SW3240304_Stormwater Report_20240703

HYDROLOGY REPORT
For
Waffle House Lowesville
Located at
East of 7405 NC-73,
Denver, NC 28037
Dated: March 4, 2024
Revised: July 1 , 2024
Prepared by:
Contineo Group, LLC
Contact: Bryan H. Russell, PE
Juan Del Rio, PM
Augustine Appiah
juand©thecontineogroup.com
755 Commerce Drive, Suite 800
Decatur, GA 30030
www.THECONTINEOGROUP.com
037214
•
'•`cNGIN •*:
07/01/2024

Hydrology Report 9NTINEO
THE
GROUP
HYDROLOGY REPORT
Table of Contents
Project Description 3
Methodology 4
Pre-Developed Hydrologic Analysis 4
Post-Developed Hydrologic Analysis 4
Stormwater Treatment Analysis & Runoff Matching 5
Conclusion 6
Attachments
• Pre and Post Development Area Map
• Runoff Volume Calculation
• Grading Plan
• Drainage Plan
• Hydrographs
• Maintenance and Inspections
• Soil Survey Map
• USGS Map
• NOAA Atlas Rainfall report
WWW.THECONTINEOGROUP.COM Page 12

Hydrology Report THE
CO NTI N EO
GROUP
III
Project Description
The project consists of the development of a wooded lot into a Waffle House Restaurant with parking lot.The property consists
of 1.01 acres and access to it will be through a proposed driveway east of the site which connects to Brentwood Road.
The proposed development will incorporate a bioretention pond which provides design volume (water quality volume) and
peak attenuation volume for stormwater flow of up to the 6-hour, 50-yr storm event pre to post development. (NCDEQ
Stormwater Manuel and Charlotte-Mecklenburg Stormwater Manual). Stormwater from the site sheet flows from North to
Southwest of the property and continues further south through an existing 15" RCP pipe located on NC-73 ROW. There is
minimal stormwater bypass to adjacent properties and right of way.
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n oWalgreens Photo
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DTOWN SUNDRIES®
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Palm Berries 9
Food Lion 9 Goodwill-Denver
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store
Bojangles
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ra
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9Fifth Third Bank&ATM
Peoples Bank 9 LKN Pawn
McDonald's Hams Teeter Fuel Center 9
Fast Food•S
9 9Cook Out
'N Athletic Club Chillfire Bar&Grill
9
Sherwin-Williams �Kn wec•s Sh®pas at waterside Q \ Main Street Craft Coffee
Paint Store East Coast Wings*Grill \
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4 gosS \\ 9 ®Harris Teeter
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Liquor store
9 Normar
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Grill•SS Co.,Denver NC
Vicinity Map
WWW.THECONTINEOGROUP.COM Page 13

Hydrology Report THE
CO NTI N EO
GROUP
Methodology
The purpose of the following study is to evaluate the hydrologic conditions of the existing site as it impacts the development.
The time of concentration is defined as the time needed for water to flow from the most remote point in a watershed to the
outlet of a watershed. It is a function of the topography,geology,and land use within the watershed.
The SCS Method was used for analysis of the existing and proposed conditions. Autodesk's Hydraflow Hydrographs 2021, a
computer software program was used to develop time of concentrations for the studied basins,generate and route hydrographs
for this study.
The attached hydrographs show the results gathered directly from the Hydraflow Hydrographs Extension for AutoCAD Civil 3D
2020 program model.The SCS Method was utilized to model all rainfall events for the pre-and post-developed site, utilizing a
2-minute time interval for analysis, a Type II Storm Distribution, and a Shape Factor of 484. Rainfall Intensity data from NOAA
Atlas 14,Volume 9,Version 2 was used,and it is attached to the appendix.
Pre-Developed Hydrologic Analysis
The site is 1.01 acres tract of land with very shallow slopes.There is one point of study on the site located in the northeastern
portion of the property.Stormwater from the site sheet flows from North to East of the property to the right-of-way,from north
to southwest to the neighbor's property and from middle portions of the site to the northwest.The runoff eventually flows into
West Chickamauga Creek further east on the site. The pre-development condition created three basins, Basin 1, Basin 2 and
Basin 3. No signs of erosion were observed and there are no known complaints of stormwater issues. Per the site's wooded
state and hydrologic soil group,the predevelopment conditions are estimated at a CN of 61 and a time of concentration average
of 10-mins. The Pre-Development conditions are in the hydrograph report under Hydrographs #1 through #3. The Pre-
Developed Basin Map can be found in the appendix.Also, Pre-developed Basin runoff volume calculations are in the appendix.
Post-Developed Hydrologic Analysis
The proposed development consists of the construction of a new Waffle House Restaurant with parking lots and an above
ground detention pond. The post development condition created three basins, Basin 1, Basin 2 and Basin 3. Basin 1 total
impervious area of the site is 0.33 acres.While Basin 3's total impervious area was 0.11ac. Basin 2 did not have any impervious
areas. The total runoff of Basin 1 will be held in the bioretention pond. A minimum Tc of 6 mins has been used for the post
development conditions. Hydrograph#7 shows the post-development flows without bioretention pond, while Hydrograph #9
shows the combined post development flow after it's been routed through the bioretention pond. Hydrographs#11 and #12
shows post development flow of runoffs that do not discharge into the bioretention pond. Hydrograph #14 shows the shows
the combine runoff leaving the site after the development. Post-Development Basin map attached to the appendix.
Also, Post-developed Basin runoff volume calculations are in the appendix.
WWW.THECONTINEOGROUP.COM Page 14

Hydrology Report THE
CO NTI N EO
GROUP
Stormwater Treatment Analysis & Runoff Matching
DESIGN VOLUME AND PEAK ATTENUATION VOLUME:
Stormwater from the parking lot and building will sheet flow into the bioretention pond.The post-development stormwater
flows from the site are lower than the pre-development.The pond will provide water quality volume and peak attenuation
volume up to the 50-yr storm event through the provided 6,245 cuft of volume of the bioretention pond.The bioretention
pond will discharge the flows through a broad crested weir and into the area of the site where stormwater is currently leaving
the property.Water quality and channel protection design calculations are in the appendix. Hydrograph#3 and#7 shows the
site conditions in the post-development stage without detention and Hydrographs#5 shows the routing through the pond.
Below are the calculations and pond stage storage data (detail also included in the appendix).
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RUNOFF VOLUME MATCHING:
Based on the site's runoff calculations,the site's runoff will decrease by 53%from pre to post development.The
table below shows the pre-post runoff values. For more detailed calculations, please refer to the appendix.
RUNOFF VOLUME MATCHING
TOTAL PRE-DEVELOPMENT RUNOFF VOLUME(CU FT)= 377.7
TOTAL POST-DEVELOPMENT RUNOFF VOLUME(CU FT)= 1455.8
TOTAL VOLUME PROVIDED BY BIORETENTION(CU FT)= 1281
TOTAL UNTREATED RUNOFF VOLUME(CU FT)= 174.8
DIFERENCE OF PRE-POST RUNOFF VOLUME(CU FT)= -202.9
There is a 53%desease in the site's runoff volume from pre to post development.
WWW.THECONTINEOGROUP.COM Page 15

Hydrology Report THE
CONTINEO
GROUP
Conclusion
It is our conclusion, based on the calculations presented herein, that the discharge flow will not have an adverse effect
downstream or neighbor properties.Stormwater from the site will be controlled and safely released where it is currently being
discharged.Attached are further calculations and forms used in the analysis of the property for the stormwater design.Should
you have any additional questions,please feel free to contact Juan P.Del Rio at 404-399-5192 [e-mail].
Sincerely, ,l !!!!
.``3*��' CAR
Ron T. Crump �.`>c ..
678-601-6046
CONTINEO GROUP t 037214
,p 4/GINE�•;Q
Civil Engineer Designers '''i()NTiCRV �`/ '
Juan P. Del Rio
Augustine Appiah
WWW.THECONTINEOGROUP.COM Page 16

