SW3240601_Stormwater Report_20240618

Mikrill111
STORMWATER MANAGEMENT REPORT
FOR:
THOMAS
HUTTON
GRACE CHURCH ROAD INDUSTRIAL
SALISBURY, NC
PREPARED FOR:
SJP PROPERTIES
31296.0001
APRIL 2024
\`�I11�i11►,„�
\\\ .�H CARP iii� ���auunluaa,
Iiii
•::,f.S •‘ , ..0A ‘...mrro
AL r• — THOMAS. . IS
Z. 0499 8 HUTTON
'(. ,Vr 1> :
`O2c�= ENGINEERING
49 ..YGINE� • .: � co. '
1. No. F-0871 .:,
r II
t HMO l 111 ��� OF AO iiiinu mun1���``%
thornasandhutton.corn

TGrace Church Road Industrial J:31296.0001
HSalisbury, NC April 2024
Stormwater Management Report
STORMWATER MANAGEMENT REPORT
Grace Church Road Industrial
Project: Gace Church Road Industrial
T&H Job Number: J-31296.0001
Location: Grace Church Rd
Salisbury, NC 28147
Parcel ID: 477 079
Date Prepared: April 2024
Owner: SJP Properties
Owner Address: 389 Interpace Parkway
Parsippany, NJ 07054
Engineer: Thomas & Hutton
Engineer Address: 1020 Euclid Avenue
Charlotte, NC 28203
Phone: [phone]
H THOMAS & HUTTON
Page 1

TGrace Church Road Industrial J:31296.0001
HSalisbury, NC April 2024
Stormwater Management Report
TABLE OF CONTENTS
Section 1 -Summary of Results Page 3
Section 2- Project Narrative Page 3
Section 3- Purpose Page 4
Section 4- Regulatory Summary Page 4
Section 5-Methodology Page 5
Section 6- Hydrology Page 6
Section 7- Runoff Calculations Page 6
Section 8- Existing Conditions Page 7
Section 9- Post Development Conditions Page 8
TABLES
Comparison of Pre- and Post-Development Total Runoff Rates (cfs) 1
Sand Filter/Dry Pond SCM 01 2
Sand Filter/Dry Pond SCM 02 3
FIGURES
Site Location Map 1
Topographic Map 2
FEMA Map 3
Pre-Development Drainage Map 4
Post-Development Drainage Map 5
APPENDICES
Hydrologic Soils Report A
Existing Conditions SSA Reports B
Proposed Conditions SSA Reports C
Sand Filter Design Worksheet D
Riprap Outlet Protection E
Spillway Calculations F
HEC-22 Report G
Channel Protection Analysis H
H THOMAS & HUTTON
Page 2

TGrace Church Road Industrial J:31296.0001
HSalisbury, NC April 2024
Stormwater Management Report
SECTION 1 - SUMMARY OF RESULTS
Table 1 -_Comparison of Pre- and Post-Develoament Total Runoff Rates (cfs)
Storm Event Pre-Development Post-Development DIFFERENCE
2-year 119.45 96.80 22.65
10-Year 231.92 201.20 30.72
25-Year 305.37 277.72 27.65
SECTION 2 - PROJECT NARRATIVE
The Grace Church Rd project is a proposed industrial development within Salisbruy, North
Carolina. This development consists of an approximately 294,133 sf industrial facility with an
adjacent parking lot. The site is located in Rowan County south of Grace Church Road, east of
Roseman Road, and west of Route 29.
The approximately 34 acre parcel is currently entirely wooded with an understory of brush. The
site naturally drains from east to west and is discharged to a tributary to Grants Creek that flows
along a portion of the northwest boundary of the site. There are also approximately 78 acres of
offsite drainage area within the pre-development drainage basins containing a field, two ponds,
and an industrial site from which stormwater runoff naturally drains toward the site and
discharges to the same tributary. The pre-development drainage basins are delineated and
illustrated in the Pre-Development Drainage Map found at the end of this report.
For the purpose of this report, we will compare the pre-development runoff rates to the post-
development runoff rates as shown in the Section 1 summary above. All pre-development basins
flow to a tributary of Grants Creek. The site drainage basins that are affected by construction will
be routed through one of two Stormwater Control Measures (SCMs) and outfall into the existing
Grants Creek tributary to be analyzed at the same spot as pre-development conditions. Each of
these SCMs (Pond-01 and Pond-02) consists of a dry pond with an open-bottom sand filter. The
unaffected portions of these basins will be routed around or through the site by either a
drainage ditch, or pipes.
The post-development sub-basins are delineated and illustrated in the Post-Development
Drainage Map found at the end of this report. All design information for the closed bottom sand
filter, dry ponds, and associated drainage pipes and structures can be found in the appendices
of this report.
The soils within these sub-basins consist of type B, C, and C/D hydrologic soil groups which are
shown on the attached National Resources Conservation Service (NRCS) soils map within
Appendix A.
H THOMAS & HUTTON
Page 3

TGrace Church Road Industrial J:31296.0001
HSalisbury, NC April 2024
Stormwater Management Report
SECTION 3 - PURPOSE
The purposes of this report are:
1. To delineate all pre-development basins that are within this project and determine
which drainage basins will be affected by the proposed development.
2. To develop a stormwater model that will:
a. Be in compliance with the North Carolina Department of Environmental
Quality.
b. Simulate the pre- and post-development conditions for the project.
c. Predict water elevations for all proposed ponds during different storm events.
d. Provide design flows (under future build out conditions) for the major drainage
structures that can be used to properly size improvements, if needed.
e. Provide sand filter design in accordance with NCDEQ Stormwater Design
Manual C-6.
3. To document that the stormwater management measures and equipment installed
on site will be adequate for all existing and proposed development on the site.
Two drainage models are included in this report.
• Pre-Development: examines the drainage basin prior to any development within the site.
• Post-Development: examines the drainage basin after site improvements have been
installed. The model may need to be revised and updated as the site plan evolves.
SECTION 4 - REGULATORY SUMMARY
North Carolina Department of Environmental Quality-Stormwater
The North Carolina Department of Environmental Quality (NC DEQ) is responsible for
administering the state's storm water management program.
Development or re-development activities are required to apply for and receive a stormwater
permit from the NC DEQ. These permits address water quality and quantity.
NC DEQ regulations require that peak post-development discharge rates from the basin shall be
at or below pre-development rates for the 2, 10, and 25-year 24-hour storm events. The
regulations also specify the 1-inch storm runoff volume treatment drawdown time shall be
greater than 48 hours and less than 120 hours to achieve optimal efficiency for channel
protection control. See attached Appendix C for post-development peak flow control
calculations, Appendix D for water quality calculations, and Appendix E for riprap outlet
protection calculations.
H THOMAS & HUTTON
Page 4

TGrace Church Road Industrial J:31296.0001
HSalisbury, NC April 2024
Stormwater Management Report
SECTION 5 - METHODOLOGY
The pre- and post-development conditions of the site were analyzed using the Storm and
Sanitary Analysis (SSA) program developed by Autodesk. The program is used to model rainfall
and stormwater runoff and to perform hydraulic routing through the storm drainage system
(including existing and proposed storage/detention features such as wetlands, ponds, and
lakes).
SSA is an advanced, powerful, and comprehensive modeling package for analyzing and
designing drainage systems, stormwater sewers, and sanitary sewers. The software can
simultaneously model complex hydrology, hydraulics, and water quality. The SSA program is built
on the highly tested and widely utilized SWMM methodologies. For this application of the SSA
program, the hydrology was simulated using the NRCS (SCS) TR-55 methodology. The hydraulics
were simulated utilizing hydrodynamic routing. Hydrodynamic routing solves the complete Saint-
Venant equations throughout the drainage network and includes modeling of backwater
effects, flow reversal, surcharging, looped connections, pressure flow, tidal outfalls, and inter-
connected ponds.
The SSA program graphical user interface (GUI) allows for the input of hydrologic data for each
drainage sub-basin. See the appendices for input variables including runoff curve number,
rainfall distribution pattern, hydrograph peaking factor, area of each drainage sub-basin, and
time of concentration. The SSA program generates runoff hydrographs for each sub-basin based
on these user-specified variables. Hydrographs are generated by SSA using the NRCS Unit
Hydrograph (TR-55) Method.
The model's hydraulic input data consists of a system of nodes and links. Nodes represent
locations where flows enter or exit the system, pipe or channel characteristics change, or where
stage/storage/time relationships are provided. Links represent traditional types of hydraulic
conveyance such as pipes, channels, control structures, weirs, etc. The sizes, inverts, lengths, and
Manning "n" values for all pipes connecting the ponds or lakes are input into the model. In
addition to pipe information, all pond, lake, and detention area stage-area information and the
respective control structure information is input into the model. The node and link conditions are
analyzed within the model for a given storm, and flow conditions are determined.
Hydrographs for each drainage area are merged within the SSA program, and the hydrologic
results are then combined with the hydraulic information to model the hydraulic interactions of
the entire drainage system. The results include pond area and discharge rates and stage/storage
information during the storm events.
The storm drainage infrastructure onsite was modeled using HEC-22 functionality within Civil 3D.This
program utilizes the model rainfall and stormwater runoff through the storm drainage infrastructure
to provide hydraulic grade line calculations and profiles for analyzing the proposed storm drain
network.These computations can be found in Appendix G.
H THOMAS & HUTTON
Page 5

TGrace Church Road Industrial J:31296.0001
HSalisbury, NC April 2024
Stormwater Management Report
SECTION 6 - HYDROLOGY
• SCS TR-55 Method was used.
• The rainfall intensity used for each storm event was obtained from National Oceanic and
Atmospheric Administration (NOAA) Atlas 14. The following design storms are used in the
model simulations:
- 2-year, 24-hour Design Storm = 3.32 inches
- 10-year, 24-hour Design Storm = 4.84 inches
- 25-year, 24-hour Design Storm = 5.74 inches
- 100-year, 24-hour Design Storm = 7.20 inches
• SCS Type II Statistical Rainfall Distribution was used. This distribution pattern is determined
by the Soil Conservation Service comparing regional rain-gage data.
• Soils present within the drainage basins consist of the following:
- Cecil Sandy Clay Loam, 2 to 8 percent slopes, moderately eroded (CeB2) - HSG B
- Enon Fine Sandy Loam, 2 to 8 percent slopes (EnB) - HSG C
- Enon-Urban Land Complex, 2 to 10 percent slopes (EuB) - HSG C
- Lloyd Clay Loam, 2 to 8 percent slopes, moderately eroded (LdB2) - HSG B
- Mecklenburg Loam, 2 to 8 percent slopes (MdB) - HSG C
- Sedgefield Fine Sandy Loam, 1 to 6 percent slopes (SeB) - HSG C/D
SECTION 7 - RUNOFF CALCULATIONS
Peak flow rates for the watersheds were calculated by the SSA Program for each design storm.The
pre- and post-development drainage basins are shown in appendicies that follow this report.
Curve Numbers
Curve numbers were generated according to procedures set forth in SCS Technical
Release 55. The composite curve numbers for each drainage basin were calculated
using soils information from the Soil Survey of Union County, NC provided by The United
States Department of Agriculture Soil Conservation Service. Curve numbers were
weighted based on the land use and soil group within each basin.
Time of Concentration
Times of concentration were calculated according to procedures set forth in SCS
Technical Release (TR) 55. The travel times (Tt) for overland flow, shallow concentrated
flow, and channel flow are added together for the drainage basin to get the time of
concentration Tc.
Basin information for the area of interest was collected for use in the SSA models. Basins
were delineated using surveyed topographic information. Basins were drawn and the
most hydarulically distant flow paths were found. The times of concentration were
calculated based on the NRCS, three part travel time method documented in TR-55. The
three equations used are summarized below:
H THOMAS & HUTTON
Page 6

TGrace Church Road Industrial J:31296.0001
HSalisbury, NC April 2024
Stormwater Management Report
Sheet Flow: (hr) Symbol Dimension Units
0.007(nL)°,8 n Manning's n --
t1 P °.°s X S°4 L Length of flow ft
2 2 yr event
P2 rainfall in
S Slope ft/ft
Shallow Concentrated Flow: (hr) Symbol Dimension Units
L L Length of flow ft
t2 3600 X V V* Velocity ft/s
*Based on TR-55 velocity-slope relationship
Channel Flow: (hr) Symbol Dimension Units
L L Length of flow ft
t3 =
3600 X V V* Velocity ft/s
*Assumed to be 2 ft/s
Time of Concentration: (hr)
tc = tl + t2 + t3
Appendices B and C with time of concentration information are attached.
SECTION 8 - EXISTING CONDITIONS
While the site itself is just over 34 acres, the total acreage of the drainage basins analyzed in the
stormwater calculations is approximately 112.3 acres. The existing conditions described in this
narrative will refer to the pre-development condition of the site. The pre-development conditions
for the site consist predominantly of wooded area with an understory of brush where the
proposed site is as well as about 78.3 acres of offsite drainage area consisting of two ponds, a
grass field, low-density residential area, and two small industrial facilities.
Stormwater runoff on the site was delineated according to the existing drainage patterns found
at the site and upon the field topographic survey completed within the site. The watershed
delineation was conducted to provide a comparison for pre-development and post-
development flows. The outfall of this site discharges into an existing tributary to Grants Creek
(See Pre Development Drainage Map- Figure 4).
H THOMAS & HUTTON
Page 7

TGrace Church Road Industrial J:31296.0001
HSalisbury, NC April 2024
Stormwater Management Report
SECTION 9 - POST- DEVELOPMENT CONDITIONS
The post-development drainage basin is shown on the Post-Development Drainage Map
located in Figure 5 of this report. The total post-development watershed area analyzed for this
project is approximately 112.3 acres. All post-development watershed areas drain toward and
are analyzed at the same Outfall so as to have an accurate comparison to the pre-
development drainage conditions which are analyzed at the same location. Total post-
development peak flows are less than total pre-development conditions for the 2-yr, 10-yr, and
25-yr storm events. See Appendices B and C for pre- and post-development SSA model input
and results. See Summary of pre-development versus post-development results at the beginning
of report.
After development, the site will consist of one approximately 294,133 sf industrial building with
adjacent parking spots as well as a driveway, an additional roughly 2 acre parking lot, and
stormwater management features such as drainage swales, two closed bottom sand filters, and
two dry ponds. Stormwater runoff from site will be conveyed to one of two proposed dry ponds
each with a closed-bottom sand filter. The sand filters will meet North Carolina Department of
Environmental Quality pre- and post-development flows for the two (2) year, ten (10) year, and
twenty-five (25) year storm events as well as be able to accommodate the one hundred (100)
year storm event.
The proposed sand filters were designed to meet criteria found in the NCDEQ BMP Design Manual.
The dry ponds as well as each respective outfall structure and spillway have been designed to
accommodate up to the one hundred year storm event. The spillway calculations can be seen in
Appendix F. The following tables illustrate the maximum water surface elevation for the 2-year, 10-
year, 25-year, and 100-year storm events:
H THOMAS & HUTTON
Page 8

TGrace Church Road Industrial J:31296.0001
HSalisbury, NC April 2024
Stormwater Management Report
Table 2-Sand Filter/Dry Pond SCM 01
Bottom of Pond = 735.50
Crest of Emergency Spillway = 740.5 ft
Top of Embankment = 741.5 ft
Pond 01
Max Elevation
Storm Event
(f)
2-Year 739.11
10-Year 740.27
25-Year 740.76
100-Year 741.19
1" Rainfall WSEL: 736.8 ft
Table 3-Sand Filter/Dry Pond SCM 02
Bottom of Pond = 758 ft
Crest of Emergency Spillway= 761 ft
Top of Embankment = 762 ft
Pond 02
Max Elevation
Storm Event
(ft)
2-Year 759.04
10-Year 759.52
25-Year 759.79
100-Year 760.2
1" Rainfall WSEL: 758.26
H THOMAS & HUTTON
Page 9

