SW5240102_Stormwater Report_20240408

Jeffery Way Commercial
901 Proctor
Youngsville, NC
Franklin County
STORMWATER MANAGEMENT
ANALYSIS
December 15, 2023
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Prepared for.
Cade General Contractors
120F Weathers Street
Youngsville, NC 27596

Jeffery Way Commercial
Stormwater Management Analysis
Project Name: Jeffery Way Commercial
Project Address: Jeffery Way road
Youngsville, NC
Pins: 1843918613
Latitude: 36.09027778
Longitude: -78.49310556
Zoning: Heavy Commercial (HC)
River Basin: Neuse
Watershed: Milburnie Lake
HUC: 0302020107
Developer: Cade General Contractors
120 F Weathers Street
Youngsville, NC 27596
Telephone: [phone]
Email: [e-mail]
Site Description
The project consists of a single parcel located on Jeffery Way Road in
Youngsville NC. The lot is approximately 2.06 acres (90,074 sq feet). The parcel
is vacant with a gravel area and wooded. There is approximately .43 acres of
existing impervious (gravel) area on the site. The project will consist of a
commercial building and associated driveway and parking. The total impervious
area post development will be 1 .40 acres, or approximately 67.8% of the gross
site.
The site is in the Neuse River Basin, Milburnie Lake Watershed and subject to
those rules regarding nutrient management and post storm water runoff.
Gettle Engineering and Design,PI-LC, 3616 Waxwing Ct.,Wake Forest,NC 27587, [phone], NC License P-2538 Page 2 of 5

The parcel is not located within a flood zone as noted per FEMA map
3720185300K, Dated April 16, 2013.
Based on the Franklin Wake County SCS soils map (attached) the onsite soils
are primarily Cecil (CaB), soil group B, throughout the tract. The Cecil Series soil
type is considered to have fair infiltration and surface runoff medium based on
information in the Soil Survey.
Seasonal High Water Table (SHWT)
A soils investigation was done to determine the SHWT and the results are
attached in the report from Protocol Sampling Services, Inc. Based on the noted
report the SHWT is approximately elevation < 418' and is below the 2-feet
separation from the bottom of the BMP.
Proposed Development
The stormwater analysis considers a proposed development that will include a
commercial building on the site.
The proposed stormwater facility for the project will consist of one Bioretention
device. Drainage from the majority of the property will be collected within the
storm pipe system, surface drainage and routed towards the BMP. The device is
designed in accordance with NCDENR DWR's BMP Manual, and will manage
the 1 , and 10 year, 24-hour storm events as noted below. The post development
runoff from the noted storm events is less than the pre-development rates for the
site.
The proposed BMP will capture the runoff from the majority of impervious area
from the lot. However, a small portion of the site impervious, at the driveway
entrance, does not drain towards the device; however, the device has been
designed to treat all the impervious area as a part of the WQV. The total
impervious associated with the development has been accounted for treatment
within the Bioretention device.
Methodology (Peak Flow and Nutrient Management)
The project is located within the Town of Youngsville's / Franklin County and
within the Neuse River watershed and the project is subjected to those rules.
Peak flow— The methodology used to determine the runoff is the Rational
Method.
Time of Concentration used in the analysis is 5 minutes.
The POI (point of interest) for the project is at the southwest corner of the site
Gettle Engineering and Design,PLLC, 3616 Waxwing Ct.,Wake Forest,NC 27587, [phone], NC License P-2538 Page 3 of 5

Based on the proposed stormwater management for the project no adverse
impact is anticipated on adjacent parcels. The BMP system and drainage point
from the project does encroach on another property with new development and
grading operations. The impacted property is owned by the same company
involved with this projected.
Using the Rational Method, the modeling of the BMP at the POI provides the
following results in peak flow management.
Total site peak runoff in cfs (noted in the attached Hydraflow report) is as
follows.
Storm Event Pre Post
Q1 6.2 .81
Q10 22.53 20.60
Nutrient Management
The BMP provides treatment for drainage area within the project and also
provides the TSS removal of 85%.
O&M Manual
A copy of the project's O&M manual is attached for the Bioretention device.
Attachments.
Gettle Engineering and Design,PI-LC, 3616 Waxwing Ct.,Wake Forest,NC 27587, [phone], NC License P-2538 Page 4 of 5