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- GRADING NOTES:
\ \ - - _ 1. PRIOR TO WORK COMMENCEMENT, CONTRACTOR IS TO CONTACT LOCAL tH CAR°",,
s j, ADA INSERT "CALL DIG"SERVICES FOR LOCATION OF ALL
\ \ CONTRACTOR SHALL COORDINATE WIN ALL UNDERGROUND
PRIOR UTILITIES.
TO ,,'O
\ ¢. fj , \ - _ /����i, SCALE,Y-5 COMMENCEMENT OF WORK, WHICH RO INCLUDE$, BUT NOT LIMITED TO .
\ Z$ \\ �'I - RELOCATION OF UTILITIES ALONG ROADWAYS AND OFFS/TE IMPROVEMENTS $
5� \ �$ \ \\ I�l,r awl- - y&; d IN ORDER TO DELIVER 7N£PROJECT 037214 j
�� �� G� 1 �' Y �� Q . 2. REFER TO THE GEOTECHNICAL REPORT FOR INFORMATION ON EXISTING `:FNGINEEQ`.
'f' \ `
C-- _ \ 16 \ SOIL CONDITIONS. ,�?ON......R;;*:: `
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\ G'� ___ \ -f- - -,.00x D 3. CONTRACTOR IS TO REMOVE ALL MATERIALS DEEMED UNSUITABLE BY THE
\ O \\ - - \ OWNER AND/OR ENGINEER.
\\ '�` _-'' Pik, \\\ `, SCALE.' i"=20' -- � \ Z o.3il A POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS SHALL BE MAINTAINED / 1
\ - 9S� \/\ \ AT ALL TIMES
�[�, LL
\\ y9� �" ,L \� Q.' - 5 CONTRACTOR SHALL VALIDATE AND ACCEPT TOPOGRAPHIC INFORMATION
�' > - PROVIDED PRIOR TO COMMENCEMENT OF WORK. ANY DEVIATIONS SHALL 0 57 o
\ \ \ \ 4 - BE SUBMITTED TO THE ENGINEER AND OWNER. Ce p Mo N
\\ , \� �i d - 6. CONTRACTOR TO PROVIDE CLEAN PAVEMENT AND CURB EDGES WA SAW M C
\ G \. �w - \ CUTTING OR OTHER METHOD; /F WT1RK/S WITH/N EX/511NC PAVEMENT w Q �
1� \ ___ `-d�; \�.\ i � AREAS UJ (�)p C
CO ��9 - �\ .�Qj�$ \y� �a \// - 7. REFER TO ARCHIIECNRAL PLANS AND SPECIFICATIONS FOR ALL Z p o4 0. Ir
11 + \ I 'I' \/ e ` d/ / / \ STRUCTURAL FOUNDATIONS SLABS AND EARTHEN BUILDING PADS (- Q O uj U
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+ N. i ]@k. �`�\ Q B EXISTING AND REMAINING FACILITIES WHETHER ON THE PROPERTY OR ON Z V F U,•7
\ /\/ \\�� -�- �.I_ - ADJACENT PROPERTIES SHALL BE MAINTAINED IN THEIR ORIGINAL Le, O
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- CONDITIONS THEIR ORIGINALFCDI�S�REED, THESE STRUCTURES SHALL BE RESTORED TO U n n
\ = \ _ 9APPROPRIATE STALE
ALL DISTURBED AREAS WITHOUT PERMANENT HARD SURFACES SHALL BE
\_-_ _ TREATED WER PERMANENT STABILIZATION PER DIE NDAROPR/A
_-_ `; V.
\ OR LOCAL EROSION CONTROL AND DEVELOPMENT STANDARDS.
�� V� ___ __ \\2\2\
�I p I" �o�o - - - �o.zzl] 1 UNCLASSIFIED BASIS DELIVER DIE EARTHWORK FOR THE PROJECT ON AN\ 0.CONTRACTOR SHALL 0
--- EOM 777 OM nt \ N°`•nsoo / „k, -60� _ - 11. IN THE OTECHNICALL REPOR/SI BSEVCE OF OTHER
LASE NT OFOM FILL SOURCES
SUCH
L AS
E
mf \ PER THE FOLLOWING` '
as
776 - - -�-` , \ - / y • CLEAN, GRANULAR MATERIAL AND SHALL BE VERIFIED BY THE - --0(/.1
CONTRACTOR FOR SUITABILITY BY PERFORMING A GRADATION TEST. J
N �� \ \\\\ _ / • PLACED/N L/FT THICKNESS NOT TO EXCEED EIGHT INCH�� Q \ / . POSSESS MOISTURE WITHIN„TX OF OPTIMUM
775 `® 4
�'\;-1G w®�N . %'\' \ - • COMPACTED TO 95X MINIMUM DENSITY OF THE MAXIMUM DRY DENSITY Y
N��� I 772 /�' � 1'� 6 `\s„
�` \\ yI n - UTILIZING THE MODIFIED PROCTOR METHOD(ASiM D-1557)
,'a a e �? \��/ T 12.ALL STORM WATER SYSTEMS ARE TO BE DELIVERED TO THE OWNER
sa V6111W • ��+ ` _ CLEAN AND FREE OF DEBRIS R '
3 7'n 7720 ^� ��_ i
n'b / _- '-_ - i iJ.PRIOR TO COMMENCEMENT OF CONSTRUCTION THE CONTRACTOR/S 10 O WI
® n
r i
.�' _ _773 i�\���\`� a Ino�� NOTIFY THE ENGINEER OF ANY POTENTIAL CONFLICTS BETWEEN EXISTING W
61, I - -r6, 1 ® �,,� - r �, _ AND PROPOSED GRAVITY UTILITIES W y f�
6
'^ >>q\ ®T `- '\ �� \ .,5 14.ANY RETAINING WALLS DEPICTED WITHIN THESE PLANS ARE TO BEW ^" 010r ec zs . ,� - DESIGNED UNDER THE DIRECTION OF THE CONTRACTOR AND ARE SHOWN T yC� 0I :To
Pr MWN _ 772 aC nWpCEL o-7° �., s f 1 FOR COORDINATIONTHESE PURPOSES ONLY. THE CIVIL ENGINEER ACCEPTS NO a C,11
� - �1. \ � .� RESPONSIBILITY FOR THESE WALL. Z � g Z N
' ,ter�� >`V�.7AND % 'Osa _/ 15.ALL PIPES SYSTEMS ARE MEASURED BETWEEN THE CENTERS OF V ti
'F 1� >>3 - - 1x _re AN N SS _ $ _va..,..,a `, f MANHOLES W 11.
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BOTTOM: 765.56 _ \ /
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INV=76fi.55' 765 \ / 765 DRAWN: CHECK:
// PUBLICLY DEDICATED`,
m a EDGE Of\`\ASPHALT - / = MA JDR
% -4--�5b
'� VII 0�!\,� '�� - �� JOB NO: DATE:
P. c�� BPRP Q�� (�� 0� 760 760 23-24 ODE - OHE ONE' OHE �- tS"OULETE' ORATEDce OHE T- ORIFICEINV IN:761.00(N/ �'HE OHE OUT762.00(S)763. INV=7682%+ 102 p/ A 81 0hQ V' k0"'1 ao �ry�// /1�k�ky�� / , 755 APPROXIMATE
755 rL/"IN
€oa ``` 1I °.o? � OUTLET CONTROL STRUCTURE- OF PROPOSED= \\J WEIR WALL SECTION VIEW GAS UNE n l I
(N.T.S) o+oo 0+50 / C0'