HT
THOMAS
&
HUTTON
Stormwater Management Report
Grace Church Road Industrial
Salisbury, Rowan County, North Carolina
Figure 1
Site Location Map
J - 3129 6.0001
April 2024
Thomason dhuttan.ocm

*• M j4 4 ? _ �O04 Meadoh.w 07,..,
1►,..._...t,....
',•i
>A •' '' ". •' •; THOMAS
�� 1 a gran �� ♦" r. t
piltio,
/' .. 1 ram•
.,.• • ..4. L. _ HI T T O N
1.
0.
" ;= ff
y Grace Church
�4'' �' • « M•
1p6. -'4 - # Road Industrial
-.,;% °• �� .. ,�;; ,— ;;,<< la r' Site Location Map
•
old CamP Rdm+f' " -,,i!, r r 6"
,. 4$ , -,fti,* / ,
' CS 4 ' 411- f A ,
4.44.
0, , 11‘ i ,,
- 4 ,,,,.... i, .
c. 1 fro Imo. •
/A
. t,
iiii
IN *. ^ NO t./ •N , 111N- ,
/7/1 a'.4
/it
•
ie
Q `' •t T. O." • W ` R ��
in • i.
ak.
�a 1021
t�-♦ (��j
>11(41' •
41r 1 `v s41t
. 4. , .. • .414 ' A,. •44' )4) Qt- . rz, •-
•
//
1 Inch= 1,200 Feet '..� • •../.. , , •• ,
4 / ....emir.. .
ink'. ' geo
This map was created using geothinQ I www.geothinQ.corn I Mapping Smart Land Decisions

HT
THOMAS
HUTTON
Stormwater Management Report
Grace Church Road Industrial
Salisbury, Rowan County, North Carolina
Figure 2
Topographic Map
J - 3129 6.0001
April 2024

Iax 1.
1 r THOMAS
..a. HUTTON
ir. 1.111Ik CH h o
Grace Church
k-. .e Road Industrial
� . . .0 o,eh Ra ' Topographic Map
/ - � '
r
Il11 lit,)1 k ip, • ' ' 0, i iir
' /,
1 4\
: t
rff:/,,,,
4 So .
725 7 r�
p,
.........?
(.......<,,, _ .
r...\\j •M
1.0
0" "r ,
,,....._S„,,,,,, r
\re) �M
a: C:::;) • . 1 /
... .....- 4.:
1 Inch—500 Feet 'k� {`.
.1110-
At)jitg I
I\ All(*.
Feet
This map was created using geothinQ I www.geothinQ.com I Mapping Smart Land Decisions

HT
THOMAS
&
HUTTON
Stormwater Management Report
Grace Church Road Industrial
Salisbury, Rowan County, North Carolina
Figure 3
FEMA Map
J - 31296.0001
April 2024
Thomason dhutton.com

STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM zOxE AS =_,,,.,..,,, ()' S 1 hun' LEGEND
6 ,r�,__. 1..am FEE ,r 3]11215 .. s� er,w
i .nap FEET JOINS PANEL SS. - .em FFF, FLOOD
HAZARD AREAS
(SE000 SUBJECT TO
wnE .1 ret, 1 S s 9e SPECIAL
IS,ANNUAL FLOOD
( ZONE AS - '-il " (a°ywen� t.atro vmwnssne_eeaea in are,ore.rearM arcm�iwmme
rJ ZONE ire; The Base Rood smarm xm.
MEM y
T..I Y I —�/ // o/
,PEomE �■■■�■we � waxaox FROM can `�_ __ 1` ..,. / / ( iial'.I EEa rone Ao of tmr her k'umvi�a,ns arwnnot Elmou
Base
lood
/ ' dePs determined or(usually
.20 fan mo 9m m..emoo s.a.
ZONE AL �m mgmraaK
ZONE AR
shed
MEM■■■■■■■� ZONE ,.IF.ak.�,m a T ta
�/ mum hang .nw..a
MM..■■iiiiiii■■■■■■ ' ronEA �M.�,aNm
■ ■■■■ ■■■■■■■� \ mE�mw a..�
■ ■■■■�■■■■■ ° ! . =ONE. roNE4E x,mm,m.,haab,w...mn,Eaw Dad Fenton
■■■■■■■■■■�� _ .I FLOODWAS AREAS IN ZONE Af
—T—'MEEM�M!MM�A■■ _ e \ tm 1%a..n m.txe be mug
f a
N o.. -. / rues
MECELExBIL CAEARRx, i ,wN < �/ - I,ZONE x�e Am.a...w
16.
annual chage flood,area of I%annual cl.ce E..
•
ill"F
DATUM INFORMATION I I- � r �• \ , t E..FEET
�/
sw \ roNEx n e.x,.are e.np.� 1 \ 4 T n ewm .Zneyxyx C s
ef
a33 p- MC°ASrn9na RESOURCES SVOrRM(cMs)AREAS
WTI I
Transverse �� I �C5aa `0`W'w n,an. ,�9.
FIRM onhler.are SurwF.awho / � E°. ,and N.n„m.xm.,W.xd.,th,.mmm Spa...x w.w�,A+Y Matra
1 1 °� Y� ` W_Y! - mmer.A
has been computed for awn H.Caro.county Thg onset was then applied
to the NOVO 29 flood elevations I.were nal raped dor,the creation of I.
Malawi.formai FIRM The arrears for each counly shown on mis FIRM panel are amuse ma I
s /, V.; i
v,mm
°r _
xoaa �' o-
mm... <
NEx
naaac. „A.,.a.,.mu w. Me
„o.w»n. M..Q.m.tam,.w..rawm.
121 enJones Sant mmm
Raleigh.xry NxxFFot
m2.• idt ,wew.e
M — ,\ �j�j%r BMSs,oa
mm.e,M1elnFrm�nonth been deny...eilhere�Pacing�M,p.n sourc coastal analysis or es .sied e analyses isled • L i. ,�./; .. . _ '^•.: .Mss® xnNw .pump ..
„B FLOOD HAZARD DATA TABLE utu mm , `,+ 410101PS`- -"."+.. .x / / '^.
Doss ee. ee. ucnrnoe `P.z 1, - 'LY �/" \ L„ /
TOWN CREEK mm tex NAppe T.Fboe.ervn ✓ .. , / �
,Y
m oewN •47
k1] / `
431 x91W .IA 3
SN 03. 4e4 NO ' ' / < ,Y •
.�
Fen a nn Too NA 7603 3EE , :.'F j
. _ ZONEAE
s.
Se2SmFF ; e oNEx
�. \ n / EaoNORnu.saN1
r - -
.1r1�. •035'r • ..g � I I'll r�IPJ PANEL 5648J
wt® �/ 1 r ' ' \ FIRM
/ • �y -w. °� FLOOD INSURANCE RATE MAP
- 1u.• I. _ o
NORTH CAROLINA
•
I i. aJJ PANEL 5616
''' sjv • ,. T CS ssNMIN, an.ax e FORS.
I5 xp 6YGY
oss
...FEET - ressar .. JOINS PANEL NNE v KK„� 000 FFFT
,v.EpFEET bN� Str 0
1.aim FEET IMO am FEET
NOTES TO USERS
This map is for use in ibe mt n Swaei FNm....enmFrmoaea.e M Rood coma atop.. con4Swnon Mal mow
▪ ry as; m amo� x,mmm mm t �� ,toM�.,. .w,N.mne,m..2.1211 .ao��.o.mm
• fl .P REPOSITORY
ood hazard a.p. �a _ .a.m ne mmmeFmd EFFECTIVE DATE OFFLOODNSURANCERATEMAPPANEL o
l a1 SKKO mseonstny• vas. am and ae+PNe, used ce.. Mad rem In.=es ma am ut.. M may ai des map ,,urvE to mos
o.."ac.m'"• "". 2 as mum papal.
e Sava m. P.wa re.,mx.,eme tmp O 0. ms �.m.n
.erne=:red m M,Or. m""'=. s11P°7 `7:-4 7 m o,N pr.01 rma "�^�/ m EFFECTIVE wTF s of RE,ns owls TO Try s PANEL 11 ....rt.m.amm a Pe..se
ra,M purposes n .t he ose ns Me sole w,n nu envwt Bean m .Ma �� ®bdato. ,avet.base panels
onwm�mill
This Nnmmmm,n wa ne w,g or me ?^rvm.�aam.mecem M1,nnr,mmwmm
Flood Insurance Rate Map IFI NN aemo.n be.uve'm,r,:®x source nmma xewm° t.mnam. reooewu eya FlaNbemema.Fnnomt mnewamypepweea.
wtheEM'n%a F�NN.eP.mo,u.tme�r=emnao,Amewm m.m.m.,. ml¢B°°mn„"'°"xi°1°w "N�.6 eermse N'�a mw'�'a.....rt a "a youha. a,.n m.mp nm o,2NRmm,tmm� u.Nnmel Fwm mm,.. Q EFFECTNE DATE MAP NUMBER
Ema.epial 1 Nonn°edu n..m in.P.a«a ^.-..aN....N..,Ale Pe,n..n me F S Ms...N n
°n` ap"' En FEMA MAP(1A77.13.02,or von m.FEMA JUNE 16,2009 3710564800J
Em.ta..w a norm c....n.. a. m. PNw.g E,
costs assoaaled.0 flooding This IS demonstrated M e rces nw mn Q aN m .r hap _Insurance Se.__2 Map Ramon(LOAM)or Letter of MaP re w n
Carolina ma Sat agreement wm FEMA to mrw Ma.°c ma..Dean emap 11.plain areas al the local level As a pad of Mis ell.the state el Nadh in nq m.a. aa.mawee 'iom,FlaFwv°O.e�un . O ;�w�°
produce n tanN a FIRM. sand Ninon Yowled can.°',.p°.....o .e.x....m,,.,,.,,t,.,em.�.,m,.., N.,,,,..°m°,.�.,. f� ^.��..
..,,,,,..are prose.in.Flood Insurance Mucly IFIM report 101 01.•Junglaion The FIS repon �xM«wPa.. "m
rth Carolina
www.nefloodmapa.eom puree., M red memo. O m r n 1..sa.x..o.me.wem,.n.a Nt.,t..m.mP.n.epmmeen.a,.. p.a.e.mm aa.,x,,.xmeooe, 1 Won..on MI ralated products 1.6604O1.1 wee ea FIRM The Ff MA M.Senr.COMO! }mrgency Management
�� �� ` I�adaml LanorSancy M°nxgamenT Agency

HT
THOMAS
&
HUTTON
Stormwater Management Report
Grace Church Road Industrial
Salisbury, Rowan County, North Carolina
Figure 4
Pre-Development Drainage Map
J - 3129 6.0001
April 2024
Thomason dhutton.com

PRE-DEVELOPMENT FLOW SCS 24-HOUR (cfs)
.glkiopi Storm Event 2yr Storm 10yr Storm 25yr Storm 50yr Storm 100yr Stor . -
*-74r7---4 PoPF ,, int of Anal sis 119.45 231.92 305.37 365.11 428.62
Y _
r
i lir
r
r' w
•
-..:
It
r a i P.
Alb, s
r 1r ILK
"�T' I � ' `a:` •¢ '' isoi.t A. ram. � .
. ,A .•':. ' '' '' I., In,Ne 44111VS1/4, i V.
•
‘41.111"..\- -- 1 , . ,
£ .
�. - ;tom'►' - r .
.,
4... ,. rsi- _ _
-- .. ,T _ .
4 , ., _,.
,. , _ IP -' ' Iity
. • ,4 0
X i I
,__.' Ak .. , Alik . . , . . .
t f- - , ; ,../14!". __ kt „.,,,i,,,,%
...„ „„,„„„ i ,_:\ „ ... ,
.,,, _.
• . • , .
... - ,..., .r.1., 7 tr
Niko.
.,' . 441 . 1 -41111111114111111111116,:lilik*/ l'ilk.---,441' / r .
,,/, /
•, %
4
Basin 3 - , ,
Basin 9 �'
•
9.40ac. t- .. 4.--- A 7j0.85ac. .,
C N. 79/59
( 71 .25- . 1.4),
Y
W8�.70m in '
24.26min ��r,A.- - ,, tii:". ///•
. - . . ,/,, t . :
'IL ' 01 -- ',.•.• ,, . et . -):7;.?‘ . , ,
a _
ht ,,, , , . .A---i, t: i _... , ,
1.
..-- ., . . . -01W_asiii, • -. / ,
, ___ /i.(11/11"1. ~`- Ili ". Q a
\, i
f + ' Basin 2 40ll: o
1�2.90ac. `
., C N:69 36
, /
1 25.04min
1 i i if � I
ir
;,... , : . 19.1►lac. -
its
71 .5s, / . e
\\\,,,,,,,,,,...___\., ,,:k:\r: ' Va 6.52min o.
' i . . 17 °
+ F ` 0
, • . 4i1 I 1
Legend . e, �, o
Sheet Flow Ris, a .�
Shallow Concentrated Flow . ,r/
Channel Flow I t � ' - / % � 0 •�,'
:it: :ysis
. �l.rv,fitt/ . A`� - ' , . e / 0 4N g
C- Basins .4
a
Q Property Boundary 4 a , a .1/.� • 0
0 100 200 400 . 800 _ ' - //-z._,\\:f_\_?\.._.,,<: j 0D (p),- i_ Qv' g` O 'Fee} } ; al inch=167 feet O �' - t C / O �O'-` `
Job Number 1296 Produced 12/6/2023 Modified 4/1/2024Modified:i 3 \3 G M\1229612960001\IS\xtl\3 1296-GroceCburc,M1 Wok Map RE mxtl Vr File icalDafum.NnVD BB
Thomas&Mutton complied the map information from the following sources: Pre-Development Drainage Area Exhibit
Data Source Date 1020 U C L I D A V E N U E
Aenals ESRI 3/11/2024
Topography NOAA 4/1/2024 CHARLOTTE, NC 28203 980.201.5505
Grace Church Road Industrial WWW.THOMASANDHUTTON.COM
DISCLAIMER
'„";;„ER
THOMAS GEOGRAPHIC INFORMATION SYSTEMS
a,fofM1eac y p e'e„o°;M1edCopyrght o1Sbhomes6Mullen ocum 'aM1o.of, p ,aeda,a,e,. Rowan County, NC b
as& �� o ofine lets uas 'M1a tle tlaf antl e;PS oec e5nfo MUTTON COPYRIGHT O2020 HTHOMASs MUTTON
Copyright IB]O15 by Thomas 6 Mullen
No part of this document maybe reproduced without written permission from an officer of Thomas B.Hutton.