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Permit Number:
(to be provided by DWQ)
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NCDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out,printed and submitted.
The Required Items Checklist(Part 111)must be printed,filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Jeffery Way Commercial
Contact name Keith P.Gettle,PE
Phone number 919-210-3934
Date December 16,2023
Drainage area number 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area 76,230 ftz
Impervious area 61,028 ftz
Percent impervious 80.1% %
Design rainfall depth 3.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr,24-hr peak flow required? y (Y or N)
1-yr,24-hr runoff depth 3 in
1-yr,24-hr intensity 0.12 in/hr
Pre-development 1-yr,24-hr peak flow 4.280 ft3/sec
Post-development 1-yr,24-hr peak flow 8.790 ft3/sec
Pre/Post 1-yr,24-hr peak control 4.510 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 4,891.0 ft3
Volume provided 6,186.0 ft3 OK
Storage Volume: SA Waters
1.5"runoff volume ft3
Pre-development 1-yr,24-hr runoff ft3
Post-development 1-yr,24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 6,727.0 ftz OK
Length: ft
Width: ft
-or-Radius ft
Media and Soils Summary
Drawdown time,ponded volume 2 hr OK
Drawdown time,to 24 inches below surface 2 hr OK
Drawdown time,total: 4 hr
In-situ soil:
Soil permeability 0.50 in/hr Insufficient.Increase infiltration rate or include underdrains.
Planting media soil:
Soil permeability 2.00 in/hr OK
Soil composition
%Sand(by volume) 85% OK
Form SW401-Bioretention-Rev.8
June 25,2010 Parts I and 11.Design Summary,Page 1 of 3

Permit Number:
(to be provided by DWQ)
%Fines(by volume) 10% OK
%Organic(by volume) 5% OK
Total: 100%
Phosphorus Index(P-Index)of media 10(unitless) OK
Form SW401-Bioretention-Rev.8
June 25,2010 Parts I and 11.Design Summary,Page 2 of 3

Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation 423.00 fmsl
Type of bioretention cell(answer"Y"to only one of the two following
questions):
Is this a grassed cell? y (Y or N) OK
Is this a cell with trees/shrubs? n (Y or N)
Planting elevation(top of the mulch or grass sod layer) 423 fmsl
Depth of mulch 30 inches Insufficient mulch depth,unless installing grassed cell.
Bottom of the planting media soil 420.5 fmsl
Planting media depth 2.5 ft
Depth of washed sand below planting media soil 0 ft
Are underdrains being installed? y (Y or N)
How many clean out pipes are being installed? 7 OK
What factor of safety is used for sizing the underdrains?(See 2 OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and 1 ft
the bottom of the cell to account for underdrains
Bottom of the cell required 419.5 fmsl
SHWT elevation fmsl
Distance from bottom to SHWT 419.5 ft OK
Internal Water Storage Zone(IWS)
Does the design include IWS Y (Y or N)
Elevation of the top of the upturned elbow fmsl
Separation of IWS and Surface 423 ft
Planting Plan
Number of tree species 0
Number of shrub species 0
Number of herbaceous groundoover species 0 Recommend more species.
Additional Information
Does volume in excess of the design volume bypass the y (Y or N) OK
bioretention cell?
Does volume in excess of the design volume flow evenly distributed y (Y or N) OK
through a vegetated filter?
What is the length of the vegetated filter? 0 ft
Does the design use a level spreader to evenly distribute flow? n (Y or N) Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters(50 feet if y (Y or N) OK
SA waters)?
Is the BMP localed at least 100 feet from water supply wells? y (Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? y (Y or N) OK
Is the BMP located in a proposed drainage easement with access y (Y or N) OK
to a public Right of Way(ROW)?
Inlet velocity(from treatment system) 5 ft/sec Insufficient inlet velocity unless energy dissipating devices are being
used.
Is the area surrounding the cell likely to undergo development in the n (Y or N) OK
future?
Are the slopes draining to the bioretention cell greater than 201/o? n (Y or N) OK
Is the drainage area permanently stabilized? y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an"X"in the shaded cell)
Gravel and grass
(8'inches gravel followed by 3-5 ft of grass)
Grassed swale #VALUE!
Forebay
Other Riprap Aprons
Form SW401-Bioretention-Rev.8
June 25,2010 Parts I and 11.Design Summary,Page 3 of 3