_ __ 1��' - `w` BIORETENTION CELL
--,. -F---
n7 M6•s"•w�� �`u 16�� ry ,.`tNtCARr
--- -- _ �� \\\ 41 1 Urainage area number 1 ��oR,.... li'''•
V +54t�� \\ o� 2 'Minimum required treatment volume(Cu ft) 188$d �g�/:�
_ j �77s 775 _, 1 ��. �� A �� GENENALMDC FROM 0211.3060 7'"� '
1 __ Ittk\
3 Is the SCM stied to treat the SW from all surfaces at bulldout7 No /'3 p••NGINE.`Q7 77z - � J��, 4 Is the SCM located away from contaminated soils? Yes '-.,,op`•••-••••�tr�,.°�
a" I V 0 20 ao r.Ca
ti3 \ 5 What are the side slopes of the SCM(H:V)? 3:1 ,noo°�
- `� 6 - 9 ' �' Goes the SCM have reta)ning walls.gabion walls or other
r 'I' p, 1- 1 + \ SCALE 1"=20' 6
-_- rI� +11 ` _ 73_ A V engineered side slopes? No C 1
Inn i, 1h ��\ Are the inlets,outlets,and receiving stream protected from erosion d
'‘1.‘-:- 1
1 �� 7 (10-year storm)? Yes 0 > o
_ RLIMITED.PARTNERS P---_ - �X‘�, Is there an overflow or bypass for inflow volume in excess of the m a fQ
Ds aPGses : lir ♦ 1•_ 2 -------772- ./io S�V 8 design volume? No (' w o N
AARCEL IIIlA34534 773 - _-- ` 9 cx M C
\ 9 What is the method for dewatering the SCM for maintenance? Pump(preferred) O w in m
+ �5 I MaN "A"cE ��\ 10 applicable,will the SCM be cleaned out after construction? N/A w C` °'
POND MAINTENENCE1 Z I p e" I - oute AND€A`SEEM`EASEMENT i- - t 6, If apphca z U
- \\ 1-5" 11 Does the maintenance access comply with General MDC(8)? Yes 0 °
DCWATERINO PUMP 70 BE USED FOR POND MAINTENANCE. m -77171- fir\\ ��+� Z V w a M 3
=f `�� - _ _ ,,,,KEL1O ,�, 12 Does the drainage easement comply with General MDC(9)? Yes O ci 33
-< .no +' \ 10 - �' 772 tl If the SCM is on a single family tit,does(will?)the plat comply with U p
_ ,MAINTENANCE.
- -^,^ - ., o' _ 13 General MDC(10)? WA
r
its.Dim �`£. ��-� �.
_ �'` 14 Is there an 08M Agreement that complies with General MDC(71)? Yes
,„ ,,. .
�� L 15 Is there an 08M Plan that complies with General MDC(12)? Yes ��
I +gy \ 11 16 Does the SCM follow the device specific MDC. No
110 '' I -7sa_ - ' �) 17 Was the SCM designed by an NC licensed professional? Yes ( I i
�� I " I is -M ) -- ai 11 -f-a 61 c :�i, OIOItETENf10N csu.AMC FROM(12M.wsj jt.
Flow �6�61 18 SHOUT elevation(fmsl) 757.00 _ //
DIRECTION a T I^ r - pP -- ; �,1�, 19 Bottom of the bioretehfion calf(imsl) 761.50 � .1
DOWNSPOUTS I I I �� - �-- •::11
': 20 Ponding depth of the desgn storm(Inches) 12 in
'I _, - mil - _ -;' 3Z^ 21 Surface area of the bioretentlon cell(square feet) 976 sf Y4• 1 �,,, 770 �_ 7771 _ 7s' • w°j y 22 Desgn volume of SCM(cu lt) 1281 dPERFORATED -!"--_- ® 9 Ifs \�1 \ 9nUNDERDRAIN II'I ■®�\� I �,__: I I r°- _© � `j ` 161' 23 Is the bloretention cell used for peak attenuation? Yes P o
PIPE a n G = A 1 I 'l, x�'^_ I\ ' 24 Depth of peak attenuation over planting surface(in) 22 in o I e M
I1'IIII 3C o (inch/hour)m'N -_J- 3 ' 6a 7 � I I o o I I 25 Height of peak attenuation outlet above the planting surface(in) 21 In W W W a 6
I._... , , --jg6 _1 p=w a ,I \ 26 Infiltration rate of the in situ soil inch/hour .1 INhr i J ;n m o
I" ,Q I ®r :767 I-I_U / ) 27 Diameter of the underdrain pipes(d applicable) 41n x H mo
Y 6' 65 U 0
N ' S I , ; Ta I \ ¢w I 28 Does the design include Internal Water Storage(IWS)? No Q s z°
FOREBAY 42^c -- - I V 1 _ 765- / m L°I w , h I 29 if so elevation of the top of the I W S(fmsl) N/A g 0
OF s 3s 8�tl_ ll m j 'I -- ._ 30 Elevation of the planting surface(fmsl) 765 g w o 0
\ R --- --- -s_` «w Ib - 7�0" ... / , �_�' j I\ What type of vegetation will be planted? (grass,Irees/shrubs, a o -tit^,
�1; I a - .i6°� - I I �I \ �a IA 31 other)? Grass (I 2
BIORETENRON POND a F.� \ / \ Q
p.g;* Taw 768.00 -__- , J( I Y \ 32 Media depth(inches) 54 in j ii (`
GRIFZLEIROS BOTTOM:765.00 �� -7s3- _ :` 11 rV \ / \ 33 Percentage of medium to coarse washed sand by volume 85% Q y
I Percentage of fines(silt and clay)byvolume 10% o N
10 YR ELEV.:765.56 I= : '� •v _ .' \ Q m
25 YR L7EV:765.90 0 \- � T0 : , �"/ \ \ 34 9
°^^C�1 �+ ZIS 50 YR ELEV.766.16 WI-- - 7. ®� _ 35 Percentage of organic matter by volume 6%
SHOUT ELEV. 757.00 ig TOP:761:50 ��N,
i �.J/t 767 - r•� TO:750.03 I "5 -9 36 Type of organic material Pine bark fines R f -�� BC:,no.00 5 r9 DESIGN OF RIPRAP OUTLET PROTECTION•�. � > ��766-�-.7ss ss -6e (��I'► �6, 1 --_,A,€)C;6- 30 in NSW and not 1
A
, 6 �� 1 ,,,,-,0 ? �, 1
yl9 a� 76s ®wM�� R - _ - - _f -�4 0 37 to exceed 50 Use Data
-'� 7637'764 (Ae. 761 i s.e = - '� 6 - �� j`,\ .-'�� Phosphorus Index(P-Index)of media(unNess) elsewhere Calculated Value
, tr -- .5 '"' ;� - v 38 Will compaction be avoided during construction? Yes Reference Data
0 OP:768.00 � -- ,-'_�r - '76p - EXTENDED - - ^ 39 Will cell be maintained to a one inch/hour standard? Yes
TN g`rtV 70 ec769.00 EXTENDED +50 / 40 Depth of mulch,If applicable(Inches) N/A _ Designed By: Augustine Date: 05.21.24 W U n
_ ___ B GE OF ADate: 05.21.24
TO:
isa84 165 41 Type of mulch,if out pipes
N/AChecked By: Ron Z o
- = '> 1c:�76a:4o w 42 How many dean out pipes are being Installed? 1n n z
�R EDP
-- - .50� Q� Company: Co B eo Group
a. 1 88s0 1is n0:00 43 Type of pretreatment that will be used: Rlpr8p Pro ect Name: Waffle House-Lowesville,NC 0 LL I z
EDGE OF,ASPHALT Tc:769.00, c:76e.00 f = J o a z
aG:7sesp' ADDITIONAL INFORMATION Project No.: 23-240 J U n
//' / I / % Please use this space to provide any additional information about W w z o
/ �� 3Do=4Fr '/ - 44 the bioretention cell(s): Site Location(City/Town) Denver,NC J o
Z La=ro r - -- Culvert Id. 101 (L Lit U
W=12F-f Total Drainage Area(acres) 0.86 Z
+151' /�V ff/ (150=0.5Fr 6"CONCRETE CORR 1 Q 2� =
/ �r = 1 - Step I.Detemnne the tatlwater depth from channel charactensucs below the O
^�// \ m N.C.HIGHWAY 73. pWe outlet for the design capacm'of we pee. If the taassater depth a less J 0O ZO
// \\ (100'RIGHT OF WAS7-2. than half the owlet pipe diameter.rt u classified m,nipnmuailw'ater condmoa
If a is greater than half the pipe diameter.,t is classified v.a m, ondiuon. O
H // PUBLICLY DED/GATED\ - t pas that outlet Orrin wade Bat area,with no defined channel a assumed
�w a
�`� \ \\ showvotherwTse.tin tailwater condition unless reliable flood stage eletanons 0 0
OJ
1ga � EDGE OVASPNAL T
'N,<Ah-$i�i ,'1� \ Outlet pipe diameter,Do(in.) 15 ( 1
p,R�R�� �J v pv� v -- railwaterdepth(in.) o _=f
3 CPS' .' p Q// \t BIORETENTION CROSS-SECTION Minimum/Maximum tailwater? Min TW(Fig.8.06a) z o
<� e G V OHE/ OHE OHEI DOE E OHE-�
y g�� G 9 / E OHE T- -/ ( Discharge(cis) 1.08
5p�8PST yA�,6$D rya// 1 , + 8 Y Velocity(ft./s) 1.03 - ,,
n ` ``6�(�6"(6J' // \� PJ5 /
, PEAK ATTENUATION OUTLET MAXPONDING DEPTHS ABOVE PLANTED SURFACE: w LB
N {�• re- 1 r-F' S- / , eivrau ELEV.:766.60 step?.Based on we tailw'ater<onddons detetmmed m step I.enter Ftggre 3 S e t E a
o f1 'L• 1� ^Ct 121N-WATER OWLITY DESIGN VOLUME
; • O\ `\it MINIMUM WIDTH IO 181N-PEAK ATTENUATION OUTLET ELEVATpN 8.06a or Figure and detmnine d,ariprap size and minimum apron length (n eWge
7' I��-c ,1\\_ POR MAINTENANCE ACCESS 24IN-PEAK ATTENUATION VOLUME (L)-The d,a size is the medaan stone sue m a well-graded npra Z _
Pra pzPtoa .S,.3a
\,\�I PEAI(ATTENUATION VOLUME 0 -
�" CLFANWT 5,238 CU FT step 3. Determine apron width a the pipe outlet,the apron shape.and the N
BIOTECTION OUTFACE PIPE RUNOFF VOLUME MATCHING PROVIDE AT LEAST _ _
ONE PER apron width at the outlet end from the same figure used m Step 2. w
TOP:768 1 DESIGN VOLUME
i EIn 011 DePth00 UNDERORAIN REQUIRED:1,088 CUFT Minimum TW Maximum TW a <
(10-YR STORM CALCULATIONS) ez~-
a 7wm 1w A1UlCH LAYER PROVIDE0:1,281 CUFT Figure 8.O6a agate 8.O6b
ce3�
Riprap d6o,(ft.) 0.5 pea
ITOTAL PRE-DEVELOPMENT RUNOFF VOLUME(CU FT)= 377.7 ELEv.:768.aa w -
Minimum apron length,L,(n.) 10 I- `mo o
TOTAL POST-DEVELOPMENT RUNOFF VOLUME(CU FT)= 1455.8 ELEV.: • Apron with at pipe outlet61.) 3.75 3.75 0 IW.MI t w BOTTOM:765 Apron shape 2 n e n eU e0
w Apron width at outlet end(ft.) 11.25 1.25
71000 TOTAL VOLUME PROVIDEDBYBIORETENTION(CUFT)= 1281 IWS Step.1.Dnnnune the nammnnt stone d,ndnn ` " " I f J
ELEV.:761.50 d =I$a U.
'� Minimum TW Maximum TW
2 a:� - tiro TOTAL UNTREATED RUNOFF VOLUME(CU FT)= 174.8 LEDMxmEs: Max sroneDameter,amaX(n.) 075 o DRAWN: CHECK:
INV.:]62.00 rc MEDIA MIX
411
INV.:762.00 Step 5.D Diameternsme er,e apron
AAA JDR
_ THE MEDIA SHOULD BE COMPOSED OF A HOMOGENOUS MIX PERFORMED SET THE TOP OF
mOTHE FOLLOWING: UNOERORAIN PIPE THE MIS ZONEA Apron thickness=l.5ztl�„
DI�ERENCE OF PRE-POST RUNOFF VOLUME(CU FT)= -202.9 a es%MEDIUM oEOARBE WASHED SAND IASTM C331 MINIMUM OF IS
p7R'ro OM b. 10%FINES(SILT AND CLAY):AND INCHES BELOW Mlnlmum 7W Mazlmum TW JOB NO: DATE:
P. a. 5%ORGANIC MATTER(SUCH AS PINE BARI(FINES) NO MECHANICAL COMPACTION THE PIANTm p ThicknOESIS.
OO NOT MECHPNIGYLY Apron ) 1.1zs 0 23-240 1/18/24
oCOMPACT THE MEDIA WATER OR SURFACE.
There is a 53%desease in the site's runoff volume frompre topost development. MINIMUM MEDIA Step 6.Fa the nPrap apron m We sue M...of n MTF,for the tuuonannt
le 16150 charm. 1 2 a 4 -0 0 urea ON IT snisBAcm.
ALL CELLS WITH TREES AND SHRUBS',MWCHES length.L,.from Pupae 806E m Ftpure 8066 Extend the apron fanbet
W.s. CELLS WITHOUT WITH NO I TREESS INCHES
RUBS: dowusveam and elou8 channel banks until s,,0ee.is assured Keep,he \
RUN(eN WITH IWS:30INCHES SHOUT MUST BE>2 FT BELOW THE apron as svupN as posvbieaM eltpvn,lithe Bow of the recmanp stream LOWEST POINT OF THE BIORETEMION CELL Malec rostter.ssanaltpnn.eu,brnds veer,tic P,Pe omlct so tW,me c,mnna DRAINAGE w L E S THAN
wo the,„,.„p sneam,,snUBg,. PLAN LESS THAN 01N NSW WATERS Some Iocanons may regwre Romp ofthr curve channel cross secuon to assure
�a a Am Energr LESS THAN 50 OLSEWMERE ,iatuLty
!Z AnSi V e. WP Ye TopWgp It nu,be necnsan,o,rcrease the Stu of rtp,,p xl,ere po,ecoou of We
o tel ant (wet fail (N (e). (Al IN MAIM MAINTENANCE -
6.48 1.ala o.4U x41 1MM PA1 1n 0.sa MAINTAIN MEDIA SUCH MAT INFILTRATION RATE IS AT(FAST channel sole slopes is neces+an I.Npya.rd,.S.Oc). Where over-falls must a,
1 IWR page oudrn m Bows are euesswe,a plunge pool should be copudered.see CO3 1
page 8068 \./VF,7•
/