HT
THOMAS
&
HUTTON
Stormwater Management Report
Grace Church Road Industrial
Salisbury, Rowan County, North Carolina
Figure 5
Post-Development Drainage Map
J - 3129 6.0001
April 2024
Thomason dhutton.com

f
POST-DEVELOPMENT FLOW SCS 24-HOUR (cfs) - .
t
Storm Event 2yr Storm 10yr Storm 25yr Storm 50yr Storm 100yr Storm .`
Point of Analysis 96.8 201.2 277.72 346.85 411.9
r 1 . ''''• T •+k f'-ti
~e r tJ r s r• I �t i
r
e. Alie . 'N''; ,. --,---•4111110 illh
illlikirmwiew _.
Basing
0.84ac.
98 .. 'Mt
_` _ . 15.00min • Basing
l 2Oac.
r �
piiii
� a @Ca3`
Basin V �,,,� 1 5.00min i,
_ --:
10.20ac. - - t
T',
'. , .
i.. r
aj ,I .
. .. .
..
44.4
..,,,;.• _ _ i 1111!,..
.I,.l
.e .
...
t. 126.37 i .
T
tic
it
d • f�
14 s Basin 6 }z ,
_ 19.E _ _
i .• .,.. (° $ 94.00 % 1, ' � s
'" 1 5.00m in . �f `'
• ., : 1 Basing
�. a ��NI1 49.28ac.
_ • .. .. !11 a6 - 81 .21
di-
„, # . �? ¶ ri83rnin
=
vii
Ahaii.„._ ,
, _
ii.. -...s,„ .-4 g iiis 0
.14 ' i� 4tOpp . ,
• / / Basin
.14 •Of.%
441144 f 5.87ac.
10,„;, o C N: 67.09K r ti ;\' TC: 5.00min
Basin
A5.68ac.
•
il
Ificr-
5.00min
I yI_St„
Basin 5 '�
20.06ac.
@GI74.21 , •
1 6.52min, ,.
: -
Legend ', •
0 Point of Analysis - '� '"irfk
am Proposed Culverts 4. s-�
Drainage Paths
Proposed SCMs .
Q Post-Development Basins _
Property Boundary At times,the NRCS unit dimensionless hydrograph is not used when the computation interval is greater than 0.29 times the lag time of the watershed.
p y This limitation translates into a minimum time of concentration(Tc)of 5.75 minutes which typically occurs in small watersheds.The result of •
0 0o zoo 400 boo sou -•- exceeding this limitation is that the resulting hydrograph may underestimate the peak flow by computing the peak flow values on either side of the
0
peak of the hydrograph.Because of this,all basins with minimal Tc's were rounded to 5 minutes.
F
1 inch=400 feet . C11r Z
Alb Numbe,:3r 296 129d/w23 Mmsetl:a/3no2a
Flk:i\31296V31296.OW1VGI5VMxtlV31296-GaceCM1ercM1 Woh MapPOSimxtl Ver�i�ol DoyNm.NAVD BB
Thomas&Hutton compiled the map Information from the following sources: Post-Development Drainage Area Exhibit
Data source Date Aenah ESRI 24
0 0N EC U C L I D AVENUE
.5505Topography NOAA 541/2024 CHARLOT
Grace Church WWW.THOMASANDHUTTON.COM°'"'m`" GEOGRAPHIC INFORMATION SYSTEMS
THOMAS
mus a Hutt n uvea me tlutu�usts�M1a�maaecno ir,aepenaem in�e�tlgation of meM1aa a,vana makes no repre e5m -5-
ustomeuccuucy rc p eness ofta Copyrght02015 by ThuomasoB H1tMlabie aocumemahon of its pective tlutuser Rowan County, NC HUTTON COPYRIGHT 02020 ITt THOMAS.HUTTON
No part of this document maybe reproduced without written permission from on officer of Thomas S.Hutton.

HT
THOMAS
&
HUTTON
Stormwater Management Report
Grace Church Road Industrial
Salisbury, Rowan County, North Carolina
Appendix A
Hydrologic Soils Report
J - 3129 6.0001
April 2024
Thomason dhuttan.ocm

Hydrologic Soil Group—Rowan County, North Carolina 3
M
M
$
W W
540700 540800 540900 541000 541100 541200 541300 541400 541500 541600 541700 541800 541900 542000 542100 542200 542300 8
35°37 5"N - - - —z7. 35°37'5"N
•
q r_ �� �/
Ilie
e
%:441('ADITH' m bB i
yod
9eq
Ilk
cr \Ng
am_
Glace �` CeB2 ��1
r,
7‘A / f- A
k f
, r
.fly'o� SeB E B lei
' _,
SeB '' ` M� E //i f; .- .--.--
-
ir 411 \ ---/'N. --...
if, r,r
-444/ i
r,
f ,
\MbB _11.1
•
a 1 ,sk 8
�o0 idap�A G10t b' e80od ate tUioct 8c6a0@°
v.
35°36'29"N ~+ 35°36'29"N
540700 540800 540900 541000 541100 541200 541300 541400 541500 541600 541700 541800 541900 542000 542100 542200 542300
7.1
3 3
M Map Scale:1:7,750 if printed on A landscape(11"x 8.5")sheet.
N Meters
0 100 200 400 600 8
A
0 350 700 1400 2100
Map projection:Web Mercator Corner coordinates:WG584 Feet
Edge tics:UTM Zone 17N WG584
USDA Natural Resources Web Soil Survey 3/13/2024
Conservation Service National Cooperative Soil Survey Page 1 of 3

Hydrologic Soil Group—Rowan County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 CID
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
n CID US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
, B/D of the version date(s)listed below.
• r C Soil Survey Area: Rowan County,North Carolina
Survey Area Data: Version 21,Sep 13,2023
• • CID
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Mar 13,2022—May
Soil Rating Points 9,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 3/13/2024
Conservation Service National Cooperative Soil Survey Page 2 of 3

Hydrologic Soil Group—Rowan County,North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CeB2 Cecil sandy clay loam,2 B 0.9 0.8%
to 8 percent slopes,
moderately eroded
EnB Enon fine sandy loam,2 C 55.3 49.3%
to 8 percent slopes
EuB Enon-Urban land C 0.3 0.3%
complex,2 to 10
percent slopes
LdB2 Lloyd clay loam,2 to 8 B 7.2 6.4%
percent slopes,
moderately eroded
MbB Mecklenburg loam,2 to C 13.7 12.2%
8 percent slopes
SeB Sedgefield fine sandy C/D 16.4 14.6%
loam, 1 to 6 percent
slopes
Uf Urban land 13.1 11.7%
W Water 5.3 4.8%
Totals for Area of Interest 112.3 100.0%
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff- None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 3/13/2024
Conservation Service National Cooperative Soil Survey Page 3 of 3

HT
THOMAS
HUTTON
Stormwater Management Report
Grace Church Road Industrial
Salisbury, Rowan County, North Carolina
Appendix B
Existing Conditions SSA Reports
J - 3129 6.0001
April 2024

Pre-Development 1 inch Page 1
Project Description
File Name 31296.0001-Pre.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)Ivvthod SCS TR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Tune Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
ery
Rain Gages 1
Subbasins 4
Nodes 2
Junctions 1
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 0
Links 1
Channels 0
Pipes 1
Pumps 0
Orifices 0
Wens 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 lime Series 1S-001in Cumulative inches 0.00

Pre-Development 1 inch Page 2
Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 1 70.85 484.00 79.59 1.00 0.08 5.53 2.00 0 00:27:42
2 2 12.90 484.00 69.36 1.00 0.00 0.04 0.01 0 00:25:02
3 3 9.40 484.00 71.25 1.00 0.01 0.08 0.01 0 00:24:15
4 4 19.12 484.00 71.59 1.00 0.01 0.19 0.02 0 00:06:31

Pre-Development 1 inch Page 3
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak IvhxHGL Max Mn Time of Total Total Time
ID Type Elevation (Ivhx) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Hooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft') (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 5-Jun Junction 732.50 9999.00 732.50 9999.00 1.00 1.97 732.50 0.00 9266.50 0 00:00 0.00 0.00
2 Out-05 Outfall 726.00 1.97 726.00

Pre-Development 1 inch Page 4
link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow PeakFlow Peak Flow Total lime Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Link-07 Pipe 5-Jun Out-05 372.12 0.00 0.00 0.0000 0.000 0.0130 1.97 0.00 0.00 0.00 0.00 0.00 0.00

Pre-Development 1 inch Page 5
Subbas in Hydrology
Subbasin:1
Input Data
Area(ac) 70.85
Peak Rate Factor 484
Weighted Curve Number 79.59
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Pond 5.33 D 98
<50%grass cover,Poor 0.86 B 79
Pasture,grassland,or range,Fair 18.42 C 79
Urban commercial,85%imp 2.61 C 94
Woods,Fair 11.11 C 73
Pasture,grassland,or range,Fair 1.56 D 84
Brush,Good 3.32 D 73
Urban commercial,85%imp 0.6 D 95
Woods,Fair 6.23 D 79
>75%grass cover,Good 17.3 C 74
Urban commercial,85%imp 2.38 C 94
Paved parking&roofs 1.12 D 98
Composite Area&Weighted CN 70.84 79.59
Time ofConcentration
1OC Nkthod:SCS 1R 55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(SP0.4))
Where:
Tc=Time of Concentration(hr)
n =Muffling's roughness
]f=Flow Length(it)
P=2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(SP0.5)(unpaved surface)
V=20.3282*(SP0.5)(paved surface)
V=15.0*(SP0.5)(grassed waterway surface)
V=10.0*(SP0.5)(nearlybare&unfilled surface)
V=9.0*(SP`0.5)(cultivated straight rows surface)
V=7.0*(SP`0.5)(short grass pasture surface)
V=5.0*(SP0.5)(woodland surface)
V=2.5*(Sf"0.5)(forestw/heavy litter surface)
Tc=(Lf/y/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf`0.5))/n
R=Aq/Wp
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(he)
Lf=How Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Nhnning's roughness

Pre-Development 1 inch Page 6
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 5.25 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.1 0 0
Computed Flow Time(min): 16.69 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 374.084 0 0
Slope(%): 2.27 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.75 0 0
ComputedFlowlime(min): 8.31 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0.025 0
Flow Length(ft): 459.068 389.48 0
Channel Slope(%): 2.396 1.284 0
Cross Section Area(ft'): 8.3 16.63 0
Wetted Perimeter(ft): 13.5 26.947 0
Velocity(ft/sec): 5.56 4.9 0
Computed Flow Time(min): 1.38 1.33 0
Total TOC(min) 27.70
Subbasin RunoffRe sults
Total Rainfall(in) 1
Total Runoff(in) 0.08
PeakRunoff(cfs) 2
Weighted Curve Number 79.59
Time of Concentration(days hh:mm:ss) 0 00:27:42

Pre-Development 1 inch Page 7
Subbas in:1
Rainfall Intensity Graph
1.4
1.35 1.3
1.25
1.2
1.15 -
1.1
1.05
1
0.95 _
0.9
0.85
t 0.8
c 0.75
m
0.7
0.65
0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25 -
0.2
0.15
0.1
0.05
k
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
2.1
2-
1.9-
1.8
1.7
1.6
1.5
1.4
1.3-
w 1.2-
1.1
g
z
K 0.9
0.8
0.7
0.5:
0.4
0.3
0.2.
0.1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 1 inch Page 8
Subbasin:2
Input Data
Area(ac) 12.9
Peak Rate Factor 484
Weighted Curve Number 69.36
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.38 D 79
Woods,Fair 5.59 B 60
Woods,Fair 4.96 C 73
Urban industrial,72%imp 0.97 C 91
Composite Area&Weighted CN 12.9 69.36
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
tvbnning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.11 0 0
Computed Flow lime(min): 15.82 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 461.67 0 0
Slope(%): 4.44 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.05 0 0
Computed Flow-rime(min): 7.33 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nsnning's Roughness: 0.035 0.025 0
Flow length(ft): 307.134 463.446 0
Channel Slope(%): 2.93 3.21 0
Cross Section Area(ft'): 6.5 9 0
Wetted Perimeter(ft): 13.15 9.85 0
Velocity(ft/sec): 4.56 10.05 0
Computed Flow Time(min): 1.12 0.77 0
Total IOC(min) 25.04
Subbasin RunoffResults
Total Rainfall(in) 1
Total Runoff(in) 0
Peak l unoff(cfs) 0.01
Weighted Curve Number 69.36
Time of Concentration(days hh:mm:ss) 0 00:25:02

Pre-Development 1 inch Page 9
Subbasin:2
Rainfall Intensity Graph
1.45_
1.4
1.35
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
• 0.85
t 0.8
c
--%0.75
m 0.7_
-c 0.65
Ce 0.6_
0.55_
0.5
0.45_0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05_
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
0.008
0.008
0.007-
0.007 — —
0.006
o.00s-
NO.0o5
o
w 0.004
0
c
C20.004
0.004
0.003-
0.003-
0.002
0.002-
0.001 . i . .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 1 inch Page 10
Subbasin:3
Input Data
Area(ac) 9.4
Peak Rate Factor 484
Weighted Curve Number 71.25
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.35 D 79
Woods,Fair 1.89 B 60
Woods,Fair 6.17 C 73
Composite Area&Weighted CN 9.41 71.25
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
tvhnning's Roughness: 0.5 0 0
Flow length(ft): 100 0 0
Slope(%): 7 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.11 0 0
Computed Flow Time(min): 14.87 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 516.6346 0 0
Slope(%): 5.03 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.12 0 0
Computed Flow Time(min): 7.69 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nsnning's Roughness: 0.035 0.025 0
Flow Length(ft): 260.65 631.3 0
Channel Slope(%): 4.8 0.95 0
Cross Section Area(ft2): 5.5 32 0
Wetted Perimeter(ft): 5.59 17.89 0
Velocity(ft/sec): 9.23 8.56 0
Computed Flow lime(min): 0.47 1.23 0
Total TOC(min) 24.26
Subbasin RunoffResults
Total Rainfall(in) 1
Total Runoff(in) 0.01
Peak l unoff(cfs) 0.01
Weighted Curve Number 71.25
Time of Concentration(days hh:mm:ss) 0 00:24:16

Pre-Development 1 inch Page 11
Subbasin:3
Rainfall Intensity Graph
1.45
1.4
1.35
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
0.85
t 0.8
c
0.75 -
m 0.7
0.65
IX 0.6
0.55
0.5
0.45_0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
0.01
0.009
0.009-
0.008 I —
0.008-
0.007-
0.007
0.006
m -
1,20.006
c0.005
0_
0.004-
0.004-
0.004
0.003-
0.003-
0.002
0.002
0.001-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 1 inch Page 12
Subbasin:4
Input Data
Area(ac) 19.12
Peak Rate Factor 484
Weighted Curve Number 71.59
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 12.98 C 73
Woods,Fair 1.97 D 79
Woods,Fair 3.2 B 60
Woods&grass combination,Fair 0.96 C 76
Composite Area&Weighted CN 19.11 71.59
Time of Concentration
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow length(ft): 100 0 0
Slope(%): 4.5 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.06 0 0
ComputedFlowlime(min): 1.57 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0.025 0
Flow Length(ft): 1784.43 28.4281 0
Channel Slope(%): 1.61 1.75883 0
Cross Section Area(ftF): 12 12 0
Wetted Perimeter(ft): 12.65 12.65 0
Velocity(ftlsec): 6.08 7.63 0
Computed Flow lime(min): 4.89 0.06 0
Total lOC(min) 6.52
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0.01
PeakRunoff(cfs) 0.02
Weighted Curve Number 71.59
Time of Concentration(days hh:mm:ss) 0 00:06:31

Pre-Development 1 inch Page 13
Subbasin:4
Rainfall Intensity Graph
1.45
1.4
1.35
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
0.85
t 0.8 .
c
0.75 -
m 0.7
0.65
IX 0.6
0.55
0.5
0.45_0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
0.022
0.0211-1
-
0.02 .1
0.019
0.018
0.017
0.016
0.015
0.014-
00.013-
�0.012
20.011-
z
K 0.01
0.009 -
0.008
0.007-
0.006-
0.005
0.004
0.003
0.002
0.001 .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 1 inch Page 14
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Ivfinning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (m) (eft)
1 Link-07 372.12 0.00 -732.50 0.00 -726.00 0.00 0.0000 Dummy 0.000 0.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1