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DESIGN OF - - OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: Date:
Checked By: Date:
Company:
Project Name:
Project No.:
Site Location (City/Town) Youngsville, NC
Culvert Id. 1
Total Drainage Area (acres) 0.75
Step 1. D teitlliile the mil%vaitri depth tloill = l:l:11el lull t I.-tl _ bee tilt
pipe otltltt for the design capa Rio- of the 1mp'— Ii the ileptil -� 1e,,;
tllaii i1:11t the outlet p"p:� d1:9ille1r'1. It 1, �li.�if1'�l lilllllllilllll i�tll�4."a'�1 ;t�lli�lf;�_;I1
If It is _icatei than llalf the pipe d1;sn_te: It 1, da":02 inamununi wriditinil
Plpe� that olltlet Onto tjitr WOW WWI 110 it rillA A0111101 alp` n1W11?a
to have a 11111II lilt 1Ill tallwatei coixlitloll tildes, ielAKe ::ood =.t."zp c-lc=yatiwi,
'110%. otllelvl ise
Outlet pipe diameter, Do (in.) 15
Tailwater depth (in.) 12
Minimum/Maximum tailwater? Max TW (Fig. 8.06b)
Discharge (cfs) 4.65
Velocity (ft./s) 4.55
Step 2. Based oil the to bPrei coinhown, r:=f.1 I�:�Ule
S Wa or F1nse 5 Ob and a teirmne a _Ii��l�l.` 3.1;-f It1lIiii:i�.:111 _{_)inn xll'::-
(I i The 0, sue is th; median Rio r Aze :n l A c.1='wded i:pi ip _lpl co
step 3. DeTeii:lllle apion ia:h v :he 1=1Fr ctl:let We nyqw Ainpz nila -fir
apron t\iilth at the ow:m s na heal Tile 3n1: Qw, wel :.- 1:r:)
Minimum TW Maximum TW
Fiqure 8.06a Fiqure 816b
Riprap d50, (ft.) 0.5 0.5

Minimum apron length, La (ft.) 10 10
Apron width at pipe outlet (ft.) 3.75 3.75
Apron shape
Apron width at outlet end (ft.) 11.25 5.25
Step 4. Dornmine the maximum src,lle di,-mv.TZ11
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0.75
Step 5. L7ere Itulie the al�m:li Tlucl e
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 1.125
Step W FIT the I1plap 3pion to the 'ire in'q'ii z it le'.'el 101 thr, nU111liitilii
1e11�ili. fi0lii Fistue : Ij6,t oI Fi_ i:,:e S t-i6b ELT•=l:d the tpion f;iiLt-i
CIOV.IISTIeaIi1 and alOP. ' el;?Slllel b'a1i,, ti-til
al ion as suaight as ponible and ah Ali it '•.i.ith The _iol.% if[lie 1:1" �tr :uii
Make anv necessai-,- all_=iiliient beiids imm the I?pe outleT so that T iQu nw
tuTo The leCel`.ing skemb i& maight
Some loC anons may legnn e linum of the ent •p c hmuvl o c `• nx twn ro a»UI:
:tabilirv.
IT inav be I1ecessaix To ui:Iease To size of npiap wheis Imotemon of The
chalulel s"Cle slope, Is A.O/ I Whelc- cv.elfa.l' exist at
pWe onders oi ho"5 al e exce n-e a l hAge 1xvi simod be t_OIioilaQ
page ` 06
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DESIGN OF OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: Date:
Checked By: Date:
Company:
Project Name:
Project No.:
Site Location (City/Town) Youngsville, NC
Culvert Id. 7
Total Drainage Area (acres) 0.83
Step I. Deteinin1t the tall`.'.at-I Iel)th tI0111 ChaILiltl _-11.11di:1-1 1:> t`tI,",% Tllt
pint OlItltt fol the dt'�lrtll Of the
rli'- 1 halt the Otltic't pt pt Challltttl. It 1, Cla I.111111nilill ra1l".'.attl --oliclltioll
It It i ztea`.C1 tha21 llalf T11: ply- 11aIYltte it 1 l;l :tit.i I11:;.`:1111LiIi1 C li 11T:Ul1
Illpe� that ollrltt Onto `.\lllt tla', tillcl4 :'.lth 110 dl fiile l ti:1111U I al a `tlIllea
To have a 111111111111I11 tallRare" Con'Jilioil --lood �Ta_'e le',atlUli'
sllott OTIIeI`A ISt
Outlet pipe diameter, Do (in.) 15
Tailwater depth (in.) 12
Minimum/Maximum tailwater? Max TW (Fig. 8.06b)
Discharge (cfs) 5.44
Velocity (ft./s) 4.93
titep 2. Ba>ed oil the tall'v Ter �olid:rl,:nr� at:t:nl::.�a lI1 �.Trl� 1_ r__Tet F:?tite
Jl F1?::TC S.1,'O -' 3I1a J Ct:tI1111"e .,I 11: ?l� .- aIltl 11111i1:a.at1 3:�1I
L,r The d. �1Ze .5 the :nedi3:: irc�nt size :.. :1 �.'.t'l __'1^•.itZi: f:��13� .11 ion
step 3. DeTe1 Hilt apron .,i;l:li :lit �Ipe )WI t The .;�I ._ >L I_ 11.1 :lit
apro:. ,N kith at Tht alit tt tnil :ioni the iInt
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d5o, (ft.) 0.5 0.5
c2 0 �

Minimum apron length, La A) 10 10
Apron width at pipe outlet (ft.) 3.75 3.75
Apron shape
Apron width at outlet end (ft.) 11.25 5.25
Step T Deteinime the 111aS111111111 oone ihalll?t'i
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0.75
Step 5. Determine the jpio:l thic 11e
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 1.125
Step 6. Fit the Briar 3pion to tl'.e Itc' b f"I rh-� ni.,11111111111
lellgth. fioill Fi`uie S f--j6,t of tl:•° :tlMMI tailh?1
lio:viistreaIll and along channel h aid's tnIN fit: 'iliv. l ill: Ci heez, to
apron as straight a; po"ible awl align 1t with il1C ii�;`it Of tar inc'' t1 :1111
Make alit' ah`Twnsit bend li'u the pl_.- ol:tlet 'lo that tilt.` lltl t:1
into the lece.,viil'= �rieaiil i� �tial?llt
Soille locations illay ieqlllie Jinni- of the entu P C han.iie l c:O" e c twin to an.viie
staLilin-
It mad 1>C' Iles ��d^�' to of :lpt'tll of rh'-
;hallile side Ape I, necessan Ajyoi 051 What cc vilahs evict at
pipe Outlet) 01 ffC`t' ale exc"SAT a pll'.I1'c pool .aonl:i be C :1-lil I 'il
pa`e S 06
Co C,g 7

25
ILI
7-7
I ,
I
20 T i 1 777-7
I
i i I
I
, 1
C I 1 I
U r
C1
� I
15IL
4
I I
n�
d
10
9
g
> 1 I
7
6
5
1
�.
I 1 1
0
0 ,Z,• 3,. Ye> 5 10 15 20 25
Figure 3: Zone Chart. Diameter of Pipe in Feet
_
APRON CLASS SIZE LENGTH MINIMUM
ZONE MATERIAL OF OF OF THICKNESS
STONE STONE APRON OF STONE
1
1 STONE FINE 3" 4 X D 9"
STONE LIGHT 6" 6 X D 12"
3 STONE MEDIUM 13" 8 X D 18"
4 STONE HEAVY 23 " 8 X D 30"
5 STONE HEAVY 23" 10 X D 30"
6 STONE HEAVY 23" 12 X -D 1 30"
REQUIRES LARGER STONE OR ANOTHER TYPE OF DEVICE►
7 SUCH AS A STILLING BASIN, IMPACT STRUCTURE, ETC.
DESIGN IS BEYOND THE SCOPE OF THIS PROCEDURE.
Figure s: Apron Dimensions
IX-A8-12

1
Watershed Model Schematic Hydraflow Hydrographs Extension forAutodesk®Civil 3D®by Autodesk, Inc.v2023
1 -Pre Development 2-Post Development to BMP 3-Post Bypass
4-Route to BMP
5-Post Development
Legend
Hvd• Origin Description
1 Rational Pre Development
2 Rational Post Development to B M P
3 Rational Post Bypass
4 Reservoir Route to BMP
5 Combine Post Development
Project: Jeffery Way Youngsville.gpw Saturday, 12/2 /2023

2
Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
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 Rational ------ ------- 4.268 ------- ------- 5.352 ------- ------- 7.203 Pre Development
2 Rational ------ ------- 8.259 ------- ------- 10.36 ------- ------- 13.94 Post Development to BM
3 Rational ------ ------- 0.535 ------- ------- 0.671 ------- ------- 0.903 Post Bypass
4 Reservoir 2 ------- 0.016 ------- ------- 0.018 ------- ------- 0.021 Route to BMP
5 Combine 3,4 ------- 0.546 ------- ------- 0.683 ------- ------- 0.918 Post Development
Proj. file: Jeffery Way Youngsville.gpw Saturday, 12/2/2023