RUNOFF VOLUME CALCULATIONS
Simple Method for Runoff Volume
Rv=0.005+0.9 IA Dv=3630*RD*Rv*A
PRE DEVELOPMENT I
BASIN 1
Drainage Area(ac)= 0.66 Impervious Area (ac)= 0
No impervious area,thus the design volume is 0sf.
BASIN 2
Drainage Area(ac)= 0.09 Impervious Area (ac)= 0
No impervious area,thus the design volume is Osf.
BASIN 3 •
Drainage Area(ac)= 0.38 Impervious Area (ac)= 0.11
IA= 0.29 Design Storm RD(inches) 1
Rv 0.27
Design Volume-Dv(cu ft) 366.3
ENTIRE SITE-PRE DEVELOPMENT •
Drainage Area(ac)= 1.01 Impervious Area (ac)= 0.11
IA= 0.11 Design Storm RD(inches) 1
Rv 0.10
Design Volume-Dv(cu ft) 377.7
POST DEVELOPMENT I
BASIN 1
Drainage Area(ac)= 0.52 Impervious Area (ac)= 0.33
IA= 0.63461538 Design Storm RD(inches) 1
Rv 0.58
Design Volume-Dv(cu ft) 1087.5
BASIN 2
Drainage Area(ac)= 0.11 Impervious Area (ac)= 0
No impervious area,thus the design volume is 0sf.
BASIN 3 •
Drainage Area(ac)= 0.38 Impervious Area (ac)= 0.11
IA= 0.29 Design Storm RD(inches) 1
Rv 0.27
Design Volume-Dv(cu ft) 366.3
ENTIRE SITE-POST DEVELOPMENT •
Drainage Area(ac)= 1.01 Impervious Area (ac)= 0.44
IA= 0.44 Design Storm RD(inches) 1
Rv 0.40
Design Volume-Dv(cu ft) 1455.8

RUNOFF VOLUME MATCHING
TOTAL PRE-DEVELOPMENT RUNOFF VOLUME(CU FT) = 377.7
TOTAL POST-DEVELOPMENT RUNOFF VOLUME(CU FT) = 1455.8
TOTAL VOLUME PROVIDED BY BIORETENTION (CU FT) = 1281
TOTAL UNTREATED RUNOFF VOLUME(CU FT) = 174.8
DIFERENCE OF PRE-POST RUNOFF VOLUME(CU FT)= -202.9
There is a 53%desease in the site's runoff volume from pre to post development.

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025
1 2 3
7
•5
V
11 12
.41r
14
Project: Hydro 06.28.24.gpw Monday, 07/ 1 /2024

2
Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025
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 0.008 0.081 0.233 0.432 0.756 1.044 PRE DEVELOPMENT-BASIN 1
2 SCS Runoff 0.001 0.011 0.032 0.059 0.103 0.142 PRE DEVELOPEMENT-BASIN 2
3 SCS Runoff 0.069 0.164 0.272 0.386 0.554 0.697 PRE DEVELOPMENT BASIN 3
5 Combine 1,2,3, 0.071 0.249 0.532 0.877 1.413 1.883 COMBINED PRE DEVELOPMENT
7 SCS Runoff 0.665 1.002 1.350 1.697 2.177 2.565 POST-DEVELOPMENT-BASIN 1
9 Reservoir 7 0.022 0.034 0.040 0.045 0.197 0.554 POND(ROUTED BASIN 1)
11 SCS Runoff 0.001 0.020 0.054 0.096 0.160 0.216 POST DEVELOPMENT-BASIN 2
12 SCS Runoff 0.162 0.336 0.527 0.727 1.017 1.261 POST DEVELOPMENT BASIN 3
14 Combine 9, 11, 12, 0.174 0.373 0.609 0.860 1.218 1.522 POST DEVELOPMENT TOTAL
Proj. file: Hydro 06.28.24.gpw Monday, 07/ 1 /2024

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025
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 0.008 2 746 185 PRE DEVELOPMENT-BASIN 1
2 SCS Runoff 0.001 2 746 25 PRE DEVELOPEMENT-BASIN 2
3 SCS Runoff 0.069 2 724 262 PRE DEVELOPMENT BASIN 3
5 Combine 0.071 2 724 473 1,2,3, COMBINED PRE DEVELOPMENT
7 SCS Runoff 0.665 2 718 1,329 POST-DEVELOPMENT-BASIN 1
9 Reservoir 0.022 2 870 1,295 7 765.58 742 POND(ROUTED BASIN 1)
11 SCS Runoff 0.001 2 742 28 POST DEVELOPMENT-BASIN 2
12 SCS Runoff 0.162 2 718 383 POST DEVELOPMENT BASIN 3
14 Combine 0.174 2 718 1,706 9, 11, 12, POST DEVELOPMENT TOTAL
Hydro 06.28.24.gpw Return Period: 1 Year Monday, 07/ 1 /2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 1
PRE DEVELOPMENT - BASIN 1
Hydrograph type = SCS Runoff Peak discharge = 0.008 cfs
Storm frequency = 1 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 185 cuft
Drainage area = 0.660 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 2.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.070 x 98)+(0.940 x 61)]/0.660
PRE DEVELOPMENT - BASIN 1
Q (cfs) Hyd. No. 1 -- 1 Year Q(cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - illl 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 2
PRE DEVELOPEMENT - BASIN 2
Hydrograph type = SCS Runoff Peak discharge = 0.001 cfs
Storm frequency = 1 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 25 cuft
Drainage area = 0.090 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 2.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DEVELOPEMENT - BASIN 2
Q (cfs) Hyd. No. 2 -- 1 Year Q(cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - �—_, - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 3
PRE DEVELOPMENT BASIN 3
Hydrograph type = SCS Runoff Peak discharge = 0.069 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 262 cuft
Drainage area = 0.260 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 2.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.070 x 98)+(0.190 x 61)]/0.260
PRE DEVELOPMENT BASIN 3
Q (cfs) Hyd. No. 3 -- 1 Year Q(cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - \ - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 5
COMBINED PRE DEVELOPMENT
Hydrograph type = Combine Peak discharge = 0.071 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 473 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 1.010 ac
COMBINED PRE DEVELOPMENT
Q (cfs) Hyd. No. 5-- 1 Year Q(cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 I 0.01
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 7
POST-DEVELOPMENT - BASIN 1
Hydrograph type = SCS Runoff Peak discharge = 0.665 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,329 cuft
Drainage area = 0.520 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 2.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.330 x 98)+(0.190 x 61)]/0.520
POST-DEVELOPMENT - BASIN 1
Q (cfs) Hyd. No. 7 -- 1 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 9
POND (ROUTED BASIN 1)
Hydrograph type = Reservoir Peak discharge = 0.022 cfs
Storm frequency = 1 yrs Time to peak = 870 min
Time interval = 2 min Hyd. volume = 1,295 cuft
Inflow hyd. No. = 7 - POST-DEVELOPMENT - BPOISiNBlevation = 765.58 ft
Reservoir name = Biotention Pond Max. Storage = 742 cuft
Storage Indication method used. Outflow includes exfiltration.
POND (ROUTED BASIN 1)
Q (cfs) Hyd. No. 9-- 1 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 3120
Time (min)
Hyd No. 9 Hyd No. 7 111111111 Total storage used = 742 cuft