Pre-Development 1 inch Page 15
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Tune Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 L nk-07 1.97 0 12:25 0.00 0.00 0.00 0.00 0.00 0.00

Pre-Development 002-Year Page 1
Project Description
File Name 31296.0001-Pre.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)Ivvthod SCS'IR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Tune Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
ety
Rain Gages 1
Subbasins 4
Nodes 2
Junctions 1
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 0
Links 1
Channels 0
Pipes 1
Pumps 0
Orifices 0
Wens 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 Time Series 1S-002 Intensity inches North Carolina Rowan 2.00 3.32 SCS Type ll24-hr

Pre-Development 002-Year Page 2
Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 1 70.85 484.00 79.59 3.32 1.47 103.93 94.87 0 00:27:42
2 2 12.90 484.00 69.36 3.32 0.87 11.17 9.79 0 00:25:02
3 3 9.40 484.00 71.25 3.32 0.96 9.06 8.36 0 00:24:15
4 4 19.12 484.00 71.59 3.32 0.98 18.80 26.97 0 00:06:31

Pre-Development 002-Year Page 3
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak vhxHGL Max Mn Time of Total Total Time
ID Type Elevation (Mix) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft') (cfe) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 5-Jun Junction 732.50 9999.00 732.50 9999.00 1.00 119.45 732.50 0.00 9266.50 0 00:00 0.00 0.00
2 Out-05 Outfall 726.00 119.45 726.00

Pre-Development 002-Year Page 4
link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total lime Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) ($/sec) (ft) (min)
1 Link-07 Pipe 5-Jun Out-05 372.12 0.00 0.00 0.0000 0.000 0.0130 119.45 0.00 0.00 0.00 0.00 0.00 0.00

Pre-Development 002-Year Page 5
Subbas in Hydrology
Subbasin:1
Input Data
Area(ac) 70.85
Peak Rate Factor 484
Weighted Curve Number 79.59
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Pond 5.33 D 98
<50%grass cover,Poor 0.86 B 79
Pasture,grassland,or range,Fair 18.42 C 79
Urban commercial,85%imp 2.61 C 94
Woods,Fair 11.11 C 73
Pasture,grassland,or range,Fair 1.56 D 84
Brush,Good 3.32 D 73
Urban commercial,85%imp 0.6 D 95
Woods,Fair 6.23 D 79
>75%grass cover,Good 17.3 C 74
Urban commercial,85%imp 2.38 C 94
Paved parking&roofs 1.12 D 98
Composite Area&Weighted CN 70.84 79.59
Time of Concentration
1OC Nkthod:SCS 1R 55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(SP0.4))
Where:
Tc=Time of Concentration(hr)
n =Muffling's roughness
]f=Flow Length(it)
P=2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(SP0.5)(unpaved surface)
V=20.3282*(SP0.5)(paved surface)
V=15.0*(SP0.5)(grassed waterway surface)
V=10.0*(SP0.5)(nearlybare&unfilled surface)
V=9.0*(SP`0.5)(cultivated straight rows surface)
V=7.0*(SP`0.5)(short grass pasture surface)
V=5.0*(SP0.5)(woodland surface)
V=2.5*(Sf"0.5)(forestw/heavy litter surface)
Tc=(Lf/y/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf`0.5))/n
R=Aq/Wp
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(he)
Lf=How Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Nhnning's roughness

Pre-Development 002-Year Page 6
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 5.25 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.1 0 0
Computed Flow Time(min): 16.69 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 374.084 0 0
Slope(%): 2.27 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.75 0 0
ComputedFlowlime(min): 8.31 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0.025 0
Flow Length(ft): 459.068 389.48 0
Channel Slope(%): 2.396 1.284 0
Cross Section Area(ft'): 8.3 16.63 0
Wetted Perimeter(ft): 13.5 26.947 0
Velocity(ft/sec): 5.56 4.9 0
Computed Flow Time(min): 1.38 1.33 0
Total TOC(min) 27.70
Subbasin RunoffRe sults
Total Rainfall(in) 3.32
TotalRunoff(in) 1.47
PeakRunoff(cfs) 94.87
Weighted Curve Number 79.59
Time of Concentration(days hh:mm:ss) 0 00:27:42

Pre-Development 002-Year Page 7
Subbas in:1
Rainfall Intensity Graph
4.6
4.4-
4.2
4
3.8
3.6
3.2
3
2.8
t 2.6
c
2.4
2 2.2 .
c
@ 2
1.8
1.6
1.4 -
1.2
1 —
0.8 _
0.6 t4
0.4-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
100
95_
90-
85-
80
75
70
65-
60
55-
o
50
0
c
3 45
40- —
35
30-
25-
20
15-
10-
5 -
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 002-Year Page 8
Subbasin:2
Input Data
Area(ac) 12.9
Peak Rate Factor 484
Weighted Curve Number 69.36
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.38 D 79
Woods,Fair 5.59 B 60
Woods,Fair 4.96 C 73
Urban industrial,72%imp 0.97 C 91
Composite Area&Weighted CN 12.9 69.36
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
tvbnning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.11 0 0
Computed Flow lime(mm 15.82 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 461.67 0 0
Slope(%): 4.44 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.05 0 0
Computed Flow-rime(min): 7.33 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nsnning's Roughness: 0.035 0.025 0
Flow length(ft): 307.134 463.446 0
Channel Slope(%): 2.93 3.21 0
Cross Section Area(ft'): 6.5 9 0
Wetted Perimeter(ft): 13.15 9.85 0
Velocity(ft/sec): 4.56 10.05 0
Computed Flow Time(min): 1.12 0.77 0
Total IOC(min) 25.04
Subbasin RunoffResults
Total Rainfall(in) 3.32
Total Runoff(in) 0.87
Peak l unoff(cfs) 9.79
Weighted Curve Number 69.36
Time of Concentration(days hh:mm:ss) 0 00:25:02

Pre-Development 002-Year Page 9
Subbasin:2
Rainfall Intensity Graph
4.8
4.6
1
4.4
4.2
4
3.8
3.6
3.4
3.2
3
11- 2.8
s
c 2.6 •
- 2.4
m -
c 2.2
Ce 2
1.8
1.6 • •
1.4
1.2
1 , •
0.8
0.6
0.4
0.2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
10.5
10-
9.5_
9
8.5
8
7.5
7
6.5-
m 6-
5.5
g 5-
K 4.5
4
3.5
3-
2.5-
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 002-Year Page 10
Subbasin:3
Input Data
Area(ac) 9.4
Peak Rate Factor 484
Weighted Curve Number 71.25
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.35 D 79
Woods,Fair 1.89 B 60
Woods,Fair 6.17 C 73
Composite Area&Weighted CN 9.41 71.25
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
tvhnning's Roughness: 0.5 0 0
Flow length(ft): 100 0 0
Slope(%): 7 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.11 0 0
Computed Flow Time(min): 14.87 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 516.6346 0 0
Slope(%): 5.03 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.12 0 0
Computed Flow Time(min): 7.69 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nsnning's Roughness: 0.035 0.025 0
Flow Length(ft): 260.65 631.3 0
Channel Slope(%): 4.8 0.95 0
Cross Section Area(ft2): 5.5 32 0
Wetted Perimeter(ft): 5.59 17.89 0
Velocity(ft/sec): 9.23 8.56 0
Computed Flow lime(min): 0.47 1.23 0
Total TOC(min) 24.26
Subbasin RunoffRe sults
Total Rainfall(in) 3.32
Total Runoff(in) 0.96
Peak l unoff(cfs) 8.36
Weighted Curve Number 71.25
Time of Concentration(days hh:mm:ss) 0 00:24:16

Pre-Development 002-Year Page 11
Subbasin:3
Rainfall Intensity Graph
4.8
4.6
1
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
_c
c 2.6 •
- 2.4
m -
c 2.2
Ce 2 •
1.8
1.6 • •
1.4
1.2
1 , •
0.8
0.6
0.4
0.2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
9
8.5-
8
7.5
7
6.5
6
5.5
m 5_
0
4.5
0
c
4
3.5-
3
2.5
2-
1.5
1_
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 002-Year Page 12
Subbasin:4
Input Data
Area(ac) 19.12
Peak Rate Factor 484
Weighted Curve Number 71.59
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 12.98 C 73
Woods,Fair 1.97 D 79
Woods,Fair 3.2 B 60
Woods&grass combination,Fair 0.96 C 76
Composite Area&Weighted CN 19.11 71.59
Time ofConcentration
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow length(ft): 100 0 0
Slope(%): 4.5 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.06 0 0
ComputedFlowlime(min): 1.57 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0.025 0
Flow Length(ft): 1784.43 28.4281 0
Channel Slope(%): 1.61 1.75883 0
Cross Section Area(ftF): 12 12 0
Wetted Perimeter(ft): 12.65 12.65 0
Velocity(ftlsec): 6.08 7.63 0
Computed Flow lime(min): 4.89 0.06 0
Total lOC(min) 6.52
Subbasin RunoffResults
Total Rainfall(in) 3.32
Total Runoff(in) 0.98
PeakRunoff(cfs) 26.97
Weighted Curve Number 71.59
Time of Concentration(days hh:mm:ss) 0 00:06:31

Pre-Development 002-Year Page 13
Subbasin:4
Rainfall Intensity Graph
4.8
4.6
1
4.4
4.2
4
3.8
3.6
3.4
3.2
3 , •
2.8
s
c 2.6 •
- 2.4
c 2.2
Ce 2 , •
1.8
1.6 • •
1.4
1.2
1 , •
0.8
0.6
0.4
0.2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
28
27 - —
26
25
24
23
22
21
20
19
18
17
w 16
O 15
14
0
• 13
• 12
11
10
9
8
7
6
5
4
3
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 002-Year Page 14
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Ivfinning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (m) (cfs)
1 Link-07 372.12 0.00 -732.50 0.00 -726.00 0.00 0.0000 Dummy 0.000 0.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1

Pre-Development 002-Year Page 15
Pipe Results
SNElement Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) ($/sec) (min) ($) (min)
1 L nk-07 119.45 0 12:15 0.00 0.00 0.00 0.00 0.00 0.00

Pre-Development 010-Year Page 1
Project Description
File Name 31296.0001-Pre.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)Ivvthod SCS TR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Tune Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
ety
Rain Gages 1
Subbasins 4
Nodes 2
Junctions 1
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 0
Links 1
Channels 0
Pipes 1
Pumps 0
Orifices 0
Wens 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 Time Series 1S-010 Intensity inches North Carolina Rowan 10.00 4.84 SCS Type ll24-hr

Pre-Development 010-Year Page 2
Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 1 70.85 484.00 79.59 4.84 2.72 192.49 178.34 0 00:27:42
2 2 12.90 484.00 69.36 4.84 1.87 24.10 23.00 0 00:25:02
3 3 9.40 484.00 71.25 4.84 2.02 18.96 18.58 0 00:24:15
4 4 19.12 484.00 71.59 4.84 2.04 39.07 58.73 0 00:06:31

Pre-Development 010-Year Page 3
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak vhxHGL Max Mn Time of Total Total Time
ID Type Elevation (Ivhx) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft') (cfe) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 5-Jun Junction 732.50 9999.00 732.50 9999.00 1.00 231.92 732.50 0.00 9266.50 0 00:00 0.00 0.00
2 Out-05 Outfall 726.00 231.92 726.00

Pre-Development 010-Year Page 4
link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total lime Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) ($/sec) (ft) (min)
1 Link-07 Pipe 5-Jun Out-05 372.12 0.00 0.00 0.0000 0.000 0.0130 231.92 0.00 0.00 0.00 0.00 0.00 0.00

Pre-Development 010-Year Page 5
Subbas in Hydrology
Subbasin:1
Input Data
Area(ac) 70.85
Peak Rate Factor 484
Weighted Curve Number 79.59
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Pond 5.33 D 98
<50%grass cover,Poor 0.86 B 79
Pasture,grassland,or range,Fair 18.42 C 79
Urban commercial,85%imp 2.61 C 94
Woods,Fair 11.11 C 73
Pasture,grassland,or range,Fair 1.56 D 84
Brush,Good 3.32 D 73
Urban commercial,85%imp 0.6 D 95
Woods,Fair 6.23 D 79
>75%grass cover,Good 17.3 C 74
Urban commercial,85%imp 2.38 C 94
Paved parking&roofs 1.12 D 98
Composite Area&Weighted CN 70.84 79.59
Time of Concentration
1OC Nkthod:SCS 1R 55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(SP0.4))
Where:
Tc=Time of Concentration(hr)
n =Muffling's roughness
]f=Flow Length(it)
P=2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(SP0.5)(unpaved surface)
V=20.3282*(SP0.5)(paved surface)
V=15.0*(SP0.5)(grassed waterway surface)
V=10.0*(SP0.5)(nearlybare&unfilled surface)
V=9.0*(SP`0.5)(cultivated straight rows surface)
V=7.0*(SP`0.5)(short grass pasture surface)
V=5.0*(SP0.5)(woodland surface)
V=2.5*(Sf"0.5)(forestw/heavy litter surface)
Tc=(Lf/y/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=How Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf`0.5))/n
R=Aq/Wp
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(he)
Lf=How Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Nhnning's roughness

Pre-Development 010-Year Page 6
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 5.25 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.1 0 0
Computed Flow Time(min): 16.69 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 374.084 0 0
Slope(%): 2.27 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.75 0 0
ComputedFlowlime(min): 8.31 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0.025 0
Flow Length(ft): 459.068 389.48 0
Channel Slope(%): 2.396 1.284 0
Cross Section Area(ft'): 8.3 16.63 0
Wetted Perimeter(ft): 13.5 26.947 0
Velocity(ft/sec): 5.56 4.9 0
Computed Flow Time(min): 1.38 1.33 0
Total TOC(min) 27.70
Subbasin RunoffRe sults
Total Rainfall(in) 4.84
Total Runoff(in) 2.72
PeakRunoff(cfs) 178.34
Weighted Curve Number 79.59
Time of Concentration(days hh:mm:ss) 0 00:27:42

Pre-Development 010-Year Page 7
Subbas in:1
Rainfall Intensity Graph
7
6.5 1
6
5.5
5
4.5
. 4 .
c -
3.5
cm
g .
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
190
180 -
170
160-
150-
140-
130-
120-
CI)
100 - -
c
90 —
K 80_
70-
60
50
40
30
20
10
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 010-Year Page 8
Subbasin:2
Input Data
Area(ac) 12.9
Peak Rate Factor 484
Weighted Curve Number 69.36
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.38 D 79
Woods,Fair 5.59 B 60
Woods,Fair 4.96 C 73
Urban industrial,72%imp 0.97 C 91
Composite Area&Weighted CN 12.9 69.36
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
tvbnning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.11 0 0
Computed Flow lime(mm): 15.82 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 461.67 0 0
Slope(%): 4.44 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.05 0 0
Computed Flow-rime(min): 7.33 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nsnning's Roughness: 0.035 0.025 0
Flow length(ft): 307.134 463.446 0
Channel Slope(%): 2.93 3.21 0
Cross Section Area OP): 6.5 9 0
Wetted Perimeter(ft): 13.15 9.85 0
Velocity(ft/sec): 4.56 10.05 0
Computed Flow Time(min): 1.12 0.77 0
Total IOC(min) 25.04
Subbasin RunoffRe sults
Total Rainfall(in) 4.84
Total ltunoff(in) 1.87
Peak l unoff(cfs) 23
Weighted Curve Number 69.36
Time of Concentration(days hh:mm:ss) 0 00:25:02