3
Hydrograph Summary Report HydraflowHydrographs Extension for Autodesk®Civil 3DObyAutodesk,Inc.v2023
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) (cult) (ft) (cuft)
1 Rational 4.268 1 5 1,280 ------ ------ ------ Pre Development
2 Rational 8.259 1 5 2,478 ------ ------ ------ Post Development to BMP
3 Rational 0.535 1 5 161 ------ ------ ------ Post Bypass
4 Reservoir 0.016 1 10 1,817 2 423.40 2,473 Route to BMP
5 Combine 0.546 1 5 1,977 3,4 ------ ------ Post Development
Jeffery Way Youngsville.gpw Return Period: 2 Year Saturday, 12 /2 /2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Hyd. No. 1
Pre Development
Hydrograph type = Rational Peak discharge = 4.268 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 1 ,280 cuft
Drainage area = 2.060 ac Runoff coeff. = 0.36
Intensity = 5.755 in/hr Tc by User = 5.00 min
OF Curve = Raleigh-2002.IDF Asc/Rec limb fact = 1/1
Pre Development
Q (Cfs) Hyd. No. 1 --2 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 1 2 3 4 5 6 7 8 9 10
Hyd No. 1 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Hyd. No. 2
Post Development to BMP
Hydrograph type = Rational Peak discharge = 8.259 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,478 cuft
Drainage area = 1 .750 ac Runoff coeff. = 0.82
Intensity = 5.755 in/hr Tc by User = 5.00 min
OF Curve = Raleigh-2002.IDF Asc/Rec limb fact = 1/1
Post Development to BMP
Q (Cfs) Hyd. No. 2 --2 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 1 2 3 4 5 6 7 8 9 10
Hyd No. 2 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Hyd. No. 3
Post Bypass
Hydrograph type = Rational Peak discharge = 0.535 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 161 cuft
Drainage area = 0.310 ac Runoff coeff. = 0.3
Intensity = 5.755 in/hr Tc by User = 5.00 min
OF Curve = Raleigh-2002.IDF Asc/Rec limb fact = 1/1
Post Bypass
Q (Cfs) Hyd. No. 3 --2 Year Q (Cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 3 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Hyd. No. 4
Route to BMP
Hydrograph type = Reservoir Peak discharge = 0.016 cfs
Storm frequency = 2 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 1 ,817 cuft
Inflow hyd. No. = 2 - Post Development to BMP Max. Elevation = 423.40 ft
Reservoir name = Jeffery Way Bio Max. Storage = 2,473 cuft
Storage Indication method used.
Route to BMP
Q (cfs) Hyd. No. 4 --2 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
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Hyd No. 2 Total storage used = 2,473 cuft

Pond Report 8
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Pond No. 1 - Jeffery Way Bio
Pond Data
Contours-User-defined contour areas. Conic method used for volume calculation. Begining Elevation=423.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cult)
0.00 423.00 5,645 0 0
1.00 424.00 6,727 6,177 6,177
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 1.00 18.00 0.00 0.00 Crest Len(ft) = 16.00 0.00 0.00 0.00
Span(in) = 1.00 18.00 0.00 0.00 Crest El.(ft) = 424.00 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 423.00 419.20 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 0.50 39.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.00 1.80 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 Contour)
Multi-Stage = n/a Yes No 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)
1.00 424.00
0.90 423.90
0.80 423.80
0.70 423.70
0.60 423.60
0.50 423.50
0.40 423.40
0.30 423.30
0.20 423.20
0.10 423.10
0.00 423.00
0.000 0.003 0.006 0.009 0.012 0.015 0.018 0.021 0.024 0.027 0.030
Total Q Discharge(cfs)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Hyd. No. 5
Post Development
Hydrograph type = Combine Peak discharge = 0.546 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 1 ,977 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 0.310 ac
Post Development
Q (Cfs) Hyd. No. 5 --2 Year Q (Cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
— Hyd No. 5 Hyd No. 3 Hyd No. 4

