Volume= 39,966 cf > 33,021 OK
Forebay Volume Required= 5,995 cf
Forebay Volume Provided= 6,104 cf
15.3 % OK
Table 1.1
SA/DA Ratios 85%TSS efficiency
Permanent Pool Depth(ft)
%Impervious 3.0 4.0 5.0 6.0
10 0.51 0.43 0.37 0.30
20 0.84 0.69 0.61 0.51
30 1.17 0.94 0.84 0.72
40 1.51 1.24 1.09 0.91
50 1.79 1.51 1.31 1.13
60 2.09 1.77 1.49 1.31
70 2.51 2.09 1.80 1.56
80 2.92 2.41 2.07 1.82
90 3.25 2.64 2.31 2.04
s:\1 3 1 910 0 01\cei.\Pnndsize-wet Pond-piedmont-90 tss printed: 10/10/2024 8:58 AM Page 1 of 3

DATE
POND A
Main Pool Permanent Pool Volume
Stage(ft) Elevation Area(sf) Storage(cf)
-4.00 325.50 8,418 Top of Sed.Stor.in Main Pond
-3.00 326.50 8,859 8,638
-2.00 327.50 9,762 17,949
-1.00 328.50 10,694 28,177
-0.50 329.00 11,655 33,765 Inside of Shelf Elev.
0.00 329.50 13,149 39,966 Normal Pool Elev.
0.50 330.00 14,708 46,930 Outside of Shelf Elev.
Forebay Volume
Stage(ft) Elevation Area(sf) Storage(cf)
Top of Sed.Stor.in Forebay
-4.00 325.50 845 0
-3.00 326.50 1,183 1,014
-2.00 327.50 1,460 2,335
-1.00 328.50 1,766 3,948
-0.50 329.00 2,100 4,915
0.00 329.50 2,656 6,104 Normal Pool Elev.
Total Pond Stage/Storage Detail
0.00 329.5 15,805 0 Normal Pool Elev.
0.50 330 17,358 8290.72
25883.68134 Water Quality Elevation
1.50 331 18,967 26452.775
2.50 332 20631.93 46251.99
3.50 333 22353.92 67744.915
4.50 334 24132.45 90988.1
Anti-Floatation
Invert of Riser: 325.50 ft
Crest of Riser: 332.00 ft
Inside Width of Riser 4.00 ft
Inside Length of Riser: 4.00 ft
Riser Wall Thickness: 8.00 in
Volume of Riser: 184.89 cf
Volume of Riser Walls: 80.89 cf
Weight of Concrete: 150 lbs/cf
Buoyancy Force: 62.4 lbs/cf
Weight of Riser Walls: 12,133 lbs
Buoyancy Force of Riser: 11,537 lbs
Weight of Riser minus Buoyancy Force 596 lbs
Width of Anchor extension 0 in
Thickness of Anchor extension 20 in
Weight of Water acting on anchor extension 0 lbs
Weight of extension required(concrete) None lbs
Safety Factor(SF) 1.3
Weight of extension required with SF 0 lbs
Anchor Length: 5.33 ft
Anchor Width: 5.33 ft
Volume of Anchor: 47 cf
Weight of Proposed Anchor 7111 lbs
Is Anchor sufficient? YES
Total Downward Force: 19,244 lbs
Total Boyancy Force: 11,537 lbs
Total Safety Factor: 1.7
s:\1319\0001\calcs\PondSize-Wet Pond-piedmont-90 tss printed: 10/10/2024 8:58 AM Page 2 of 3