Pre-Development 010-Year Page 9
Subbasin:2
Rainfall Intensity Graph
7.5
•
7- -
6.5
6
5.5
5
4.5
-
c 4
m
c 3.5
m -
IX
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
24
22-
22
21
20
19
18
17
16
15
14
Ca
46 13
12
0
c 11
K 10
9
8
7
6-
5
4
3-
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 010-Year Page 10
Subbasin:3
Input Data
Area(ac) 9.4
Peak Rate Factor 484
Weighted Curve Number 71.25
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.35 D 79
Woods,Fair 1.89 B 60
Woods,Fair 6.17 C 73
Composite Area&Weighted CN 9.41 71.25
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
tvhnning's Roughness: 0.5 0 0
Flow length(ft): 100 0 0
Slope(%): 7 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.11 0 0
Computed Flow Time(min): 14.87 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 516.6346 0 0
Slope(%): 5.03 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.12 0 0
Computed Flow Time(min): 7.69 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nsnning's Roughness: 0.035 0.025 0
Flow Length(ft): 260.65 631.3 0
Channel Slope(%): 4.8 0.95 0
Cross Section Area(ft2): 5.5 32 0
Wetted Perimeter(ft): 5.59 17.89 0
Velocity(ft/sec): 9.23 8.56 0
Computed Flow lime(min): 0.47 1.23 0
Total TOC(min) 24.26
Subbasin RunoffRe sults
Total Rainfall(in) 4.84
Total Runoff(in) 2.02
Peak l unoff(cfs) 18.58
Weighted Curve Number 71.25
Time of Concentration(days hh:mm:ss) 0 00:24:16

Pre-Development 010-Year Page 11
Subbasin:3
Rainfall Intensity Graph
7.5
7- —
6.5
6
5.5
5
4.5
-
c 4
m
c 3.5
m -
Ce
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
20
19-
18-
17-
16
15
14
13-
12
11-
o
10
7 9
8-
7 —
6-
5-
4
3-
2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 010-Year Page 12
Subbasin:4
Input Data
Area(ac) 19.12
Peak Rate Factor 484
Weighted Curve Number 71.59
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 12.98 C 73
Woods,Fair 1.97 D 79
Woods,Fair 3.2 B 60
Woods&grass combination,Fair 0.96 C 76
Composite Area&Weighted CN 19.11 71.59
Time of Concentration
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow length(ft): 100 0 0
Slope(%): 4.5 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.06 0 0
ComputedFlowlime(min): 1.57 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0.025 0
Flow Length(ft): 1784.43 28.4281 0
Channel Slope(%): 1.61 1.75883 0
Cross Section Area(ftF): 12 12 0
Wetted Perimeter(ft): 12.65 12.65 0
Velocity(ftlsec): 6.08 7.63 0
Computed Flow lime(min): 4.89 0.06 0
Total lOC(min) 6.52
Subbasin Runoff Results
Total Rainfall(in) 4.84
Total Runoff(in) 2.04
PeakRunoff(cfs) 58.73
Weighted Curve Number 71.59
Time of Concentration(days hh:mm:ss) 0 00:06:31

Pre-Development 010-Year Page 13
Subbas in:4
Rainfall Intensity Graph
7.5
7- —
6.5
6
5.5
5
- 4.5
-
c 4
m
c 3.5
m
• 3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
62
60
58
56
54
52
50
48
46
44
42
40
38
- 36
w 34
U
32
O 30
S 28
• 26
24
22
20
18
16
14
12
10
4
2 . .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 010-Year Page 14
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Ivfinning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (m) (cfs)
1 Link-07 372.12 0.00 -732.50 0.00 -726.00 0.00 0.0000 Dummy 0.000 0.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1

Pre-Development 010-Year Page 15
Pipe Results
SNElement Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow PeakFlow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) ($/sec) (min) ($) (min)
1 L nk-07 231.92 0 12:15 0.00 0.00 0.00 0.00 0.00 0.00

Pre-Development 025-Year Page 1
Project Description
File Name 31296.0001-Pre.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)Ivvthod SCS'IR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Tune Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
ety
Rain Gages 1
Subbasins 4
Nodes 2
Junctions 1
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 0
Links 1
Channels 0
Pipes 1
Pumps 0
Orifices 0
Wens 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 Time Series 1S-025 Intensity inches North Carolina Rowan 25.00 5.74 SCS Type ll24-hr

Pre-Development 025-Year Page 2
Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 1 70.85 484.00 79.59 5.74 3.51 248.46 229.97 0 00:27:42
2 2 12.90 484.00 69.36 5.74 2.54 32.79 31.80 0 00:25:02
3 3 9.40 484.00 71.25 5.74 2.71 25.51 25.30 0 00:24:15
4 4 19.12 484.00 71.59 5.74 2.74 52.47 79.54 0 00:06:31

Pre-Development 025-Year Page 3
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak vhxHGL Max Mn Time of Total Total Time
ID Type Elevation (Ivhx) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (fl) (fl) (fl) (ft') (cfe) (5) (5) (5) (days hh:mm) (ac-in) (min)
1 5-Jun Junction 732.50 9999.00 732.50 9999.00 1.00 305.37 732.50 0.00 9266.50 0 00:00 0.00 0.00
2 Out-05 Outfall 726.00 305.37 726.00

Pre-Development 025-Year Page 4
link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total lime Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) ($) (%) (in) (cfs) (cfs) ($/sec) (ft) (min)
1 Link-07 Pipe 5-Jun Out-05 372.12 0.00 0.00 0.0000 0.000 0.0130 305.37 0.00 0.00 0.00 0.00 0.00 0.00

Pre-Development 025-Year Page 5
Subbas in Hydrology
Subbasin:1
Input Data
Area(ac) 70.85
Peak Rate Factor 484
Weighted Curve Number 79.59
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Pond 5.33 D 98
<50%grass cover,Poor 0.86 B 79
Pasture,grassland,or range,Fair 18.42 C 79
Urban commercial,85%imp 2.61 C 94
Woods,Fair 11.11 C 73
Pasture,grassland,or range,Fair 1.56 D 84
Brush,Good 3.32 D 73
Urban commercial,85%imp 0.6 D 95
Woods,Fair 6.23 D 79
>75%grass cover,Good 17.3 C 74
Urban commercial,85%imp 2.38 C 94
Paved parking&roofs 1.12 D 98
Composite Area&Weighted CN 70.84 79.59
Time of Concentration
1OC Nkthod:SCS 1R 55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(SP0.4))
Where:
Tc=Time of Concentration(hr)
n =Muffling's roughness
]f=Flow Length(it)
P=2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(SP0.5)(unpaved surface)
V=20.3282*(SP0.5)(paved surface)
V=15.0*(SP0.5)(grassed waterway surface)
V=10.0*(SP0.5)(nearlybare&unfilled surface)
V=9.0*(SP`0.5)(cultivated straight rows surface)
V=7.0*(SP`0.5)(short grass pasture surface)
V=5.0*(SP0.5)(woodland surface)
V=2.5*(Sf"0.5)(forestw/heavy litter surface)
Tc=(Lf/y/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf`0.5))/n
R=Aq/Wp
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(he)
Lf=How Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Nhnning's roughness

Pre-Development 025-Year Page 6
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 5.25 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.1 0 0
Computed Flow Time(min): 16.69 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 374.084 0 0
Slope(%): 2.27 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.75 0 0
ComputedFlowlime(min): 8.31 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0.025 0
Flow Length(ft): 459.068 389.48 0
Channel Slope(%): 2.396 1.284 0
Cross Section Area(ft'): 8.3 16.63 0
Wetted Perimeter(ft): 13.5 26.947 0
Velocity(ft/sec): 5.56 4.9 0
Computed Flow Time(min): 1.38 1.33 0
Total TOC(min) 27.70
Subbasin RunoffRe sults
Total Rainfall(in) 5.74
Total Runoff(in) 3.51
PeakRunoff(cfs) 229.97
Weighted Curve Number 79.59
Time of Concentration(days hh:mm:ss) 0 00:27:42

Pre-Development 025-Year Page 7
Subbas in:1
Rainfall Intensity Graph
8
7.5
7
6.5
6
5.5
5
t 4.5
c
- 4
2
c
.@ 3.5
3
2.5
2
1.5 •
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
240
230
220
210
200
190
180
170
160
150
- 140
w
o 130
• 120
0
110
100
90
80
70
60-
50
40
30-
20
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 025-Year Page 8
Subbasin:2
Input Data
Area(ac) 12.9
Peak Rate Factor 484
Weighted Curve Number 69.36
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.38 D 79
Woods,Fair 5.59 B 60
Woods,Fair 4.96 C 73
Urban industrial,72%imp 0.97 C 91
Composite Area&Weighted CN 12.9 69.36
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
tvbnning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.11 0 0
Computed Flow lime(mm): 15.82 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 461.67 0 0
Slope(%): 4.44 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.05 0 0
Computed Flow-rime(min): 7.33 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nsnning's Roughness: 0.035 0.025 0
Flow length(ft): 307.134 463.446 0
Channel Slope(%): 2.93 3.21 0
Cross Section Area OP): 6.5 9 0
Wetted Perimeter(ft): 13.15 9.85 0
Velocity(ft/sec): 4.56 10.05 0
Computed Flow Time(min): 1.12 0.77 0
Total IOC(min) 25.04
Subbasin RunoffResults
Total Rainfall(in) 5.74
Total Runoff(in) 2.54
Peak l unoff(cfs) 31.8
Weighted Curve Number 69.36
Time of Concentration(days hh:mm:ss) 0 00:25:02

Pre-Development 025-Year Page 9
Subbasin:2
Rainfall Intensity Graph
8.5
8
7.5
7
6.5 -
6
5.5
5
4.5
@ 4
c
m
Ce 3.5
3
2.5
2
1.5
1
0.5 _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
34
32
30
28
26
24-
22
20
m
• 18 —
c 16
z
• 14
12
10
8
6
4
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 025-Year Page 10
Subbasin:3
Input Data
Area(ac) 9.4
Peak Rate Factor 484
Weighted Curve Number 71.25
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.35 D 79
Woods,Fair 1.89 B 60
Woods,Fair 6.17 C 73
Composite Area&Weighted CN 9.41 71.25
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
tvhnning's Roughness: 0.5 0 0
Flow length(ft): 100 0 0
Slope(%): 7 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.11 0 0
Computed Flow Time(min): 14.87 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 516.6346 0 0
Slope(%): 5.03 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.12 0 0
Computed Flow Time(min): 7.69 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nsnning's Roughness: 0.035 0.025 0
Flow Length(ft): 260.65 631.3 0
Channel Slope(%): 4.8 0.95 0
Cross Section Area(ft2): 5.5 32 0
Wetted Perimeter(ft): 5.59 17.89 0
Velocity(ft/sec): 9.23 8.56 0
Computed Flow lime(min): 0.47 1.23 0
Total TOC(min) 24.26
Subbasin Runoff Results
Total Rainfall(in) 5.74
Total Runoff(in) 2.71
Peak l unoff(cfs) 25.3
Weighted Curve Number 71.25
Time of Concentration(days hh:mm:ss) 0 00:24:16

Pre-Development 025-Year Page 11
Subbasin:3
Rainfall Intensity Graph
8.5
8
7.5
7
6.5 —
6
5.5
5
4.5
@ 4
c
m
Ce 3.5
3
•
2.5
2
1.5
1
0.5 _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
26
25
24
23
22
21
20
19
18
17
16
w
15
0 14
13
0
S 12
K 11
10
9
8
7
6
5
4
3
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 025-Year Page 12
Subbasin:4
Input Data
Area(ac) 19.12
Peak Rate Factor 484
Weighted Curve Number 71.59
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 12.98 C 73
Woods,Fair 1.97 D 79
Woods,Fair 3.2 B 60
Woods&grass combination,Fair 0.96 C 76
Composite Area&Weighted CN 19.11 71.59
Time of Concentration
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow length(ft): 100 0 0
Slope(%): 4.5 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.06 0 0
ComputedFlowlime(min): 1.57 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0.025 0
Flow Length(ft): 1784.43 28.4281 0
Channel Slope(%): 1.61 1.75883 0
Cross Section Area(ftF): 12 12 0
Wetted Perimeter(ft): 12.65 12.65 0
Velocity(ftlsec): 6.08 7.63 0
Computed Flow lime(min): 4.89 0.06 0
Total lOC(min) 6.52
Subbasin RunoffResults
Total Rainfall(in) 5.74
Total Runoff(in) 2.74
PeakRunoff(cfs) 79.54
Weighted Curve Number 71.59
Time of Concentration(days hh:mm:ss) 0 00:06:31

Pre-Development 025-Year Page 13
Subbasin:4
Rainfall Intensity Graph
8.5
8
7.5
7
6.5 -
6
5.5
5
4.5
@ 4
c
m -
Ce 3.5
3
2.5
2
1.5
1
0.5 _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
85
80—
75_
70
65
60
55
50
w -
46 45
c 40
z
Ce 35
30
25
20
15
10
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 025-Year Page 14
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Ivfinning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (m) (cfs)
1 Link-07 372.12 0.00 -732.50 0.00 -726.00 0.00 0.0000 Dummy 0.000 0.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1

Pre-Development 025-Year Page 15
Pipe Results
SNElement Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) ($/sec) (min) ($) (min)
1 L nk-07 305.37 0 12:10 0.00 0.00 0.00 0.00 0.00 0.00

Pre-Development 050-Year Page 1
Project Description
File Name 31296.0001-Pre.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)Ivvthod SCS TR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Tune Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
ety
Rain Gages 1
Subbasins 4
Nodes 2
Junctions 1
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 0
Links 1
Channels 0
Pipes 1
Pumps 0
Orifices 0
Wens 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 Time Series 1S-050 Intensity inches North Carolina Rowan 50.00 6.46 SCS Type ll24-hr

Pre-Development 050-Year Page 2
Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 1 70.85 484.00 79.59 6.46 4.16 294.37 272.33 0 00:27:42
2 2 12.90 484.00 69.36 6.46 3.11 40.13 39.16 0 00:25:02
3 3 9.40 484.00 71.25 6.46 3.30 31.01 30.82 0 00:24:15
4 4 19.12 484.00 71.59 6.46 3.33 63.71 96.65 0 00:06:31

Pre-Development 050-Year Page 3
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak vhxHGL Max Mn Time of Total Total Time
ID Type Elevation (Ivhx) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft') (cfe) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 5-Jun Junction 732.50 9999.00 732.50 9999.00 1.00 365.11 732.50 0.00 9266.50 0 00:00 0.00 0.00
2 Out-05 Outfall 726.00 365.11 726.00

Pre-Development 050-Year Page 4
link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total lime Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) ($) (%) (in) (cfs) (cfs) ($/sec) (ft) (min)
1 Link-07 Pipe 5-Jun Out-05 372.12 0.00 0.00 0.0000 0.000 0.0130 365.11 0.00 0.00 0.00 0.00 0.00 0.00