Pond Report 10
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Pond No. 1 - Biotention Pond
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=765.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 765.00 976 0 0
1.00 766.00 1,613 1,281 1,281
2.00 767.00 2,324 1,958 3,239
3.00 768.00 3,102 2,703 5,942
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 15.00 0.00 0.00 0.00 Crest Len(ft) = 16.00 2.00 10.00 0.00
Span(in) = 15.00 0.00 0.00 0.00 Crest El.(ft) = 767.50 766.50 767.50 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 2.60 3.33
Invert El.(ft) = 762.00 0.00 0.00 0.00 Weir Type = 1 Rect Broad ---
Length(ft) = 10.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 1.00 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) = 1.000(by Contour)
Multi-Stage = n/a No 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)
3.00 768.00
2.00 767.00
1.00 766.00
0.00 765.00
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00
Total Q Discharge(cfs)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 11
POST DEVELOPMENT - BASIN 2
Hydrograph type = SCS Runoff Peak discharge = 0.001 cfs
Storm frequency = 1 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 28 cuft
Drainage area = 0.110 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 2.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DEVELOPMENT - BASIN 2
Q (cfs) Hyd. No. 11 -- 1 Year Q(cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 — f - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 12
POST DEVELOPMENT BASIN 3
Hydrograph type = SCS Runoff Peak discharge = 0.162 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 383 cuft
Drainage area = 0.380 ac Curve number = 72*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 2.01 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.110 x 98)+(0.270 x 61)]/0.380
POST DEVELOPMENT BASIN 3
Q (cfs) Hyd. No. 12 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 — ' - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 14
POST DEVELOPMENT TOTAL
Hydrograph type = Combine Peak discharge = 0.174 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,706 cuft
Inflow hyds. = 9, 11, 12 Contrib. drain. area = 0.490 ac
POST DEVELOPMENT TOTAL
Q (cfs) Hyd. No. 14 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 I 0.15
0.10 0.10
0.05 ` 0.05
0.00 "— 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 14 Hyd No. 9 Hyd No. 11 Hyd No. 12

14
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025
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 0.081 2 724 506 PRE DEVELOPMENT-BASIN 1
2 SCS Runoff 0.011 2 724 69 PRE DEVELOPEMENT-BASIN 2
3 SCS Runoff 0.164 2 722 493 PRE DEVELOPMENT BASIN 3
5 Combine 0.249 2 724 1,067 1,2,3, COMBINED PRE DEVELOPMENT
7 SCS Runoff 1.002 2 718 2,016 POST-DEVELOPMENT-BASIN 1
9 Reservoir 0.034 2 842 1,982 7 765.90 1,158 POND(ROUTED BASIN 1)
11 SCS Runoff 0.020 2 720 77 POST DEVELOPMENT-BASIN 2
12 SCS Runoff 0.336 2 718 704 POST DEVELOPMENT BASIN 3
14 Combine 0.373 2 718 2,762 9, 11, 12, POST DEVELOPMENT TOTAL
Hydro 06.28.24.gpw Return Period: 2 Year Monday, 07/ 1 /2024

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 1
PRE DEVELOPMENT - BASIN 1
Hydrograph type = SCS Runoff Peak discharge = 0.081 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 506 cuft
Drainage area = 0.660 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 2.53 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.070 x 98)+(0.940 x 61)]/0.660
PRE DEVELOPMENT - BASIN 1
Q (cfs) Hyd. No. 1 -- 2 Year Q(cfs)
0.10 0.10
0.09 0.09
0.08 I 0.08
—
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
11111111.11111
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.v2025 Monday,07/1 /2024
Hyd. No. 2
PRE DEVELOPEMENT - BASIN 2
Hydrograph type = SCS Runoff Peak discharge = 0.011 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 69 cuft
Drainage area = 0.090 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 2.53 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DEVELOPEMENT - BASIN 2
Q (cfs) Hyd. No. 2 -- 2 Year Q(cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - ' I - 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.v2025 Monday,07/1 /2024
Hyd. No. 3
PRE DEVELOPMENT BASIN 3
Hydrograph type = SCS Runoff Peak discharge = 0.164 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 493 cuft
Drainage area = 0.260 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 2.53 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.070 x 98)+(0.190 x 61)]/0.260
PRE DEVELOPMENT BASIN 3
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 5
COMBINED PRE DEVELOPMENT
Hydrograph type = Combine Peak discharge = 0.249 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 1,067 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 1.010 ac
COMBINED PRE DEVELOPMENT
Q (cfs) Hyd. No. 5-- 2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 I 0.20
0.15 0.15
0.10 0.10
i
0.05 0.05
0.00 - J 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 7
POST-DEVELOPMENT - BASIN 1
Hydrograph type = SCS Runoff Peak discharge = 1.002 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 2,016 cuft
Drainage area = 0.520 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 2.53 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.330 x 98)+(0.190 x 61)]/0.520
POST-DEVELOPMENT - BASIN 1
Q (cfs) Hyd. No. 7 -- 2 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. 7 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 9
POND (ROUTED BASIN 1)
Hydrograph type = Reservoir Peak discharge = 0.034 cfs
Storm frequency = 2 yrs Time to peak = 842 min
Time interval = 2 min Hyd. volume = 1,982 cuft
Inflow hyd. No. = 7 - POST-DEVELOPMENT - BDMGSMJ8Ievation = 765.90 ft
Reservoir name = Biotention Pond Max. Storage = 1,158 cuft
Storage Indication method used. Outflow includes exfiltration.
POND (ROUTED BASIN 1)
Q (cfs) Hyd. No. 9-- 2 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 - - - 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240
Time (min)
Hyd No. 9 Hyd No. 7 111111111 Total storage used = 1,158 cuft

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 11
POST DEVELOPMENT - BASIN 2
Hydrograph type = SCS Runoff Peak discharge = 0.020 cfs
Storm frequency = 2 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 77 cuft
Drainage area = 0.110 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 2.53 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DEVELOPMENT - BASIN 2
Q (cfs) Hyd. No. 11 -- 2 Year Q(cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - ' - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 12
POST DEVELOPMENT BASIN 3
Hydrograph type = SCS Runoff Peak discharge = 0.336 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 704 cuft
Drainage area = 0.380 ac Curve number = 72*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 2.53 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.110 x 98)+(0.270 x 61)]/0.380
POST DEVELOPMENT BASIN 3
Q (cfs) Hyd. No. 12 -- 2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 A 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 14
POST DEVELOPMENT TOTAL
Hydrograph type = Combine Peak discharge = 0.373 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 2,762 cuft
Inflow hyds. = 9, 11, 12 Contrib. drain. area = 0.490 ac
POST DEVELOPMENT TOTAL
Q (cfs) Hyd. No. 14 -- 2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 _ - 0.05
0.00 ^ 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
Hyd No. 14 Hyd No. 9 Hyd No. 11 Hyd No. 12

24
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025
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 0.233 2 724 930 PRE DEVELOPMENT-BASIN 1
2 SCS Runoff 0.032 2 724 127 PRE DEVELOPEMENT-BASIN 2
3 SCS Runoff 0.272 2 722 757 PRE DEVELOPMENT BASIN 3
5 Combine 0.532 2 722 1,814 1,2,3, COMBINED PRE DEVELOPMENT
7 SCS Runoff 1.350 2 716 2,727 POST-DEVELOPMENT-BASIN 1
9 Reservoir 0.040 2 862 2,693 7 766.18 1,631 POND(ROUTED BASIN 1)
11 SCS Runoff 0.054 2 718 141 POST DEVELOPMENT-BASIN 2
12 SCS Runoff 0.527 2 718 1,068 POST DEVELOPMENT BASIN 3
14 Combine 0.609 2 718 3,902 9, 11, 12, POST DEVELOPMENT TOTAL
Hydro 06.28.24.gpw Return Period: 5 Year Monday, 07/ 1 /2024

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 1
PRE DEVELOPMENT - BASIN 1
Hydrograph type = SCS Runoff Peak discharge = 0.233 cfs
Storm frequency = 5 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 930 cuft
Drainage area = 0.660 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.070 x 98)+(0.940 x 61)]/0.660
PRE DEVELOPMENT - BASIN 1
Q (cfs) Hyd. No. 1 -- 5 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 2
PRE DEVELOPEMENT - BASIN 2
Hydrograph type = SCS Runoff Peak discharge = 0.032 cfs
Storm frequency = 5 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 127 cuft
Drainage area = 0.090 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DEVELOPEMENT - BASIN 2
Q (cfs) Hyd. No. 2 -- 5 Year Q(cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 I 0.03
0.02 0.02
0.01 0.01
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 3
PRE DEVELOPMENT BASIN 3
Hydrograph type = SCS Runoff Peak discharge = 0.272 cfs
Storm frequency = 5 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 757 cuft
Drainage area = 0.260 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.070 x 98)+(0.190 x 61)]/0.260
PRE DEVELOPMENT BASIN 3
Q (cfs) Hyd. No. 3 -- 5 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 5
COMBINED PRE DEVELOPMENT
Hydrograph type = Combine Peak discharge = 0.532 cfs
Storm frequency = 5 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 1,814 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 1.010 ac
COMBINED PRE DEVELOPMENT
Q (cfs) Hyd. No. 5-- 5 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 _ I 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 - ,� — — • - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 7
POST-DEVELOPMENT - BASIN 1
Hydrograph type = SCS Runoff Peak discharge = 1.350 cfs
Storm frequency = 5 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 2,727 cuft
Drainage area = 0.520 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 3.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.330 x 98)+(0.190 x 61)]/0.520
POST-DEVELOPMENT - BASIN 1
Q (cfs) Hyd. No. 7 -- 5 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. 7 Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 9
POND (ROUTED BASIN 1)
Hydrograph type = Reservoir Peak discharge = 0.040 cfs
Storm frequency = 5 yrs Time to peak = 862 min
Time interval = 2 min Hyd. volume = 2,693 cuft
Inflow hyd. No. = 7 - POST-DEVELOPMENT - BDMGSMJ8Ievation = 766.18 ft
Reservoir name = Biotention Pond Max. Storage = 1,631 cuft
Storage Indication method used. Outflow includes exfiltration.
POND (ROUTED BASIN 1)
Q (cfs) Hyd. No. 9-- 5 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time (min)
Hyd No. 9 Hyd No. 7 111111111 Total storage used = 1,631 cuft