10
Hydrograph Summary Report HydraflowHydrographs Extension for Autodesk®Civil 3DObyAutodesk,Inc.v2023
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) (cult) (ft) (cuft)
1 Rational 5.352 1 5 1,606 ------ ------ ------ Pre Development
2 Rational 10.36 1 5 3,107 ------ ------ ------ Post Development to BMP
3 Rational 0.671 1 5 201 ------ ------ ------ Post Bypass
4 Reservoir 0.018 1 10 2,219 2 423.50 3,101 Route to BMP
5 Combine 0.683 1 5 2,420 3,4 ------ ------ Post Development
Jeffery Way Youngsville.gpw Return Period: 10 Year Saturday, 12 /2 /2023

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Hyd. No. 1
Pre Development
Hydrograph type = Rational Peak discharge = 5.352 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 1 ,606 cuft
Drainage area = 2.060 ac Runoff coeff. = 0.36
Intensity = 7.217 in/hr Tc by User = 5.00 min
OF Curve = Raleigh-2002.IDF Asc/Rec limb fact = 1/1
Pre Development
Q (Cfs) Hyd. No. 1 -- 10 Year Q (Cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 1k. 2.00
1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 1 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Hyd. No. 2
Post Development to BMP
Hydrograph type = Rational Peak discharge = 10.36 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,107 cuft
Drainage area = 1 .750 ac Runoff coeff. = 0.82
Intensity = 7.217 in/hr Tc by User = 5.00 min
OF Curve = Raleigh-2002.IDF Asc/Rec limb fact = 1/1
Post Development to BMP
Q (Cfs) Hyd. No. 2 -- 10 Year Q (Cfs)
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 1 2 3 4 5 6 7 8 9 10
Hyd No. 2 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Hyd. No. 3
Post Bypass
Hydrograph type = Rational Peak discharge = 0.671 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 201 cuft
Drainage area = 0.310 ac Runoff coeff. = 0.3
Intensity = 7.217 in/hr Tc by User = 5.00 min
IDF Curve = Raleigh-2002.IDF Asc/Rec limb fact = 1/1
Post Bypass
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 X X 0.60
0.50 z0.50
0.40 0.40
0.30 0.30
0.20 z0.20
0.10 0.10
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 3 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Hyd. No. 4
Route to BMP
Hydrograph type = Reservoir Peak discharge = 0.018 cfs
Storm frequency = 10 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 2,219 cuft
Inflow hyd. No. = 2 - Post Development to BMP Max. Elevation = 423.50 ft
Reservoir name = Jeffery Way Bio Max. Storage = 3,101 cuft
Storage Indication method used.
Route to BMP
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
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
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Hyd No. 2 Total storage used = 3,101 cuft

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Hyd. No. 5
Post Development
Hydrograph type = Combine Peak discharge = 0.683 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,420 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 0.310 ac
Post Development
Q (Cfs) Hyd. No. 5 -- 10 Year Q (Cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
— Hyd No. 5 Hyd No. 3 Hyd No. 4

16
Hydrograph Summary Report HydraflowHydrographs Extension for Autodesk®Civil 3DObyAutodesk,Inc.v2023
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) (cult) (ft) (cuft)
1 Rational 7.203 1 5 2,161 ------ ------ ------ Pre Development
2 Rational 13.94 1 5 4,181 ------ ------ ------ Post Development to BMP
3 Rational 0.903 1 5 271 ------ ------ ------ Post Bypass
4 Reservoir 0.021 1 10 2,776 2 423.68 4,174 Route to BMP
5 Combine 0.918 1 5 3,047 3,4 ------ ------ Post Development
Jeffery Way Youngsville.gpw Return Period: 100 Year Saturday, 12 /2 /2023