Pre-Development 050-Year Page 5
Subbas in Hydrology
Subbasin:1
Input Data
Area(ac) 70.85
Peak Rate Factor 484
Weighted Curve Number 79.59
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Pond 5.33 D 98
<50%grass cover,Poor 0.86 B 79
Pasture,grassland,or range,Fair 18.42 C 79
Urban commercial,85%imp 2.61 C 94
Woods,Fair 11.11 C 73
Pasture,grassland,or range,Fair 1.56 D 84
Brush,Good 3.32 D 73
Urban commercial,85%imp 0.6 D 95
Woods,Fair 6.23 D 79
>75%grass cover,Good 17.3 C 74
Urban commercial,85%imp 2.38 C 94
Paved parking&roofs 1.12 D 98
Composite Area&Weighted CN 70.84 79.59
Time of Concentration
1OC Nkthod:SCS 1R 55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(SP0.4))
Where:
Tc=Time of Concentration(hr)
n =Muffling's roughness
]f=Flow Length(it)
P=2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(SP0.5)(unpaved surface)
V=20.3282*(SP0.5)(paved surface)
V=15.0*(SP0.5)(grassed waterway surface)
V=10.0*(SP0.5)(nearlybare&unfilled surface)
V=9.0*(SP`0.5)(cultivated straight rows surface)
V=7.0*(SP`0.5)(short grass pasture surface)
V=5.0*(SP0.5)(woodland surface)
V=2.5*(Sf"0.5)(forestw/heavy litter surface)
Tc=(Lf/y/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf`0.5))/n
R=Aq/Wp
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(he)
Lf=How Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Nhnning's roughness

Pre-Development 050-Year Page 6
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 5.25 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.1 0 0
Computed Flow Time(min): 16.69 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 374.084 0 0
Slope(%): 2.27 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.75 0 0
ComputedFlowlime(min): 8.31 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0.025 0
Flow Length(ft): 459.068 389.48 0
Channel Slope(%): 2.396 1.284 0
Cross Section Area(ft'): 8.3 16.63 0
Wetted Perimeter(ft): 13.5 26.947 0
Velocity(ft/sec): 5.56 4.9 0
Computed Flow Time(min): 1.38 1.33 0
Total TOC(min) 27.70
Subbasin RunoffRe sults
Total Rainfall(in) 6.46
TotalRunoff(in) 4.16
PeakRunoff(cfs) 272.33
Weighted Curve Number 79.59
Time of Concentration(days hh:mm:ss) 0 00:27:42

Pre-Development 050-Year Page 7
Subbas in:1
Rainfall Intensity Graph
9
8.5
8
7.5
7_
6.5
6
5.5
s 5
c
4.5
c 4_
3.5
3
2.5
2
1.5
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
290
280
270
260
250
240
230
220
210
200
190
180
170
160
U
150
0 140
c
130
120
110
100
90
80
70
60
50
40
30
20
10
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 050-Year Page 8
Subbasin:2
Input Data
Area(ac) 12.9
Peak Rate Factor 484
Weighted Curve Number 69.36
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.38 D 79
Woods,Fair 5.59 B 60
Woods,Fair 4.96 C 73
Urban industrial,72%imp 0.97 C 91
Composite Area&Weighted CN 12.9 69.36
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
tvbnning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.11 0 0
Computed Flow lime(mm): 15.82 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 461.67 0 0
Slope(%): 4.44 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.05 0 0
Computed Flow-rime(min): 7.33 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nsnning's Roughness: 0.035 0.025 0
Flow length(ft): 307.134 463.446 0
Channel Slope(%): 2.93 3.21 0
Cross Section Area OP): 6.5 9 0
Wetted Perimeter(ft): 13.15 9.85 0
Velocity(ft/sec): 4.56 10.05 0
Computed Flow Time(min): 1.12 0.77 0
Total IOC(min) 25.04
Subbasin RunoffResults
Total Rainfall(in) 6.46
Total Runoff(in) 3.11
Peak l unoff(cfs) 39.16
Weighted Curve Number 69.36
Time of Concentration(days hh:mm:ss) 0 00:25:02

Pre-Development 050-Year Page 9
Subbasin:2
Rainfall Intensity Graph
9.5
9-
8.5
8
7.5
7
6.5 -
6-
5.5
5
• 4.5
c
4
3.5 -J
3
2.5
2
1.5
0.5
L 7- I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
42
40-
38-
36
34
32
30
28
26-
24
• 22
c 20-
c -
• 18
16
14
12-
10-
8
6
4
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 050-Year Page 10
Subbasin:3
Input Data
Area(ac) 9.4
Peak Rate Factor 484
Weighted Curve Number 71.25
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.35 D 79
Woods,Fair 1.89 B 60
Woods,Fair 6.17 C 73
Composite Area&Weighted CN 9.41 71.25
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
tvhnning's Roughness: 0.5 0 0
Flow length(ft): 100 0 0
Slope(%): 7 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.11 0 0
Computed Flow Time(min): 14.87 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 516.6346 0 0
Slope(%): 5.03 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.12 0 0
Computed Flow Time(min): 7.69 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nsnning's Roughness: 0.035 0.025 0
Flow Length(ft): 260.65 631.3 0
Channel Slope(%): 4.8 0.95 0
Cross Section Area(ft2): 5.5 32 0
Wetted Perimeter(ft): 5.59 17.89 0
Velocity(ft/sec): 9.23 8.56 0
Computed Flow lime(min): 0.47 1.23 0
Total TOC(min) 24.26
Subbasin RunoffRe sults
Total Rainfall(in) 6.46
Total Runoff(in) 3.3
Peak l unoff(cfs) 30.82
Weighted Curve Number 71.25
Time of Concentration(days hh:mm:ss) 0 00:24:16

Pre-Development 050-Year Page 11
Subbasin:3
Rainfall Intensity Graph
9.5
9-
8.5
8
7.5
7
6.5 -
6-
5.5
5
• 4.5
c
4
3.5 -J
3
2.5
2
1.5
0.5
L 7— I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
34
32
30
28
26
24
22
20
m
• 18
c 16
• 14
12
10
8
6
4
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 050-Year Page 12
Subbasin:4
Input Data
Area(ac) 19.12
Peak Rate Factor 484
Weighted Curve Number 71.59
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 12.98 C 73
Woods,Fair 1.97 D 79
Woods,Fair 3.2 B 60
Woods&grass combination,Fair 0.96 C 76
Composite Area&Weighted CN 19.11 71.59
Time ofConcentration
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow length(ft): 100 0 0
Slope(%): 4.5 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.06 0 0
ComputedFlowlime(min): 1.57 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0.025 0
Flow Length(ft): 1784.43 28.4281 0
Channel Slope(%): 1.61 1.75883 0
Cross Section Area(ftF): 12 12 0
Wetted Perimeter(ft): 12.65 12.65 0
Velocity(ftlsec): 6.08 7.63 0
Computed Flow lime(min): 4.89 0.06 0
Total lOC(min) 6.52
Subbasin RunoffResults
Total Rainfall(in) 6.46
Total Runoff(in) 3.33
PeakRunoff(cfs) 96.65
Weighted Curve Number 71.59
Time of Concentration(days hh:mm:ss) 0 00:06:31

Pre-Development 050-Year Page 13
Subbasin:4
Rainfall Intensity Graph
9.5
9-
8.5
8
7.5
7
6.5 -
6-
5.5
5
4.5
c
ix 4
3.5 -J
3
2.5
2
1.5
0.5
L 7- I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
100
95-
90-
85- if
80
75
70
65-
60
55-
o
50
0
c
3 45
40- —
35
30-
25-
20
15-
10-
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 050-Year Page 14
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Ivfinning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (m) (cfs)
1 Link-07 372.12 0.00 -732.50 0.00 -726.00 0.00 0.0000 Dummy 0.000 0.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1

Pre-Development 050-Year Page 15
Pipe Results
SNElement Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) ($/sec) (min) ($) (min)
1 L nk-07 365.11 0 12:10 0.00 0.00 0.00 0.00 0.00 0.00

Pre-Development 100-Year Page 1
Project Description
File Name 31296.0001-Pre.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)Ivvthod SCS TR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Tune Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
ery
Rain Gages 1
Subbasins 4
Nodes 2
Junctions 1
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 0
Imlcs 1
Channels 0
Pipes 1
Pumps 0
Orifices 0
Wens 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 lime Series 1S-100 Intensity inches User Defined

Pre-Development 100-Year Page 2
Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 1 70.85 484.00 79.59 7.20 4.83 342.47 315.93 0 00:27:42
2 2 12.90 484.00 69.36 7.20 3.72 47.93 46.84 0 00:25:02
3 3 9.40 484.00 71.25 7.20 3.92 36.85 36.84 0 00:24:15
4 4 19.12 484.00 71.59 7.20 3.96 75.65 114.79 0 00:06:31

Pre-Development 100-Year Page 3
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak vhxHGL Max Mn Time of Total Total Time
ID Type Elevation (Ivhx) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft') (cfe) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 5-Jun Junction 732.50 9999.00 732.50 9999.00 1.00 428.62 732.50 0.00 9266.50 0 00:00 0.00 0.00
2 Out-05 Outfall 726.00 428.62 726.00

Pre-Development 100-Year Page 4
link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total lime Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) ($/sec) (ft) (min)
1 Link-07 Pipe 5-Jun Out-05 372.12 0.00 0.00 0.0000 0.000 0.0130 428.62 0.00 0.00 0.00 0.00 0.00 0.00

Pre-Development 100-Year Page 5
Subbas in Hydrology
Subbasin:1
Input Data
Area(ac) 70.85
Peak Rate Factor 484
Weighted Curve Number 79.59
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Pond 5.33 D 98
<50%grass cover,Poor 0.86 B 79
Pasture,grassland,or range,Fair 18.42 C 79
Urban commercial,85%imp 2.61 C 94
Woods,Fair 11.11 C 73
Pasture,grassland,or range,Fair 1.56 D 84
Brush,Good 3.32 D 73
Urban commercial,85%imp 0.6 D 95
Woods,Fair 6.23 D 79
>75%grass cover,Good 17.3 C 74
Urban commercial,85%imp 2.38 C 94
Paved parking&roofs 1.12 D 98
Composite Area&Weighted CN 70.84 79.59
Time of Concentration
1OC tvkthod:SCS 1R 55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(SP0.4))
Where:
Tc=Time of Concentration(hr)
n =Muffling's roughness
]f=Flow Length(it)
P=2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(SP0.5)(unpaved surface)
V=20.3282*(SP0.5)(paved surface)
V=15.0*(SP0.5)(grassed waterway surface)
V=10.0*(SP0.5)(nearlybare&unfilled surface)
V=9.0*(SP`0.5)(cultivated straight rows surface)
V=7.0*(SP`0.5)(short grass pasture surface)
V=5.0*(SP0.5)(woodland surface)
V=2.5*(Sf"0.5)(forestw/heavy litter surface)
Tc=(Lf/y/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=How Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf`0.5))/n
R=Aq/Wp
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(he)
Lf=How Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Nhnning's roughness

Pre-Development 100-Year Page 6
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 5.25 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.1 0 0
Computed Flow Time(min): 16.69 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 374.084 0 0
Slope(%): 2.27 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.75 0 0
ComputedFlowlime(min): 8.31 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0.025 0
Flow Length(ft): 459.068 389.48 0
Channel Slope(%): 2.396 1.284 0
Cross Section Area(ft'): 8.3 16.63 0
Wetted Perimeter(ft): 13.5 26.947 0
Velocity(ft/sec): 5.56 4.9 0
Computed Flow Time(min): 1.38 1.33 0
Total TOC(min) 27.70
Subbasin RunoffRe sults
Total Rainfall(in) 7.2
Total Runoff(in) 4.83
PeakRunoff(cfs) 315.93
Weighted Curve Number 79.59
Time of Concentration(days hh:mm:ss) 0 00:27:42

Pre-Development 100-Year Page 7
Subbas in:1
Rainfall Intensity Graph
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
5 ,
m
4.5 .
• 4
3.5 .
3 .
2.5 .
2 .
1.5
1
0.5
- L J I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
340
320
300
280
260
240
220
200
w -
• 180
c 160
z
0_ 140
120
100
80
60
40
20
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 100-Year Page 8
Subbasin:2
Input Data
Area(ac) 12.9
Peak Rate Factor 484
Weighted Curve Number 69.36
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.38 D 79
Woods,Fair 5.59 B 60
Woods,Fair 4.96 C 73
Urban industrial,72%imp 0.97 C 91
Composite Area&Weighted CN 12.9 69.36
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
tvbnning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 6 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.11 0 0
Computed Flow lime(mm 15.82 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 461.67 0 0
Slope(%): 4.44 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.05 0 0
Computed Flow-rime(min): 7.33 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nsnning's Roughness: 0.035 0.025 0
Flow length(ft): 307.134 463.446 0
Channel Slope(%): 2.93 3.21 0
Cross Section Area(ft'): 6.5 9 0
Wetted Perimeter(ft): 13.15 9.85 0
Velocity(ft/sec): 4.56 10.05 0
Computed Flow Time(min): 1.12 0.77 0
Total IOC(min) 25.04
Subbasin RunoffRe sults
Total Rainfall(in) 7.2
Total Runoff(in) 3.72
Peak l unoff(cfs) 46.84
Weighted Curve Number 69.36
Time of Concentration(days hh:mm:ss) 0 00:25:02

Pre-Development 100-Year Page 9
Subbasin:2
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
t 6
c
5.5
5
c -
4
3.5
3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
50
48-
46-
44
42-
40
38
36
34
32-
30
w 28-
P6_
o 24
K 22
20-
12
10
8-
4.
6- /1
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 100-Year Page 10
Subbasin:3
Input Data
Area(ac) 9.4
Peak Rate Factor 484
Weighted Curve Number 71.25
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 1.35 D 79
Woods,Fair 1.89 B 60
Woods,Fair 6.17 C 73
Composite Area&Weighted CN 9.41 71.25
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
tvhnning's Roughness: 0.5 0 0
Flow length(ft): 100 0 0
Slope(%): 7 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.11 0 0
Computed Flow Time(min): 14.87 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 516.6346 0 0
Slope(%): 5.03 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.12 0 0
Computed Flow Time(min): 7.69 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nsnning's Roughness: 0.035 0.025 0
Flow Length(ft): 260.65 631.3 0
Channel Slope(%): 4.8 0.95 0
Cross Section Area(ft2): 5.5 32 0
Wetted Perimeter(ft): 5.59 17.89 0
Velocity(ft/sec): 9.23 8.56 0
Computed Flow lime(min): 0.47 1.23 0
Total TOC(min) 24.26
Subbasin RunoffRe sults
Total Rainfall(in) 7.2
Total Runoff(in) 3.92
Peak l unoff(cfs) 36.84
Weighted Curve Number 71.25
Time of Concentration(days hh:mm:ss) 0 00:24:16

Pre-Development 100-Year Page 11
Subbasin:3
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
t 6
c
5.5
m 5
c
4.5
4
3.5
3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
38
36
34 T �,
32-
30-
28-
26-
24-
22
w
20
c 18-
c
K 16_
14-
12
10
8
6
4
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 100-Year Page 12
Subbasin:4
Input Data
Area(ac) 19.12
Peak Rate Factor 484
Weighted Curve Number 71.59
Rain Gage ID Rain Gage-001
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 12.98 C 73
Woods,Fair 1.97 D 79
Woods,Fair 3.2 B 60
Woods&grass combination,Fair 0.96 C 76
Composite Area&Weighted CN 19.11 71.59
Time of Concentration
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow length(ft): 100 0 0
Slope(%): 4.5 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.06 0 0
ComputedFlowlime(min): 1.57 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0.025 0
Flow Length(ft): 1784.43 28.4281 0
Channel Slope(%): 1.61 1.75883 0
Cross Section Area(ftF): 12 12 0
Wetted Perimeter(ft): 12.65 12.65 0
Velocity(ftlsec): 6.08 7.63 0
Computed Flow lime(min): 4.89 0.06 0
Total lOC(min) 6.52
Subbasin Runoff Results
Total Rainfall(in) 7.2
Total Runoff(in) 3.96
PeakRunoff(cfs) 114.79
Weighted Curve Number 71.59
Time of Concentration(days hh:mm:ss) 0 00:06:31