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 11
POST DEVELOPMENT - BASIN 2
Hydrograph type = SCS Runoff Peak discharge = 0.054 cfs
Storm frequency = 5 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 141 cuft
Drainage area = 0.110 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 3.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DEVELOPMENT - BASIN 2
Q (cfs) Hyd. No. 11 -- 5 Year Q(cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 _ '%.... 0.01
0.00 - % 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 12
POST DEVELOPMENT BASIN 3
Hydrograph type = SCS Runoff Peak discharge = 0.527 cfs
Storm frequency = 5 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,068 cuft
Drainage area = 0.380 ac Curve number = 72*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 3.03 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.110 x 98)+(0.270 x 61)]/0.380
POST DEVELOPMENT BASIN 3
Q (cfs) Hyd. No. 12 -- 5 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 14
POST DEVELOPMENT TOTAL
Hydrograph type = Combine Peak discharge = 0.609 cfs
Storm frequency = 5 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 3,902 cuft
Inflow hyds. = 9, 11, 12 Contrib. drain. area = 0.490 ac
POST DEVELOPMENT TOTAL
Q (cfs) Hyd. No. 14 -- 5 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
Time (min)
Hyd No. 14 Hyd No. 9 Hyd No. 11 Hyd No. 12

34
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025
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 0.432 2 722 1,426 PRE DEVELOPMENT-BASIN 1
2 SCS Runoff 0.059 2 722 194 PRE DEVELOPEMENT-BASIN 2
3 SCS Runoff 0.386 2 722 1,042 PRE DEVELOPMENT BASIN 3
5 Combine 0.877 2 722 2,662 1,2,3, COMBINED PRE DEVELOPMENT
7 SCS Runoff 1.697 2 716 3,442 POST-DEVELOPMENT-BASIN 1
9 Reservoir 0.045 2 890 3,408 7 766.44 2,146 POND(ROUTED BASIN 1)
11 SCS Runoff 0.096 2 718 216 POST DEVELOPMENT-BASIN 2
12 SCS Runoff 0.727 2 718 1,458 POST DEVELOPMENT BASIN 3
14 Combine 0.860 2 718 5,082 9, 11, 12, POST DEVELOPMENT TOTAL
Hydro 06.28.24.gpw Return Period: 10 Year Monday, 07/ 1 /2024

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 1
PRE DEVELOPMENT - BASIN 1
Hydrograph type = SCS Runoff Peak discharge = 0.432 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 1,426 cuft
Drainage area = 0.660 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.070 x 98)+(0.940 x 61)]/0.660
PRE DEVELOPMENT - BASIN 1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 2
PRE DEVELOPEMENT - BASIN 2
Hydrograph type = SCS Runoff Peak discharge = 0.059 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 194 cuft
Drainage area = 0.090 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DEVELOPEMENT - BASIN 2
Q (cfs) Hyd. No. 2 -- 10 Year Q(cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - X - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 3
PRE DEVELOPMENT BASIN 3
Hydrograph type = SCS Runoff Peak discharge = 0.386 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 1,042 cuft
Drainage area = 0.260 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.070 x 98)+(0.190 x 61)]/0.260
PRE DEVELOPMENT BASIN 3
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 5
COMBINED PRE DEVELOPMENT
Hydrograph type = Combine Peak discharge = 0.877 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 2,662 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 1.010 ac
COMBINED PRE 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 7
POST-DEVELOPMENT - BASIN 1
Hydrograph type = SCS Runoff Peak discharge = 1.697 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 3,442 cuft
Drainage area = 0.520 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 3.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.330 x 98)+(0.190 x 61)]/0.520
POST-DEVELOPMENT - BASIN 1
Q (cfs) Hyd. No. 7 -- 10 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
Hyd No. 7 Time (min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 9
POND (ROUTED BASIN 1)
Hydrograph type = Reservoir Peak discharge = 0.045 cfs
Storm frequency = 10 yrs Time to peak = 890 min
Time interval = 2 min Hyd. volume = 3,408 cuft
Inflow hyd. No. = 7 - POST-DEVELOPMENT - BDMGSMJ8Ievation = 766.44 ft
Reservoir name = Biotention Pond Max. Storage = 2,146 cuft
Storage Indication method used. Outflow includes exfiltration.
POND (ROUTED BASIN 1)
Q (cfs) Hyd. No. 9-- 10 Year Q (cfs)
2.00 2.00
1.00 - 1.00
0.00 - 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 9 Hyd No. 7 111111111 Total storage used = 2,146 cuft

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 11
POST DEVELOPMENT - BASIN 2
Hydrograph type = SCS Runoff Peak discharge = 0.096 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 216 cuft
Drainage area = 0.110 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 3.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DEVELOPMENT - BASIN 2
Q (cfs) Hyd. No. 11 -- 10 Year Q(cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 12
POST DEVELOPMENT BASIN 3
Hydrograph type = SCS Runoff Peak discharge = 0.727 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,458 cuft
Drainage area = 0.380 ac Curve number = 72*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 3.51 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.110 x 98)+(0.270 x 61)]/0.380
POST DEVELOPMENT BASIN 3
Q (cfs) Hyd. No. 12 -- 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 I 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 J • - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time (min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 14
POST DEVELOPMENT TOTAL
Hydrograph type = Combine Peak discharge = 0.860 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 5,082 cuft
Inflow hyds. = 9, 11, 12 Contrib. drain. area = 0.490 ac
POST DEVELOPMENT TOTAL
Q (cfs) Hyd. No. 14 -- 10 Year Q(cfs)
1.00 1.00
0.90 --- 0.90
0.80 ---- 0.80
0.70 ---- 0.70
0.60 !MEM- - 0.60
0.50 =EM- - 0.50
0.40 C'- - 0.40
0.30 C'- - 0.30
0.20 0.20
0.10 0.10
i
i
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 14 Hyd No. 9 Hyd No. 11 Hyd No. 12

44
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025
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 0.756 2 722 2,212 PRE DEVELOPMENT-BASIN 1
2 SCS Runoff 0.103 2 722 302 PRE DEVELOPEMENT-BASIN 2
3 SCS Runoff 0.554 2 722 1,465 PRE DEVELOPMENT BASIN 3
5 Combine 1.413 2 722 3,978 1,2,3, COMBINED PRE DEVELOPMENT
7 SCS Runoff 2.177 2 716 4,446 POST-DEVELOPMENT-BASIN 1
9 Reservoir 0.197 2 746 4,412 7 766.57 2,400 POND(ROUTED BASIN 1)
11 SCS Runoff 0.160 2 718 335 POST DEVELOPMENT-BASIN 2
12 SCS Runoff 1.017 2 718 2,035 POST DEVELOPMENT BASIN 3
14 Combine 1.218 2 718 6,782 9, 11, 12, POST DEVELOPMENT TOTAL
Hydro 06.28.24.gpw Return Period: 25 Year Monday, 07/ 1 /2024

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 1
PRE DEVELOPMENT - BASIN 1
Hydrograph type = SCS Runoff Peak discharge = 0.756 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 2,212 cuft
Drainage area = 0.660 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.16 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.070 x 98)+(0.940 x 61)]/0.660
PRE DEVELOPMENT - BASIN 1
Q (cfs) Hyd. No. 1 -- 25 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 2
PRE DEVELOPEMENT - BASIN 2
Hydrograph type = SCS Runoff Peak discharge = 0.103 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 302 cuft
Drainage area = 0.090 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.16 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DEVELOPEMENT - BASIN 2
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 ( 0.10
0.05 0.05
0.00 ' — — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 3
PRE DEVELOPMENT BASIN 3
Hydrograph type = SCS Runoff Peak discharge = 0.554 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 1,465 cuft
Drainage area = 0.260 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.16 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.070 x 98)+(0.190 x 61)]/0.260
PRE DEVELOPMENT BASIN 3
Q (cfs) Hyd. No. 3 -- 25 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 5
COMBINED PRE DEVELOPMENT
Hydrograph type = Combine Peak discharge = 1.413 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 3,978 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 1.010 ac
COMBINED PRE DEVELOPMENT
Q (cfs) Hyd. No. 5-- 25 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
Time (min)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 7
POST-DEVELOPMENT - BASIN 1
Hydrograph type = SCS Runoff Peak discharge = 2.177 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 4,446 cuft
Drainage area = 0.520 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 4.16 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.330 x 98)+(0.190 x 61)]/0.520
POST-DEVELOPMENT - BASIN 1
Q (cfs) Hyd. No. 7 -- 25 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
Hyd No. 7 Time (min)

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 9
POND (ROUTED BASIN 1)
Hydrograph type = Reservoir Peak discharge = 0.197 cfs
Storm frequency = 25 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 4,412 cuft
Inflow hyd. No. = 7 - POST-DEVELOPMENT - BDMGSMJ8Ievation = 766.57 ft
Reservoir name = Biotention Pond Max. Storage = 2,400 cuft
Storage Indication method used. Outflow includes exfiltration.
POND (ROUTED BASIN 1)
Q (cfs) Hyd. No. 9-- 25 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 - 1.00
0.00 '- - 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time (min)
Hyd No. 9 Hyd No. 7 111111111 Total storage used = 2,400 cuft

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 11
POST DEVELOPMENT - BASIN 2
Hydrograph type = SCS Runoff Peak discharge = 0.160 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 335 cuft
Drainage area = 0.110 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 4.16 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DEVELOPMENT - BASIN 2
Q (cfs) Hyd. No. 11 --25 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 12
POST DEVELOPMENT BASIN 3
Hydrograph type = SCS Runoff Peak discharge = 1.017 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 2,035 cuft
Drainage area = 0.380 ac Curve number = 72*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 4.16 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.110 x 98)+(0.270 x 61)]/0.380
POST DEVELOPMENT BASIN 3
Q (cfs) Hyd. No. 12 --25 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. 12 Time (min)