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Hyd. No. 1
Pre Development
Hydrograph type = Rational Peak discharge = 7.203 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,161 cuft
Drainage area = 2.060 ac Runoff coeff. = 0.36
Intensity = 9.713 in/hr Tc by User = 5.00 min
OF Curve = Raleigh-2002.IDF Asc/Rec limb fact = 1/1
Pre Development
Q (Cfs) Hyd. No. 1 -- 100 Year Q (Cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 1 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Hyd. No. 2
Post Development to BMP
Hydrograph type = Rational Peak discharge = 13.94 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 4,181 cuft
Drainage area = 1 .750 ac Runoff coeff. = 0.82
Intensity = 9.713 in/hr Tc by User = 5.00 min
OF Curve = Raleigh-2002.IDF Asc/Rec limb fact = 1/1
Post Development to BMP
Q (Cfs) Hyd. No. 2 -- 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 1 2 3 4 5 6 7 8 9 10
Hyd No. 2 Time (min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Hyd. No. 3
Post Bypass
Hydrograph type = Rational Peak discharge = 0.903 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 271 cuft
Drainage area = 0.310 ac Runoff coeff. = 0.3
Intensity = 9.713 in/hr Tc by User = 5.00 min
OF Curve = Raleigh-2002.IDF Asc/Rec limb fact = 1/1
Post Bypass
Q (Cfs) Hyd. No. 3 -- 100 Year Q (Cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 X X 0.60
0.50 0.50
0.40 X0.40
0.30 z0.30
0.20 74 NZX0.20
0.10 X X 0.10
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10
Hyd No. 3 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Hyd. No. 4
Route to BMP
Hydrograph type = Reservoir Peak discharge = 0.021 cfs
Storm frequency = 100 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 2,776 cuft
Inflow hyd. No. = 2 - Post Development to BMP Max. Elevation = 423.68 ft
Reservoir name = Jeffery Way Bio Max. Storage = 4,174 cuft
Storage Indication method used.
Route to BMP
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
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Hyd No. 2 Total storage used =4,174 cuft

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Hyd. No. 5
Post Development
Hydrograph type = Combine Peak discharge = 0.918 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,047 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 0.310 ac
Post Development
Q (Cfs) Hyd. No. 5 -- 100 Year Q (Cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
— Hyd No. 5 Hyd No. 3 Hyd No. 4

22
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Saturday, 12/2/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 74.0559 13.3000 0.8788 --------
3 0.0000 0.0000 0.0000 --------
5 83.5112 14.8000 0.8514 --------
10 105.7041 16.8000 0.8710 --------
25 118.9252 17.6000 0.8582 --------
50 137.0265 18.6000 0.8630 --------
100 157.1769 19.6000 0.8692 --------
File name: Raleigh-2002.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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.76 4.65 3.92 3.40 3.01 2.70 2.45 2.25 2.08 1.93 1.81 1.70
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 5.43 4.64 4.07 3.63 3.28 3.00 2.76 2.57 2.40 2.25 2.12
10 7.22 6.03 5.19 4.57 4.09 3.71 3.40 3.13 2.91 2.72 2.56 2.41
25 8.19 6.90 5.98 5.29 4.75 4.32 3.97 3.67 3.41 3.20 3.01 2.84
50 8.95 7.59 6.60 5.86 5.27 4.80 4.41 4.08 3.81 3.57 3.36 3.17
100 9.71 8.27 7.22 6.42 5.79 5.28 4.86 4.50 4.20 3.93 3.70 3.50
Tc=time in minutes.Values may exceed 60.
Preci .file name:ralei h. c
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 3.00 3.60 0.00 4.65 5.38 6.41 7.21 8.00
SCS 6-Hr 1.50 1.80 0.00 0.00 2.60 0.00 0.00 4.00
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

operation a maintenance Agreement
Project Name: Jeffery Commercial
Project Location: Youngsville NC
Cover Page
intenance records shall be kept on the following SCM(s). This maintenance record shall be kept in a log in a known set location.
/deficient SCM elements noted in the inspection will be corrected, repaired, or replaced immediately. These deficiencies can
:ct the integrity of structures, safety of the public, and the pollutant removal efficiency of the SCM(s).
SCM(s)on this project include (check all that apply&corresponding O&M sheets will be added automatically):
Infiltration Basin Quantity: Location(s):
Infiltration Trench Quantity: Location(s):
Bioretention Cell Quantity: 1 Location(s): Jeffery Way Road
Wet Pond Quantity: Location(s):
Stormwater Wetland Quantity: Location(s):
Permeable Pavement Quantity: Location(s):
Sand Filter Quantity: Location(s):
Rainwater Harvesting Quantity: Location(s):
Green Roof Quantity: Location(s):
Level Spreader-Filter Strip Quantity: Location(s):
Proprietary System Quantity: Location(s):
Treatment Swale Quantity: Location(s):
Dry Pond Quantity: Location(s):
Disconnected Impervious Surface Present: No Location(s):
User Defined SCM Present: No Location(s):
Low Density Present: No Type:
;knowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed foi
;h SCM above, and attached O&M tables. I agree to notify NCDEQ of any problems with the system or prior to any changes to
system or responsible party.
Responsible Party: R, ())2 n r
Title& Organization: L
Street address: e e d
City, state, zip: 2 76
Phone number(s): 7 7
Email: ADa. e0/R—
Signature: - Date: 3d 12-3
' d S , a Notary Public for the State of AID rty-
inty of , do hereby certify that w o-o no-, 'bcul j�4
sonally appeared before me this day of I� v�&My �nZ� and
:nowledge the due execution of the Operati s and Maintenance Agreement .
Hess my hand and official seal, ••,•••�„ ��� ,,,, � '
EYE
;y r
°'•�, COVF' ,``'` I
'Ill/illlll it ily 16
R M-EZ 11/29/:

Bioretention Maintenance Requirements
Important operation and maintenance procedures:
Immediately after the bioretention cell is established, the plants will be watered twice weekly if
needed until the plants become established (commonly six weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
Remove top layer of fill media when the pool does not drain quickly. Based on the media
specification, the pool should drain within 24 hours.
After the bioretention cell 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 bioretention
cell Trash/debris is present. Remove the trash/debris.
Areas of bare soil and/or Regrade the soil if necessary to remove the gully, plant ground
The perimeter the erosive gullies have cover and water until it is established. Provide lime and a one-
bioretention cellll formed. time fertilizer application.
The structure is clogged. Unclog the structure and dispose of any sediment off-site.
The flow diversion
structure applicable)(�if a Make any necessary repairs or replace if the damage is too
pp ) The structure is damaged.
much for repair.
The inlet pipe is clogged (i Unclog the pipe and dispose of any sediment in a location
applicable). where it will not cause impacts to streams or the SCM.
The inlet pipe is cracked
or otherwise damaged (if Repair or replace the pipe.
applicable).
The inlet device Regrade the swale if necessary and provide erosion control
Erosion is occurring in the devices such as reinforced turf matting or riprap to avoid
swale (if applicable). future erosion problems.
Stone verge is clogged or
Remove sediment and clogged stone and replace with clean
covered in sediment (if
applicable). stone.
Flow is bypassing Regrade if necessary to route all flow to the pretreatment
pretreatment area and/or area. Restabilize the area after grading.
gullies have formed.
Sediment has Search for the source of the sediment and remedy the problem
accumulated to a depth if possible. Remove the sediment and dispose of it in a locatio
The pretreatment area greater than three inches. where it will not cause impacts to streams or the SCM.

Provide additional erosion protection such as reinforced turf
Erosion has occurred. matting or riprap if needed to prevent future erosion problems.
Remove the weeds, preferably by hand. If pesticide is used,
Weeds are present. wipe it on the plants rather than spraying.

Bioretention Maintenance Requirements (continued)
SCM element: Potential problem: How to remediate the problem:
Best professional
practices show that Prune according to best professional practices. Maintain lines
pruning is needed to of sight between 2'-6'.
maintain optimal plant
health.
Determine the source of the problem: soils, hydrology,
disease, etc. Remedy the problem and replace plants. Provid
Bioretention cell Plants are dead, diseased a one-time fertilizer application to establish the ground cover if
vegetation or dying. a soil test indicates it is necessary. If sod was used, check to
see that it was not grown on clay or impermeable soils.
Replace sod if necessary.
Remove the weeds, preferably by hand. If pesticide is used,
Weeds are present. wipe it on the plants rather than spraying.
Tree stakes/wires are
present six months after Remove tree stake/wires (which can kill the tree if not
planting. removed).
Spot mulch if there are only random void areas. Replace
Mulch is breaking down or whole mulch layer if necessary. Remove the remaining mulch
has floated away. and replace with triple shredded hard wood mulch at a
maximum depth of four inches.
Determine the extent of the clogging - remove and replace
either just the top layers or the entire media as needed.
Bioretention cell mulch Soils and/or mulch are Dispose of the spoil in an appropriate off-site location. Use
and media clogged with sediment. triple shredded hard wood mulch at a maximum depth of four
inches. Search for the source of the sediment and remedy the
problem if possible.
An annual soil test shows
that pH has dropped or Dolomitic lime shall be applied as recommended per the soil t
heavy metals have and toxic soils shall be removed, disposed of properly and
accumulated in the soil replaced with new planting media.
media.
Clogging has occurred. Wash out the underdrain system.
The underdrain, filter Clean out the drop inlet. Dispose of the sediment in a location
fabric element, and Clogging has occurred. where it will not cause impacts to streams or the SCM..
outlet system
The drop inlet is damaged Repair or replace the drop inlet.
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
bioretention cell are
causing erosion or Contact the local NCDEQ Regional Office.
sedimentation in the
receiving water.

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