Pre-Development 100-Year Page 13
Subbasin:4
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
t 6
c
5.5
m 5
c -
4.5
4
3.5
3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
120
115
15-
105
100
95
90
85
80
75
70
w
0 65
60
0
S 55
K 50
45
40
35
30-
25
20
15-
10
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Pre-Development 100-Year Page 14
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Ivfinning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (m) (cfs)
1 Link-07 372.12 0.00 -732.50 0.00 -726.00 0.00 0.0000 Dummy 0.000 0.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1

Pre-Development 100-Year Page 15
Pipe Results
SNElement Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) ($/sec) (min) ($) (min)
1 L nk-07 428.62 0 12:10 0.00 0.00 0.00 0.00 0.00 0.00

HT
THOMAS
&
HUTTON
Stormwater Management Report
Grace Church Road Industrial
Salisbury, Rowan County, North Carolina
Appendix C
Proposed Conditions SSA Reports
J - 31296.0001
April 2024
Thomason dhutton.com

Post-Development 1 inch Page 1
Project Description
File Name 31296.0001-Post.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)Ivvthod SCS TR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 8
Nodes 11
Junctions 8
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 2
Links 14
Channels 3
Pipes 5
Pumps 0
Orifices 3
Wens 3
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 lime Series 1S-1" Cumulative inches 0.00

Post-Development 1 inch Page 2
Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 1 1.20 484.00 73.57 1.00 0.02 0.02 0.00 0 00:06:00
2 2 49.28 484.00 81.21 1.00 0.10 4.98 2.16 0 00:31:49
3 3 5.87 484.00 67.09 1.00 0.00 0.00 0.00 0 00:06:00
4 4 5.68 484.00 73.92 1.00 0.02 0.13 0.01 0 00:06:00
5 5 20.06 484.00 74.21 1.00 0.03 0.50 0.06 0 00:06:31
6 6 19.13 484.00 94.00 1.00 0.50 9.64 14.85 0 00:06:00
7 7 10.20 484.00 75.10 1.00 0.03 0.32 0.04 0 00:26:22
8 8 0.84 484.00 98.00 1.00 0.79 0.66 0.97 0 00:06:00

Post-Development 1 inch Page 3
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak MaxHGL Max Mm Tnne of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) OP) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 Channell Junction 748.00 999.00 748.00 999.00 1.00 2.17 748.28 0.00 250.72 0 00:00 0.00 0.00
2 Channel2 Junction 743.00 999.00 743.00 999.00 0.00 2.31 743.29 0.00 255.71 0 00:00 0.00 0.00
3 OCS-01 Junction 735.50 741.50 735.50 741.50 0.00 0.03 735.53 0.00 5.97 0 00:00 0.00 0.00
4 SiteOutfall Junction 728.00 999.00 728.00 999.00 1.00 1.91 728.22 0.00 270.78 0 00:00 0.00 0.00
5 Subl Junction 765.02 999.00 765.02 999.00 0.00 0.00 765.04 0.00 233.96 0 00:00 0.00 0.00
6 Sub2 Junction 750.04 999.00 750.04 999.00 0.00 2.15 750.27 0.00 248.73 0 00:00 0.00 0.00
7 Sub3 Junction 748.88 757.17 748.88 999.00 1.00 0.00 748.88 0.00 8.29 0 00:00 0.00 0.00
8 Sub4 Junction 746.58 752.95 746.58 999.00 1.00 0.01 746.68 0.00 6.27 0 00:00 0.00 0.00
9 Out-Ol Outfall 726.00 1.78 726.24
10 Pond-01 Storage Node 735.50 741.50 735.50 1.00 14.51 736.80 0.00 0.00
11 Pond-02 Storage Node 758.00 762.00 758.00 1.00 0.97 758.26 0.00 0.00

Post-Development 1 inch Page 4
link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ PeakFlow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity DesignFlow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Culvert Pipe Sub2 Channell 88.35 750.04 748.99 1.1900 48.000 0.0150 2.14 355.14 0.01 1.74 0.18 0.04 0.00 Calculated
2 OCS-01-Outfall Pipe OCS-01 SiteOutfall 100.00 735.50 728.00 7.5000 30.000 0.0150 0.03 97.35 0.00 2.81 0.12 0.05 0.00 Calculated
3 Pipe-01 Pipe Subl Channell 108.46 765.02 762.81 2.0400 18.000 0.0150 0.00 13.00 0.00 1.06 0.01 0.01 0.00 Calculated
4 Pipe-02 Pipe Sub3 Channell 138.00 750.00 749.62 0.2800 24.000 0.0150 0.00 10.29 0.00 0.00 0.00 0.00 0.00 Calculated
5 Pipe-03 Pipe Sub4 Channel2 409.00 746.58 745.71 0.2100 30.000 0.0150 0.01 16.40 0.00 0.52 0.06 0.02 0.00 Calculated
6 Channel-01 Channel Channell Channel2 389.00 748.00 743.00 1.2900 48.240 0.0320 2.31 2792.46 0.00 1.99 0.27 0.07 0.00
7 Channel-02 Channel Channel2 SiteOutfall 1441.00 743.00 728.00 1.0400 48.240 0.0320 1.84 2512.98 0.00 1.59 0.25 0.06 0.00
8 Channel-03 Channel SiteOutfall Out-01 100.00 728.00 726.00 2.0000 48.240 0.0320 1.78 3483.30 0.00 1.42 0.23 0.06 0.00
9 Orifice-01 Orifice Pond-01 OCS-01 735.50 735.50 1.000 0.03
10 Orifice-02 Orifice Pond-02 Channell 758.00 748.00 1.000 0.01
11 Rim-01 Orifice Pond-01 OCS-01 735.50 735.50 48.000 0.00
12 Spillway-0O1 Weir Pond-Ol SiteOutfall 735.50 728.00 0.00
13 Spillway-02 Weir Pond-02 Channell 758.00 748.00 0.00
14 Weir-Ol Weir Pond-Ol OCS-01 735.50 735.50 0.00

Post-Development 1 inch Page 5
Subbas in Hydrology
Subbasin:1
Input Data
Area(ac) 1.2
Peak Rate Factor 484
Weighted Curve Number 73.57
Rain Gage ID Rain Gage-01
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.52 C 73
>75%grass cover,Good 0.68 C 74
Composite Area&Weighted CN 1.2 73.57
Time ofConcentration
TOC Ivkthod:SCS TR 55
Sheet Flow Equation:
Tc=(0.007*((n*If)^0.8))/((P^0.5)*(Sf`0.4))
Where:
Tc=Time of Concentration(hr)
n =Ivlanning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf`0.5)(unpaved surface)
V=20.3282*(Sf`0.5)(paved surface)
V=15.0*(Sf`0.5)(grassed waterway surface)
V=10.0*(Sf`0.5)(nearlybare&untffied surface)
V=9.0*(S14.5)(cultivated straight rows surface)
V=7.0*(S14.5)(short grass pasture surface)
V=5.0*(S14.5)(woodland surface)
V=2.5*(Sl"0.5)(forest w/heavy litter surface)
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(SF 0.5))/n
R=Aq/Wp
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Rf=Flow Length(It)
R=Hydraulic Radius(ft)
Pq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Ivhnning's roughness
User-Defined'IOC override(minutes):5
Subbasin RunoffRe sults
Total Rainfall(in) 1
Total Runoff(in) 0.02
Peak R unoff(cfs) 0

Post-Development 1 inch Page 6
Weighted Curve Number 73.57
Time of Concentration(days hh:mm:ss) 000:05:00

Post-Development 1 inch Page 7
Subbas in:1
Rainfall Intensity Graph
1.4
1.35 1.3
1.25
1.2
1.15 -
1.1
1.05
1
0.95 _
0.9
0.85
t 0.8
c 0.75
m
0.7 .
0.65
0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25 -
0.2
0.15
0.1
0.05
k
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
0.003
0.003
0.003_
0.003
0.003
0.003
0.003
0.003
0.002
0.002
41)30.002
w0.002
0
50.002
0.002
0.002-
0.002— —,
0.002
0.002-
0.001-
0.001
0.001
0.001-
0.001-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 1 inch Page 8
Subbasin:2
Input Data
Area(ac) 49.28
Peak Rate Factor 484
Weighted Curve Number 81.21
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
pond 5.34 - 99
<50%grass cover,Poor 0.86 B 79
>75%grass cover,Good 16.97 C 74
Pavedparking&roofs 2.16 C 98
Woods,Fair 3.39 C 73
Pasture,grassland,or range,Fair 1.55 D 84
Brush,Fair 3.32 D 77
Paved parking&roofs 0.6 D 98
Woods,Fair 0.54 D 79
>75%grass cover,Good 11.06 D 80
Paved parking&roofs 2.38 C 98
Brush,Fair 1.12 D 77
Composite Area&Weighted CN 49.29 81.21
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flowlength(ft): 100 0 0
Slope(%): 3 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.08 0 0
Computed Flow Time(min): 20.87 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow length(ft): 712.71 0 0
Slope(%): 3 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 1.21 0 0
Computed Flow Time(min): 9.82 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0 0
Flowlength(ft): 1410 0 0
Channel Slope(%): 2 0 0
Cross Section Area(ft'): tO 0 0
Wetted Perimeter(ft): 2 0 0
Velocity(ft/sec): 20.54 0 0
Computed Flow Time(min): 1.14 0 0
Total TOC(min) 31.83
Subbasin RunoffResults
Total Rainfall(in) 1
Total Runoff(in) 0.1
PeakRunoff(cB) 2.16
Weighted Curve Number 81.21
Time of Concentration(days hh:mm:ss) 0 00:31:50

Post-Development 1 inch Page 9
Subbasin:2
Rainfall Intensity Graph
1.45
1.4
1.35
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
• 0.85
t 0.8 .
c
0.75
m 0.7
0.65
IX 0.6
0.55
0.5
0.45_0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
2.3
2.2
2.1-
2
1.9-
1.8
1.7
1.6-
1.5
1.4
w 1.3-
1.2
g 1.1
II• 1
0.9
0.8-
0.7
0.6
0.2-
0.1_
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 1 inch Page 10
Subbasin:3
Input Data
Area(ac) 5.87
Peak Rate Factor 484
Weighted Curve Number 67.09
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 1.18 C 74
Paved parking&roofs 0.13 C 98
Woods,Fair 1.43 C 73
Woods,Good 0.1 D 77
Woods,Fair 3.04 B 60
Composite Area&Weighted CN 5.88 67.09
Time ofConcentration
User-Defined TOC override(minutes):5.00
Subbasin RunoffRe sults
Total Rainfall(in) 1
Total Runoff(in) 0
Peak Runoff(cfs) 0
Weighted Curve Number 67.09
Time of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 1 inch Page 11
Subbasin:3
Rainfall Intensity Graph
1.45_
1.4
1.35
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
0.85
t 0.8
c
0.75
m 0.7
0.65
IX 0.6_
0.55_
0.5
0.45_0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05_
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
0.001
0.001
0.001-
0.001-
0.001
0.001
0.001-
0.001
0.001-
w0.001 .
o
w0.001 - - - - -
0
c
0.000
0.000
0.000
0.000 •
0.000
0.000 - - - - -
0.000
0.000
0 • -
0 i . . i . .
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 1 inch Page 12
Subbasin:4
Input Data
Area(ac) 5.68
Peak Rate Factor 484
Weighted Curve Number 73.92
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.09 B 60
Woods,Fair 2.3 C 73
Paved parking&roofs 1.29 D 98
Composite Area&Weighted CN 5.68 73.92
Time of Concentration
User-Defined TOC override(minutes):5
Subbasin RunoffRe sults
Total Rainfall(in) 1
Total Runoff(in) 0.02
PeakRunoff(cfs) 0.01
Weighted Curve Number 73.92
Time of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 1 inch Page 13
Subbasin:4
Rainfall Intensity Graph
1.45_
1.4
1.35
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
0.85
t 0.8 .
c
0.75
m 0.7
0.65
IX 0.6_
0.55_
0.5
0.45_0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05_
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
0.015
0.015 — - —
0.014
0.014
0.013
0.013
0.012
0.012
0.011
0.011
0.01
0.01
No.009
(50.009
0.008
0
0.008
K 0.007
0.007
0.006
0.006
0.005
0.004
0.004
0.004
0.003
0.003
0.002
0.002
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 1 inch Page 14
Subbasin:5
Input Data
Area(ac) 20.06
Peak Rate Factor 484
Weighted Curve Number 74.21
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 6.48 D 79
Woods,Fair 7.67 C 73
Woods,Fair 1.38 B 60
Woods&grass combination,Good 0.96 C 72
3.57 - 74.21
Composite Area&Weighted CN 20.06 74.21
Time of Concentration
User-Defined TOC override(minutes):6.52
Subbasin RunoffResults
Total Rainfall(in) 1
Total Runoff(in) 0.03
Peak Runoff(cfs) 0.06
Weighted Curve Number 74.21
Time of Concentration(days hh:mm:ss) 0 00:06:31

Post-Development 1 inch Page 15
Subbasin:5
Rainfall Intensity Graph
1.45_
1.4
1.35
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
0.85
t 0.8 .
c
0.75
m 0.7
0.65
IX 0.6_
0.55_
0.5
0.45_0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05_
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
0.058
0.056 - -
0.054 -
0.052
0.05
0.048
0.046
0.044 -
0.042
0.04
0.038
0.036
-A.034 14-\\MN11111
00.032
w 0.03
'0.028
if0.026
0.024
0.022
0.02
0.018
0.016
0.014
0.012
0.01
0.008
0.006
0.004
0.002
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 1 inch Page 16
Subbasin:6
Input Data
Area(ac) 19.13
Peak Rate Factor 484
Weighted Curve Number 94
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Urban commercial,85%imp 19.13 C 94
Composite Area&Weighted CN 19.13 94
Time ofConcentration
User-Defined'IOC override(minutes):5.00
Subbasin RunoffRe sults
Total Rainfall(in) 1
Total Runoff(in) 0.5
Peak Runoff(cfs) 14.85
Weighted Curve Number 94
lime of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 1 inch Page 17
Subbasin:6
Rainfall Intensity Graph
1.45
1.4
1.35
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
• 0.85
t• 0.8 .
c
0.75
m 0.7
0.65
IX 0.6
0.55
0.5
0.45_0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
15.5
15
14.5 --1
14
13.5
13
12.5
12
11.5
11
10.5
10
9.5
- 9 -
w 8.5
8 -
O 7.5
c 7
• 6.5
6
5.5
5
4.5
4 -
3.5 -
3 -
2.5 -
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 1 inch Page 18
Subbasin:7
Input Data
Area(ac) 10.2
Peak Rate Factor 484
Weighted Curve Number 75.1
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.06 C 73
Woods,Fair 2.65 D 79
>75%grass cover,Good 5.49 C 74
Composite Area&Weighted CN 10.2 75.1
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 5.25 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.1 0 0
Computed Flow Time(min): 16.69 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 374 0 0
Slope(%): 2.27 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.75 0 0
Computed Flow Time(min): 8.31 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nbnning's Roughness: 0.03 0 0
Flow Length(ft): 459 0 0
Channel Slope(%): 2.396 0 0
Cross Section Area(ft2): 8.3 0 0
Wetted Perimeter(ft): 13.5 0 0
Velocity(ft/sec): 5.56 0 0
Computed Flow lime(min): 1.38 0 0
Total TOC(min) 26.37
Subbasin RunoffRe sults
Total Rainfall(in) 1
Total Runoff(in) 0.03
Peak Runoff(cfs) 0.04
Weighted Curve Number 75.1
Time of Concentration(days hh:mm:ss) 0 00:26:22