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 14
POST DEVELOPMENT TOTAL
Hydrograph type = Combine Peak discharge = 1.218 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 6,782 cuft
Inflow hyds. = 9, 11, 12 Contrib. drain. area = 0.490 ac
POST DEVELOPMENT TOTAL
Q (cfs) Hyd. No. 14 --25 Year Q (cfs)
2.00 2.00
1.00 - 1.00
•
0.00 vmm.=•,_ 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 14 Hyd No. 9 Hyd No. 11 Hyd No. 12

54
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025
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 1.044 2 722 2,918 PRE DEVELOPMENT-BASIN 1
2 SCS Runoff 0.142 2 722 398 PRE DEVELOPEMENT-BASIN 2
3 SCS Runoff 0.697 2 722 1,828 PRE DEVELOPMENT BASIN 3
5 Combine 1.883 2 722 5,144 1,2,3, COMBINED PRE DEVELOPMENT
7 SCS Runoff 2.565 2 716 5,272 POST-DEVELOPMENT-BASIN 1
9 Reservoir 0.554 2 726 5,238 7 766.68 2,606 POND(ROUTED BASIN 1)
11 SCS Runoff 0.216 2 718 442 POST DEVELOPMENT-BASIN 2
12 SCS Runoff 1.261 2 718 2,527 POST DEVELOPMENT BASIN 3
14 Combine 1.522 2 718 8,207 9, 11, 12, POST DEVELOPMENT TOTAL
Hydro 06.28.24.gpw Return Period: 50 Year Monday, 07/ 1 /2024

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 1
PRE DEVELOPMENT - BASIN 1
Hydrograph type = SCS Runoff Peak discharge = 1.044 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 2,918 cuft
Drainage area = 0.660 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.070 x 98)+(0.940 x 61)]/0.660
PRE DEVELOPMENT - BASIN 1
Q (cfs) Hyd. No. 1 -- 50 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. 1 Time (min)

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 2
PRE DEVELOPEMENT - BASIN 2
Hydrograph type = SCS Runoff Peak discharge = 0.142 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 398 cuft
Drainage area = 0.090 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DEVELOPEMENT - BASIN 2
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 3
PRE DEVELOPMENT BASIN 3
Hydrograph type = SCS Runoff Peak discharge = 0.697 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 1,828 cuft
Drainage area = 0.260 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.070 x 98)+(0.190 x 61)]/0.260
PRE DEVELOPMENT BASIN 3
Q (cfs) Hyd. No. 3 -- 50 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
l
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 - I ` - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 5
COMBINED PRE DEVELOPMENT
Hydrograph type = Combine Peak discharge = 1.883 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 5,144 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 1.010 ac
COMBINED PRE DEVELOPMENT
Q (cfs) Hyd. No. 5-- 50 Year Q (cfs)
2.00 2.00
1.00 - I 1.00
LL
..\*
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 7
POST-DEVELOPMENT - BASIN 1
Hydrograph type = SCS Runoff Peak discharge = 2.565 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 5,272 cuft
Drainage area = 0.520 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 4.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.330 x 98)+(0.190 x 61)]/0.520
POST-DEVELOPMENT - BASIN 1
Q (cfs) Hyd. No. 7 -- 50 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
Hyd No. 7 Time (min)

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 9
POND (ROUTED BASIN 1)
Hydrograph type = Reservoir Peak discharge = 0.554 cfs
Storm frequency = 50 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 5,238 cuft
Inflow hyd. No. = 7 - POST-DEVELOPMENT - BDMGSMJ8Ievation = 766.68 ft
Reservoir name = Biotention Pond Max. Storage = 2,606 cuft
Storage Indication method used. Outflow includes exfiltration.
POND (ROUTED BASIN 1)
Q (cfs) Hyd. No. 9-- 50 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 4 , 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 9 Hyd No. 7 111111111 Total storage used = 2,606 cuft

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 11
POST DEVELOPMENT - BASIN 2
Hydrograph type = SCS Runoff Peak discharge = 0.216 cfs
Storm frequency = 50 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 442 cuft
Drainage area = 0.110 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 4.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DEVELOPMENT - BASIN 2
Q (cfs) Hyd. No. 11 -- 50 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 12
POST DEVELOPMENT BASIN 3
Hydrograph type = SCS Runoff Peak discharge = 1.261 cfs
Storm frequency = 50 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 2,527 cuft
Drainage area = 0.380 ac Curve number = 72*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 6.00 min
Total precip. = 4.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.110 x 98)+(0.270 x 61)]/0.380
POST DEVELOPMENT BASIN 3
Q (cfs) Hyd. No. 12 -- 50 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. 12 Time (min)

63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Hyd. No. 14
POST DEVELOPMENT TOTAL
Hydrograph type = Combine Peak discharge = 1.522 cfs
Storm frequency = 50 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 8,207 cuft
Inflow hyds. = 9, 11, 12 Contrib. drain. area = 0.490 ac
POST DEVELOPMENT TOTAL
Q (cfs) Hyd. No. 14 -- 50 Year Q (cfs)
2.00 2.00
1.00 - 1.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 14 Hyd No. 9 Hyd No. 11 Hyd No. 12

64
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025 Monday,07/1 /2024
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 35.5999 7.1000 0.7545
2 64.2654 11.8000 0.8472
3 0.0000 0.0000 0.0000
5 65.2361 12.4000 0.7948
10 67.8697 12.8000 0.7709
25 73.1616 13.1000 0.7481
50 81.6503 13.8000 0.7459
100 89.0424 14.2000 0.7417
File name:Atlanta.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 5.43 4.18 3.44 2.95 2.60 2.33 2.12 1.95 1.80 1.68 1.58 1.49
2 5.89 4.72 3.96 3.43 3.03 2.72 2.47 2.27 2.10 1.95 1.83 1.72
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 6.74 5.51 4.70 4.11 3.67 3.32 3.04 2.81 2.61 2.44 2.30 2.17
10 7.37 6.09 5.23 4.60 4.13 3.75 3.44 3.19 2.97 2.79 2.63 2.49
25 8.38 6.98 6.03 5.34 4.80 4.38 4.03 3.75 3.50 3.29 3.11 2.95
50 9.15 7.68 6.66 5.91 5.33 4.87 4.49 4.18 3.91 3.68 3.48 3.30
100 9.95 8.38 7.29 6.48 5.86 5.36 4.95 4.61 4.32 4.06 3.84 3.65
Tc=time in minutes.Values may exceed 60.
ary Liao\Dropbox(Contineo-Master)\Contineo-Master\(S-drive)Other Standards\Hydro\Precipitation Tables\Atlanta.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 2.01 2.53 4.66 3.03 3.51 4.16 4.68 5.21
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

Po n t1°No. 1 - B i ote nti o n Pond Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2025
— Top of pond
Elev.768.00 \
— 3.00
16.00 ft Riser
WeirA-Elev. 767.50
10.00 ft Broad crested weir
— 2.00 WeirC-Elev.767.50
10.0LFof15.0in@1.00%
_ CulvA-Inv.762.00
2.00 k Root.wow
— 1.00 WeirB-Elev. 766.50
— 0.00 /7 4� � \ Bottom of pond
Stage(ft) Elev. 765.00
Front View
NTS Looking Downst ii
arr
10-yr
5-yr
50-yr 2-yr
25-yr 1-yr
Inflow hydrograph=1.SCS Runoff-PRE DEVELOPMENT-BASIN 1
Project: Hydro 06.28.24.gpw Monday, 07/ 1 /2024

Operation & Maintenance Agreement
Project Name: Waffle House - Lowesville, NC
Project Location: East of 7405 NC-73, Denver, NC 28037
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: Location(s):
Infiltration Trench Quantity: Location(s):
Bioretention Cell Quantity: 1 Location(s): At the western boundary of the site
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:
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: Property Management
Title & Organization: Property Manager of Waffle House. Inc.
Street address: 5986 Financial Drive
City, state, zip: Norcross. GA 30071
Phone number(s): 770-729-5700
Email: propertymanagementewafflehouse.com
Signature: Date: March 4, 2024
I, BQ, 40L ESk2s , a Notary Public for the State of Georgia
County of Gwinnett , do hereby certify that Erik Haeffs
personally appeared before me this 4th day of March 2024 and
acknowledge the due execution of th _C,erations and IMjintenance Agreement
Witness my Nncj,yyid official seal,
p,RA F''``
_ •STD' TA. s
�o R
AUB LI
G
tiss'• ''o
COUt
Seal ""'"11t""",, My commission expires ClVY11,
STORM-EZ J 3/4/2024
Version 1.5 O&M Agreement Page 1 of 1

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.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to remove the gully,plant ground cover
bioretention cell erosive gullies have formed, and water until it is established.Provide lime and a one-time fertilizer
application.
The structure is clogged. Unclog the structure and dispose of any sediment off-site.
The flow diversion structure
(if applicable) The structure is damaged. Make any necessary repairs or replace if the damage is too much for
repair.
The inlet pipe is clogged(if Unclog the pipe and dispose of any sediment in a location where it
applicable). 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 devices
Erosion is occurring in the such as reinforced turf matting or riprap to avoid future erosion
swale(if applicable).
problems.
Stone verge is clogged or
covered in sediment(if Remove sediment and clogged stone and replace with clean stone.
applicable).
Flow is bypassing Regrade if necessary to route all flow to the pretreatment area.
pretreatment area and/or
gullies have formed. Restabilize the area after grading.
Sediment has accumulated Search for the source of the sediment and remedy the problem if
to a depth greater than three possible. Remove the sediment and dispose of it in a location where
The pretreatment area inches. it will not cause impacts to streams or the SCM.
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.