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name SBI Headquarters Addition&Renovation
2 Project Area(ac) 15.29
3 Coastal Wetland Area(ac) 0
4 Surface Water Area(ac) 0
5 Is this project High or Low Density? _ High
6 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)
7 Width of vegetated setbacks provided(feet) _ 50 _
8 Will the vegetated setback remain vegetated? _ _ Yes
9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? Yes
10 Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs: _
11 Infiltration System 0 _
12 Bioretention Cell 0
13 Wet Pond _ 1 _ _
14 Stormwater Wetland 0
15 Permeable Pavement 0
16 Sand Filter 0
17 Rainwater Harvesting(RWH) 0
18 Green Roof 0
19 Level Spreader-Filter Strip(LS-FS) 0
20 Disconnected Impervious Surface(DIS) 0
21 Treatment Swale 0
22 Dry Pond 0
23 StormFilter 0
24 Silva Cell 0
25 Bayfilter 0
26 Filterra 0
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: Frank Slinsky,P.E.,Senior Project Manager
28 Organization: Timmons Group
29 Street address: 5410 Trinity Road,Suite 102
30 City,State,Zip: Raleigh,NC,27607 _
31 Phone number(s): _ _ _ [phone]
32 Email: [e-mail]
Certification Statement
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that the
information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans,
specifications,operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
�,�ttitllf////
\\�\\'(N\ CARD 0
O '• ESS% • 4 � \ irk-)
i�
• .▪ 4 SEAL r. _. Signature of Designer
• 033612 ;fA ‘tAD,,,\\\ [2_, 2-
11111110
Seal Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs _ 1
3 Does this project have low density areas? _ No
4 If so,number of low density drainage areas _ 0
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION Entire Site 1
4 Type of SCM _ Wet Pond
5 Total drainage area(sq ft) 665,666 _ 524,897
6 Onsite drainage area(sq ft) 665,666 524,897
7 Offsite drainage area(sq ft) 0 0
8 Total BUA in project(sq ft) 369088 sf 315810 sf
New BUA on subdivided lots(subject to
9 permitting)(sq ft)
New BUA not on subdivided lots(subject to
10 permitting)(sf) 319893 sf 296731 sf
11 Offsite BUA(sq ft)
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft) 19343 sf _ 19343 sf
-Sidewalk(sq ft) 42832 sf 21236 sf
-Roof(sq ft) 43906 sf 43906 sf
-Roadway(sq ft) 112726 sf 112726 sf
-Future(sq ft) 99520 sf _ 99520 sf
-Other,please specify in the comment box
below(sq ft) 1566 sf
New infiltrating permeable pavement on
13 subdivided lots(sq ft)
New infiltrating permeable pavement not on
14 subdivided lots(sq ft)
Existing BUA that will remain(not subject to
15 permitting)(sq ft) 49195 sf _ 19079 sf
16 Existing BUA that is already permitted(sq ft)
17 Existing BUA that will be removed(sq ft) 147233 sf
18 Percent BUA 55% _ 60%
19 Design storm(inches) 1.0 in
20 Design volume of SCM(cu ft) 25878 cf
21 ,Calculation method for design volume Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s): _
Assumed line 17 is existing BUA that was not subject to permitting that will
be removed. Other:is existing BUA that is subject to permitting that is to
remain.

WET POND
I 1 Drainage area number 1 (Pond A)
2 Minimum required treatment volume(cu ft) 25878 cf
GENERAL MDC FROM 02H.1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes
4 Is the SCM located away from contaminated soils? Yes
5 What are the side slopes of the SCM(H:V)? 3:1
Does the SCM have retaining walls,gabion walls or other engineered
6 side slopes? No
7 Are the inlets,outlets,and receiving stream protected from erosion
(10-year storm)? Yes
8 Is there an overflow or bypass for inflow volume in excess of the
design volume? Yes
9 What is the method for dewatering the SCM for maintenance? Drawdown Orifice
10 If applicable,will the SCM be cleaned out after construction? Yes
11 Does the maintenance access comply with General MDC(8)? Yes
12 Does the drainage easement comply with General MDC(9)? Yes
If the SCM is on a single family lot,does(will?)the plat comply with
13 General MDC(10)?
14 Is there an O&M Agreement that complies with General MDC(11)? Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes
16 Does the SCM follow the device specific MDC? Yes
17 Was the SCM desi ned b an NC licensed rofessional? Yes
WET POND MDC FROM 02H.1053
18 Sizing method used SA/DA
19 Has a stage/storage table been provided in the calculations? Yes
20 Elevation of the excavated main pool depth(bottom of sediment
removal)(fmsl) 324.50
21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 325.50
22 Elevation of the bottom of the vegetated shelf(fmsl) 329.00
23 Elevation of the permanent pool(fmsl) 329.50
24 Elevation of the top of the vegetated shelf(fmsl) 330.00
25 Elevation of the temporary pool(fmsl) 330.97
26 Surface area of the main permanent pool(square feet) 13149.00
27 Volume of the main permanent pool(cubic feet) 39966 cf
28 Average depth of the main pool(feet) 3.04 ft
29 Average depth equation used Equation 2
30 If using equation 3,main pool perimeter(feet) N/A
31 If using equation 3,width of submerged veg.shelf(feet) N/A
32 Volume of the forebay(cubic feet) 6104 cf
33 Is this 15-20%of the volume in the main pool? Yes
34 Clean-out depth for forebay(inches) 12 in
35 Design volume of SCM(cu ft) 25878 cf
36 Is the outlet an orifice or a weir? Orifice
37 If orifice,orifice diameter(inches) 2.25 in
38 If weir,weir height(inches) N/A
39 If weir,weir length(inches) N/A
40 Drawdown time for the temporary pool(days) 3.3
41 Are the inlet(s)and outlet located in a manner that avoids short-
circuiting? Yes
42 Are berms or baffles provided to improve the flow path? No
43 Depth of forebay at entrance(inches) 48 in
44 Depth of forebay at exit(inches) 30 in
45 Does water flow out of the forebay in a non-erosive manner? Yes
46 Width of the vegetated shelf(feet) 6 ft
47 Slope of vegetated shelf(H:V) 6:1
48 Does the orifice drawdown from below the top surface of the
permanent pool? Yes
49 Does the pond minimize impacts to the receiving channel from the 1-
yr,24-hr storm? Yes
Are fountains proposed?(If Y,please provide documentation that
50 MDC(9)is met.) No
51 Is a trash rack or other device provided to protect the outlet system? Yes
52 Are the dam and embankment planted in non-clumping turf grass? Yes
53 Species of turf that will be used on the dam and embankment Bermuda
54 Has a planting plan been provided for the vegetated shelf? Yes
'ADDITIONAL INFORMATION
55 Please use this space to provide any additional information about the
wet pond(s):
This is a state-owned parcel and is exempt from recording drainage easements.
2