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

3 Soil Map—Lincoln County,North Carolina
500410 503420 500430 500440 500450 500460 500470 500480 500490 503500 500510 500520 500530
35°26'45"N 35°26'45°N
F F . g
•...:8 a//r
• •_` LdB2
eklib i
it
_ WnB A
_ • :44
• Nilo. i
. •
? .
Oon Gawp Eau Tool bQ ytinA%R¶ I , ,le.
35°26'42"N I I I I 35°26'42"N
500410 500420 500430 500440 500450 500460 500470 500480 500490 500500 500510 500520 500530
3 3
m Map Scale:1:600 if printed on A landscape(11"x 8.5")sheet PA
Meters
m N 0 5 10 20 3 $
Feet
0 25 50 m 100 150
Map projection:Web Merc for Coer coordinates:WG584 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 8/31/2023
Conservation Service National Cooperative Soil Survey Page 1 of 3

Soil Map—Lincoln County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
a Stony Spot
Soils 03 Very Stony Spot Warning:Soil Map may not be valid at this scale.
Soil Map Unit Polygons
Wet Spot Enlargement of maps beyond the scale of mapping can cause
"a Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil
Other line placement.The maps do not show the small areas of
p Soil Map Unit Points contrasting soils that could have been shown at a more detailed
Special Line Features
Special Point Features scale.
(9 Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
cs Borrow Pit measurements.
Transportation
X Clay Spot Rails Source of Map: Natural Resources Conservation Service
0 Closed Depression Web Soil Survey URL:
ti Interstate Highways Coordinate System: Web Mercator(EPSG:3857)
X Gravel Pit US Routes
Maps from the Web Soil Survey are based on the Web Mercator
,. Gravelly Spot Major Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
0 Landfill Local Roads Albers equal-area conic projection,should be used if more
Lava Flow accurate calculations of distance or area are required.
Background
46 Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as
of the version date(s)listed below.
iRk Mine or Quarry
Soil Survey Area: Lincoln County,North Carolina
O Miscellaneous Water Survey Area Data: Version 27,Sep 12,2022
Q Perennial Water Soil map units are labeled(as space allows)for map scales
v Rock Outcrop 1:50,000 or larger.
▪ Saline Spot Date(s)aerial images were photographed: Apr 22,2022—May
10,2022
Sandy Spot
The orthophoto or other base map on which the soil lines were
Severely Eroded Spot compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
• Sinkhole shifting of map unit boundaries may be evident.
3) Slide or Slip
• Sodic Spot
)\ Natural Resources Web Soil Survey 8/31/2023
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map—Lincoln County, North Carolina
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
LdB2 Lloyd sandy clay loam,2 to 8 0.2 28.1%
percent slopes,moderately
eroded
WnB Winnsboro fine sandy loam,2 0.5 71.9%
to 8 percent slopes
Totals for Area of Interest 0.7 100.0%
USDA Natural Resources Web Soil Survey 8/31/2023
Conservation Service National Cooperative Soil Survey Page 3 of 3

8/15/23, 1:45 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
'' Location name: Denver,North Carolina,USA*
� '°°
Latitude:35.4463°,Longitude: -80.9971° ilf none
Elevation:737 ft**
�� *source:ESRI Maps "' '�
�'"'d source:USGS "`"'"`'.
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration 1 2 5 10 25 50 100 - 200 500 1000
5-min 0.389 0.459 0.537 0.593 0.657 0.702 0.744 0.781 0.824 0.855
(0.359-0.422) (0.424-0.500) (0.493-0.584) (0.543-0.643),(0.599-0.713) (0.637-0.762) (0.671-0.807) (0.700-0.849) (0.730-0.899) (0.750-0.936)
10-min 0.622 0.735 0.859 0.948 1.05 1.12 1.18 1.24 1.30 1.35
(0.573-0.674) (0.677-0.800) (0.790-0.935) (0.869-1.03) (0.955-1.14) (1.02-1.21) (1.07-1.28) (1.11-1.35) (1.16-1.42) (1.18-1.47)
15-min 0.777 0.924 1.09 1.20 1.33 1.42 1.49 1.56 1.64 1.69
(0.716-0.843) (0.852-1.00)_ (0.999-1.18) (1.10-1.30) (1.21-1.44) (1.28-1.54) (1.35-1.62) (1.40-1.70) (1.45-1.79) (1.48-1.85)
30-min 1.06 1.28 1.54 1.74 1.97 2.13 2.29 2.43 2.61 2.74
(0.982-1.16) (1.18-1.39) (1.42-1.68) (1.59-1.88) (1.79-2.13) (1.94-2.31) (2.06-2.48) (2.18-2.64) (2.31-2.85) (2.40-3.00)
60-min 1.33 1.60 1.98 2.26 ' 2.62 2.89 3.15 3.41 3.75 3.99
(1.22-1.44) (1.48-1.74) (1.82-2.15) (2.07-2.46) (2.39-2.84) I (2.62-3.13) (2.84-3.42) (3.06-3.71) (3.32-4.09) (3.50-4.37)
2-hr 1.54 1.86 2.32 2.66 3.12 3.47 3.82 4.16 4.63 4.98
(1.41-1.68) (1.71-2.04) (2.12-2.53) (2.43-2.90) (2.84-3.40) (3.13-3.78) (3.43-4.16) (3.71-4.56) (4.07-5.08) (4.33-5.48)
3-hr 1.64 1.98 2.48 2.87 3.39 3.81 4.23 4.66 5.26 5.73
(1.51-1.80) (1.82-2.18) (2.28-2.72) (2.62-3.14) (3.08-3.71) (3.44-4.16) (3.79-4.62) (4.14-5.11) (4.59-5.78) (4.94-6.32)
6-hr 2.01 2.43 3.03 3.51 4.16 1 4.68 5.21 5.76 6.52 7.12
(1.86-2.20) (2.24-2.65) (2.79-3.31) (3.22-3.83) (3.79-4.52) I (4.24-5.09) (4.68-5.67) (5.12-6.28) (5.71-7.12) I (6.15-7.79)
12-hr 2.40 2.90 3.64 4.22 5.03 5.68 6.36 7.06 8.04 8.82
(2.22-2.62) (2.68-3.17) (3.35-3.96)_ (3.88-4.59) (4.58-5.46) (5.14-6.15) (5.69-6.87) (6.25-7.63) (7.00-8.69) (7.58-9.55)
24-hr 2.79 3.37 4.24 4.92 5.85 6.59 7.34 1 8.12 9.18 10.0
(2.59-3.00) (3.14-3.63) (3.94-4.56) (4.56-5.29) (5.41-6.29) (6.08-7.08) (6.76-7.90) (7.44-8.74) (8.38-9.90) (9.11-10.8)
2-day 3.27 3.94 4.92 5.68 6.72 7.55 8.38 9.24 10.4 11.3
(3.04-3.51) (3.67-4.24) (4.58-5.29) (5.28-6.11) _(6.23-7.22) (6.98-8.10) (7.73-9.00) (8.50-9.92) (9.53-11.2) (10.3-12.2)
3-day 3.48 4.18 5.19 5.98 7.06 7.91 8.78 9.67 10.9 11.8
(3.24-3.73) (3.90-4.49) (4.83-5.56) (5.56-6.41) (6.54-7.56) (7.32-8.48) (8.10-9.41) (8.90-10.4) (9.98-11.7) (10.8-12.7)
4-day 3.68 4.42 5.46 6.28 7.39 8.28 9.18 10.1 11.4 12.4
(3.44-3.94) (4.13-4.74) (5.09-5.84) (5.84-6.72) (6.86-7.91) (7.66-8.86) (8.47-9.83) (9.30-10.8) (10.4-12.2) (11.3-13.2)
7-day 4.25 5.07 6.18 7.05 8.24 9.18 10.1 11.1 12.5 13.5
(3.99-4.53) (4.76-5.40) (5.79-6.57) (6.60-7.50) (7.69-8.77) (8.55-9.77) (9.42-10.8) (10.3-11.9) (11.5-13.3) (12.4-14.4)
10-day 4.86 5.79 6.96 7.86 9.08 10.0 11.0 12.0 13.3 I 14.3
(4.58-5.18) (5.45-6.16) (6.54-7.40) (7.39-8.36) (8.51-9.66) (9.38-10.7) (10.3-11.7) (11.1-12.7) (12.3-14.1) (13.2-15.2)
20-day 6.53 7.71 9.10 10.2 11.7 12.8 13.9 15.1 16.7 17.9
(6.19-6.89) (7.31-8.14) (8.62-9.60) (9.64-10.7) (11.0-12.3) (12.1-13.5) (13.1-14.7) (14.1-16.0) (15.5-17.6) (16.6-18.9)
30-day 8.05 9.47 11.0 12.2 13.7 14.9 16.0 17.1 18.7 19.8
(7.67-8.46) (9.02-9.94) (10.5-11.5) (11.6-12.8) (13.0-14.4) (14.1-15.6) (15.1-16.8) (16.2-18.0) (17.5-19.7) (18.6-20.9)
45-day 10.1 11.8 13.5 14.7 16.4 17.6 18.8 19.9 21.5 22.6
(9.69-10.6) (11.3-12.4) (12.9-14.1) (14.1-15.4) (15.6-17.1) (16.8-18.4) (17.9-19.7) (19.0-20.9) (20.3-22.5) (21.3-23.7)
60-day 12.0 14.0 15.8 17.2 19.0 20.3 21.6 22.8 24.4 25.6
(11.6-12.6) (13.5-14.6) (15.2-16.5) (16.5-17.9) (18.2-19.8) (19.4-21.2) (20.6-22.5) (21.8-23.8) (23.2-25.5) , (24.3-26.8)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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PF graphical
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.4463&Ion=-80.9971&data=depth&units=english&series=pds 1/4