OUTLET PROTECTION DATE
DESIGN 5/9/2024 ••••.e
PROJECT NAME PROJECT NO TIMMONS GROUP
SBI Head.uarters Addition&Renovation 57879 YOUR VISION ACHIEVED THROUGH OURS.
LOCATION BY
Raleigh, NC TM
Rip Rap Energy Dissipator RR-1
Pipe Diameter: 30.00 in
Upper Invert: 325.50
Lower Invert: 325.03
Pipe Length: 40.06 ft *Discharge from Storm Sewers
Pipe Slope: 0.012 Discharge: 32.74 cfs
Pipe Material: RCP
Q25= 32.74 cfs Q25/Qfull = 0.74
Qfull= 44.50 cfs V/Vfull= 1.09
Vfull= 9.06 fps V= 9.88 fps
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 7.5 ft 15.0 ft
Length(6 X Do)= 15.0 ft 15.0 ft
Width(La+Do)= 17.5 ft 15.0 ft
Min.Thickness= 24 inches
Stone Diameter(Dso)= 6 inches
1- 15.0
7.5 17.5
*All units are in feet
**Dissipator pad designed for full flow of pipe
57879 Rip Rap Calcs 5/9/2024 Page 1 of 1

Operation & Maintenance Agreement
Project Name: SBI Headquarters Addition & Renovation
Project Location: 3320 Garner Road, Raleigh, NC 27610
Cover Page
Maintenance records shall be kept on the following SCM(s). This maintenance record shall be kept in a log in a known set location.
Any deficient SCM 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 SCM(s).
The SCM(s) on this project include (check all that apply &corresponding O&M sheets will be added automatically):
Infiltration Basin Quantity: 0 Location(s):
Infiltration Trench Quantity: 0 Location(s):
Bioretention Cell Quantity: 0 Location(s):
Wet Pond Quantity: 1 Location(s):
Stormwater Wetland Quantity: 0 Location(s):
Permeable Pavement Quantity: 0 Location(s):
Sand Filter Quantity: 0 Location(s):
Rainwater Harvesting Quantity: 0 Location(s):
Green Roof Quantity: 0 Location(s):
Level Spreader- Filter Strip Quantity: 0 Location(s):
Proprietary System Quantity: 0 Location(s):
Treatment Swale Quantity: 0 Location(s):
Dry Pond Quantity: 0 Location(s):
Disconnected Impervious Surface Present: No Location(s):
User Defined SCM Present: No Location(s):
Low Density Present: No Type:
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for
each SCM above, and attached O&M tables. I agree'to notify NCDEQ of any problems with the system or prior to any changes to
the system or responsible party.
Responsible Party: NC Bureau of Investigation
Title&Organization: Kelly Page-Assistant Director
Street address: 3320 Garner Road
City, state, zip: Raleigh, NC 27610
Phone number(s): 919-662-4500
Email: [e-mail]
Signature. '�'� i— Date: `
Puv yyk \€cct c-,D11Y) 6tR, , a Notary Public for the State of \l('),A11" YC 11'x‘.
County of , do hereby certify that ie Al{3 e.
personally appeared before me this /2.0= day of �> 1-1 I , 202'1 J and
acknowledge the due execution of the Qperations and Maintenance Agreement
Witness my hand and official seal, Yhc, wPy
ov Nov
J
Notary Public
JOhnston County
,, 0 \c'Q
Seal My commission expires b 2) ._b
STORM-EZ 4/24/2024
Version 1.5 O&M Agreement Page 1 of 1

Wet Pond Maintenance Requirements
Important operation and maintenance procedures:
Immediately after the wet detention basin is established, the plants on the vegetated shelf and
- perimeter of the basin should be watered twice weekly if needed, until the plants become established
(commonly six weeks).
No portion of the wet pond should be fertilized after the initial fertilization that is required to establish
- the plants on the vegetated shelf.
_ Stable groundcover will be maintained in the drainage area to reduce the sediment load to the wet
pond.
If the pond must be drained for an emergency or to perform maintenance, the flushing of sediment
- through the emergency drain will be minimized as much as possible.
At least once annually, a dam safety expert will inspect the embankment. Any problems that are
- found will be repaired immediately.
The measuring device used to determine the sediment elevation shall be such that it will give an
accurate depth reading and not readily penetrate into accumulated sediments.
After the wet pond is established, it will be inspected quarterly and within 24 hours after every storm event greater
than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance shall be kept in a
known set location and shall be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
SCM element: Potential problem: How to remediate the problem:
The entire wet pond Trash/debris is present. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to remove the gully, plant ground
pond erosive gullies have cover and water until it is established. Provide lime and a one-
formed. time fertilizer application.
The inlet pipe is clogged (if Unclog the pipe. Dispose of the sediment off-site.
applicable).
The inlet pipe is cracked or
otherwise damaged (if Repair or replace the pipe.
The inlet device applicable).
Erosion is occurring in the Regrade the swale if necessary and provide erosion control
swale (if applicable). devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Sediment has
accumulated to a depth Search for the source of the sediment and remedy the problem
greater than the original if possible. Remove the sediment and dispose of it in a location
design depth for sediment where it will not cause impacts to streams or the SCM.
storage.
The forebay
Erosion has occurred. Provide additional erosion protection such as reinforced turf
matting or riprap if needed to prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by hand. If pesticide is used,
wipe it on the plants rather than spraying.
1

Wet Pond Maintenance Requirements (Continued)
SCM element: Potential problem: How to remediate the problem:
Sediment has
accumulated to a depth Search for the source of the sediment and remedy the problem
greater than the original if possible. Remove the sediment and dispose of it in a location
design sediment storage where it will not cause impacts to streams or the SCM.
depth.
The main treatment area Algal growth covers over Consult a professional to remove and control the algal growth.
50% of the area. g
Cattails, phragmites or
other invasive plants cover Remove the plants by wiping them with pesticide (do not spray).
50% of the basin surface.
Best professional practices
show that pruning is Prune according to best professional practices.
needed to maintain
optimal plant health.
The vegetated shelf Determine the source of the problem: soils, hydrology, disease,
Plants are dead, diseased etc. Remedy the problem and replace plants. Provide a one-
or dying. time fertilizer application to establish the ground cover if a soil
test indicates it is necessary.
Weeds are present. Remove the weeds, preferably by hand. If pesticide is used,
wipe it on the plants rather than spraying.
Shrubs have started to Remove shrubs immediately.
grow on the embankment.
Evidence of muskrat or Consult a professional to remove muskrats or beavers and
beaver activity is present. repair any holes or erosion.
The embankment A tree has started to grow Consult a dam safety specialist to remove the tree.
on the embankment.
An annual inspection by
an appropriate
professional shows that Make all needed repairs immediately.
the embankment needs
repair.
Clogging has occurred. Clean out the outlet device and dispose of any sediment in a
gg g location where it will not cause impacts to streams or the SCM.
The outlet device
The outlet device is Repair or replace the outlet device.
damaged.
Weeds or volunteer trees Remove the weeds or trees.
are growing on the mat.
Floating wetland island
(if applicable) The anchor cable is
damaged, disconnected or Restore the anchor cable to its design state.
missing.
1

Wet Pond Maintenance Requirements (Continued)
SCM element: Potential problem: How to remediate the problem:
Erosion or other signs of
damage have occurred at Repair the damage and improve the flow dissipation structure.
the outlet.
The receiving water Discharges from the wet
pond are causing erosion Contact the local NCDEQ Regional Office.
or sedimentation in the
receiving water.
1

Wet Detention Pond Design Summary
WET POND ID FOREBAY MAIN POND
A Permanent Pool El. 329.5 Permanent Pool El. 329.5
Temporary Pool El: 330.97 Temporary Pool El: 330.97
Pretreatment other No Clean Out Depth: 4 Clean Out Depth: 4
than forebay? Sediment Removal El 325.5 Sediment Removal El 325.5
Has Veg. Filter? Bottom Elevation: 324.5 Bottom Elevation: 324.5
ATTACH ADDITIONAL SHEETS IF NECESSARY
1