Post-Development 1 inch Page 19
Subbasin:7
Rainfall Intensity Graph
1.45_
1.4
1.35
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
0.85
t 0.8
c
0.75
m 0.7
0.65
IX 0.6_
0.55_
0.5
0.45_0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05_
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
0.042
0.04 -
0.038 /
11\Lutt\_1_uu\
0.036
0.034
0.032-
0.03
0.028
0.026
w0.024-
U -
w0.022
1
s 0.02
Ce0.018-
0.016
0.014-
0.012-
0.01
0.008-
0.006-
0.004
0.002-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 1 inch Page 20
Subbasin:8
Input Data
Area(ac) 0.84
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.84 C 98
Composite Area&Weighted CN 0.84 98
Time of Concentration
User-Defined'IOC override(minutes):5
Subbasin RunoffResults
Total Rainfall(in) 1
Total Runoff(in) 0.79
Peak Runoff(cfs) 0.97
Weighted Curve Number 98
lime of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 1 inch Page 21
Subbasin:8
Rainfall Intensity Graph
1.45_
1.4
1.35
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
0.85
t 0.8 .
c
0.75
m 0.7
0.65
IX 0.6_
0.55_
0.5
0.45_0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
1.05
1-
0.95-
0.9
0.85
0.8
0.75
0.7
0.65-
w 0.6-
0.55
0.5
z
K 0.45
0.4
0.35
0.3-
0.25-
0.2
0.15
0.1
0.05-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 1 inch Page 22
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Fait/Bend Additional Initial Flap
ID Invert Invert Invert Invert Lop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (cfs)
1 Channe1-01 389.00 748.00 0.00 743.00 0.00 5.00 1.2900 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No
2 Channel-02 1441.00 743.00 0.00 728.00 0.00 15.00 1.0400 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No
3 Channel-03 100.00 728.00 0.00 726.00 0.00 2.00 2.0000 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No

Post-Development 1 inch Page 23
Channel Results
SN Element Peak Time of DesignFlow PeakFlow/ PeakFlow Travel PeakFlow PeakFlow Totallime Froude Reported
ID Flow PeakFlow Capacity DasignFlow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cis) (ft/sec) (min) (ft) (min)
1 Channe1-01 2.31 0 12:28 2792.46 0.00 1.99 3.26 0.27 0.07 0.00
2 Channel-02 1.84 0 12:44 2512.98 0.00 1.59 15.10 0.25 0.06 0.00
3 Channel-03 1.78 0 12:53 3483.30 0.00 1.42 1.17 0.23 0.06 0.00

Post-Development 1 inch Page 24
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameteror Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(It) (ft) (ft) (ft) (ft) (ft) (%) (in) (m) (cfs)
1 Culvert 88.35 750.04 0.00 748.99 0.99 1.05 1.1900 Rectangular 48.000 84.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 OCS-01-Outfall 100.00 735.50 0.00 728.00 0.00 7.50 7.5000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
3 Pipe-01 108.46 765.02 0.00 762.81 14.81 2.21 2.0400 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
4 Pipe-02 138.00 750.00 1.12 749.62 1.62 0.38 0.2800 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
5 Pipe-03 409.00 746.58 0.00 745.71 2.71 0.87 0.2100 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Post-Development 1 inch Page 25
Pipe Results
SN Bement Peak Time of DesignFlow PeakFlow/ PeakFlow Travel PeakFlow PeakFlow TotalTime Froude Reported
ID Flow PeakFlow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Culvert 2.14 0 12:25 355.14 0.01 1.74 0.85 0.18 0.04 0.00 Calculated
2 OCS-01-Outfall 0.03 1 00:00 97.35 0.00 2.81 0.59 0.12 0.05 0.00 Calculated
3 Pipe-Ol 0.00 0 15:37 13.00 0.00 1.06 1.71 0.01 0.01 0.00 Calculated
4 Pipe-02 0.00 0 00:00 10.29 0.00 0.00 0.00 0.00 0.00 Calculated
5 Pipe-03 0.01 0 15:10 16.40 0.00 0.52 13.11 0.06 0.02 0.00 Calculated

Post-Development 1 inch Page 26
Storage Nodes
Storage Node:Pond-01
Input Data
Invert Elevation(ft) 735.50
Max(Rim)Elevation(ft) 741.50
Max(Rim)Offset(ft) 6.00
Initial Water Elevation(ft) 735.50
Initial Water Depth(ft) 0.00
Ponded Area(ft5) 1.00
Evaporation Loss 0.00
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(It) (ft) (It) (ft)
1 Spillway-Ol Trapezoidal No 740.50 5.00 20.00 1.00 3.33
2 Weir-Ol Rectangular No 738.00 2.50 4.00 2.50 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(m) (in) (m) (ft)
1 Orifice-01 Side CIRCULAR No 1.00 733.00 0.61
2 Rim-01 Bottom Rectangular No 48.00 48.00 740.50 0.63
Output Summary Results
Peak Inflow(cfs) 14.51
Peak Lateral Inflow(cfs) 14.51
PeakOutflow(cfs) 0.03
Peak Ead'iltration Flow Rate(cfm) 0
MaxHGLFevation Attained(ft) 736.8
Max HGLDepth Attained(ft) 1.3
Average HGLElevation Attained(ft) 736.06
Average HGLDepth Attained(ft) 0.56
Time of MaxHGLOccurrence(days hh:mm) 1 00:00
Total Exfiltration Volume(1000-fl3) 0
Total Hooded Volume(ac-in) 0
Total lime Flooded(min) 0
Total Retention lime(sec) 0

Post-Development 1 inch Page 27
Storage Node:Pond-02
Input Data
Invert Elevation(ft) 758.00
Max(Rim)Elevation(ft) 762.00
Max(Rim)Offset(ft) 4.00
Initial Water Elevation(ft) 758.00
Initial Water Depth(ft) 0.00
Ponded Area(ft) 1.00
Evaporation Loss 0.00
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (It) (ft)
1 Spillway-02 llapezoidal No 761.00 3.00 20.00 1.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(m) (m) (in) (ft)
1 Orifice-02 Side CIRCULAR No 1.00 755.50 0.61
Output Summary Results
Peak Inflow(cfs) 0.97
Peak Lateral Inflow(cfs) 0.97
PeakOutflow(cfs) 0.01
Peak Eadiltration Flow Rate(cfm) 0
Max HGLElevation Attained(ft) 758.26
Max HGLDepth Attained(ft) 0.26
Average HGLElevation Attained(ft) 758.13
Average HGLDepth Attained(ft) 0.13
Time of MaxHGLOccurrence(days hh:mm) 0 19:12
Total Exfiltration Volume(1000-00 0
Total Hooded Volume(ac-in) 0
Total lime Flooded(min) 0
Total Retention Time(sec) 0

Post-Development 002-Year Page 1
Project Description
File Name 31296.0001-Post.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)Ivvthod SCS'IR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Tune Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 8
Nodes 11
Junctions 8
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 2
Links 14
Channels 3
Pipes 5
Pumps 0
Orifices 3
Wens 3
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 Time Series 1S-02 Intensity inches North Carolina Rowan 2.00 3.32 SCS Type ll24-hr

Post-Development 002-Year Page 2
Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 1 1.20 484.00 73.57 3.32 1.09 1.31 1.95 0 00:06:00
2 2 49.28 484.00 81.21 3.32 1.58 77.81 65.82 0 00:31:49
3 3 5.87 484.00 67.09 3.32 0.76 4.43 6.06 0 00:06:00
4 4 5.68 484.00 73.92 3.32 1.11 6.32 9.42 0 00:06:00
5 5 20.06 484.00 74.21 3.32 1.13 22.67 33.28 0 00:06:31
6 6 19.13 484.00 94.00 3.32 2.66 50.88 74.48 0 00:06:00
7 7 10.20 484.00 75.10 3.32 1.18 12.06 11.03 0 00:26:22
8 8 0.84 484.00 98.00 3.32 3.09 2.58 3.53 0 00:06:00

Post-Development 002-Year Page 3
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak MaxHGL Max Mm Tnne of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) OP) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 Channell Junction 748.00 999.00 748.00 999.00 1.00 77.36 748.93 0.00 250.07 0 00:00 0.00 0.00
2 Channel2 Junction 743.00 999.00 743.00 999.00 0.00 79.92 743.97 0.00 255.03 0 00:00 0.00 0.00
3 OCS-01 Junction 735.50 741.50 735.50 741.50 0.00 15.68 736.22 0.00 5.28 0 00:00 0.00 0.00
4 SiteOutfall Junction 728.00 999.00 728.00 999.00 1.00 97.33 728.95 0.00 270.05 0 00:00 0.00 0.00
5 Subl Junction 765.02 999.00 765.02 999.00 0.00 1.86 765.43 0.00 233.57 0 00:00 0.00 0.00
6 Sub2 Junction 750.04 999.00 750.04 999.00 0.00 64.39 752.33 0.00 246.67 0 00:00 0.00 0.00
7 Sub3 Junction 748.88 757.17 748.88 999.00 1.00 6.03 751.19 0.00 5.98 0 00:00 0.00 0.00
8 Sub4 Junction 746.58 752.95 746.58 999.00 1.00 8.97 748.02 0.00 4.93 0 00:00 0.00 0.00
9 Out-Ol Outfall 726.00 96.80 726.93
10 Pond-01 Storage Node 735.50 741.50 735.50 1.00 73.83 739.11 0.00 0.00
11 Pond-02 Storage Node 758.00 762.00 758.00 1.00 3.51 759.04 0.00 0.00

Post-Development 002-Year Page 4
link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Tune Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity DesignFlow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Culvert Pipe Sub2 Channell 88.35 750.04 748.99 1.1900 48.000 0.0150 64.37 355.14 0.18 5.59 1.64 0.41 0.00 Calculated
2 OCS-01-Outfall Pipe OCS-01 SiteOutfall 100.00 735.50 728.00 7.5000 30.000 0.0150 15.68 97.35 0.16 11.07 0.83 0.33 0.00 Calculated
3 Pipe-01 Pipe Subl Channell 108.46 765.02 762.81 2.0400 18.000 0.0150 1.86 13.00 0.14 5.02 0.39 0.26 0.00 Calculated
4 Pipe-02 Pipe Sub3 Channell 138.00 750.00 749.62 0.2800 24.000 0.0150 5.99 10.29 0.58 3.69 1.03 0.51 0.00 Calculated
5 Pipe-03 Pipe Sub4 Channel2 409.00 746.58 745.71 0.2100 30.000 0.0150 8.82 16.40 0.54 3.74 1.21 0.48 0.00 Calculated
6 Channel-01 Channel Channell Channel2 389.00 748.00 743.00 1.2900 48.240 0.0320 77.39 2792.46 0.03 3.23 0.95 0.24 0.00
7 Channel-02 Channel Channel2 SiteOutfall 1441.00 743.00 728.00 1.0400 48.240 0.0320 76.69 2512.98 0.03 3.05 0.96 0.24 0.00
8 Channel-03 Channel SiteOutfall Out-01 100.00 728.00 726.00 2.0000 48.240 0.0320 96.80 3483.30 0.03 4.00 0.94 0.23 0.00
9 Orifice-01 Orifice Pond-01 OCS-01 735.50 735.50 1.000 0.05
10 Orifice-02 Orifice Pond-02 Channell 758.00 748.00 1.000 0.03
11 Rim-01 Orifice Pond-01 OCS-01 735.50 735.50 48.000 0.00
12 Spillway-0O1 Weir Pond-Ol SiteOutfall 735.50 728.00 0.00
13 Spillway-02 Weir Pond-02 Channell 758.00 748.00 0.00
14 Weir-01 Weir Pond-01 OCS-01 735.50 735.50 15.63

Post-Development 002-Year Page 5
Subbas in Hydrology
Subbasin:1
Input Data
Area(ac) 1.2
Peak Rate Factor 484
Weighted Curve Number 73.57
Rain Gage ID Rain Gage-01
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.52 C 73
>75%grass cover,Good 0.68 C 74
Composite Area&Weighted CN 1.2 73.57
Time ofConcentration
TOC Ivkthod:SCS TR 55
Sheet Flow Equation:
Tc=(0.007*((n*If)^0.8))/((P^0.5)*(Sf`0.4))
Where:
Tc=Time of Concentration(hr)
n =Ivlanning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf`0.5)(unpaved surface)
V=20.3282*(Sf`0.5)(paved surface)
V=15.0*(Sf`0.5)(grassed waterway surface)
V=10.0*(Sf`0.5)(nearlybare&untffied surface)
V=9.0*(S14.5)(cultivated straight rows surface)
V=7.0*(S14.5)(short grass pasture surface)
V=5.0*(S14.5)(woodland surface)
V=2.5*(Sf 0.5)(forestw/heavy litter surface)
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(SF 0.5))/n
R=Aq/Wp
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
rf=Flow Length(It)
R=Hydraulic Radius(ft)
Pq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Ivhnning's roughness
User-Defined'IOC override(minutes):5
Subbasin RunoffRe sults
Total Rainfall(in) 3.32
Total Runoff(in) 1.09
Peak R unoff(cfs) 1.95

Post-Development 002-Year Page 6
Weighted Curve Number 73.57
Time of Concentration(days hh:mm:ss) 000:05:00

Post-Development 002-Year Page 7
Subbas in:1
Rainfall Intensity Graph
4.6
4.4-
4.2
4
3.8
3.6
3.4
3.2
3
2.8
t 2.6
c
2.4
I2 2.2 .
c
.% 2
1.8
1.6
1.4 -
1.2
—
1.
0.8 _
0.6 t4
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
2
1.9-
1.8-
1.7-
1.6
1.5
1.4
1.3-
1.2
i5 1.1-
U
1
0
0.9
0.8-
0.7
0.6-
0.5-
0.4
0.3-
0.2-
0.1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 002-Year Page 8
Subbasin:2
Input Data
Area(ac) 49.28
Peak Rate Factor 484
Weighted Curve Number 81.21
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
pond 5.34 - 99
<50%grass cover,Poor 0.86 B 79
>75%grass cover,Good 16.97 C 74
Pavedparking&roofs 2.16 C 98
Woods,Fair 3.39 C 73
Pasture,grassland,or range,Fair 1.55 D 84
Brush,Fair 3.32 D 77
Paved parking&roofs 0.6 D 98
Woods,Fair 0.54 D 79
>75%grass cover,Good 11.06 D 80
Paved parking&roofs 2.38 C 98
Brush,Fair 1.12 D 77
Composite Area&Weighted CN 49.29 81.21
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flowlength(ft): 100 0 0
Slope(%): 3 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.08 0 0
Computed Flow Time(min): 20.87 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow length(ft): 712.71 0 0
Slope(%): 3 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 1.21 0 0
Computed Flow Time(min): 9.82 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0 0
Flowlength(ft): 1410 0 0
Channel Slope(%): 2 0 0
Cross Section Area(ft'): tO 0 0
Wetted Perimeter(ft): 2 0 0
Velocity(ft/sec): 20.54 0 0
Computed Flow Time(min): 1.14 0 0
Total TOC(min) 31.83
Subbasin RunoffResults
Total Rainfall(in) 3.32
TotalRunoff(in) 1.58
Peak Runoff(cfs) 65.82
Weighted Curve Number 81.21
Time of Concentration(days hh:mm:ss) 0 00:31:50

Post-Development 002-Year Page 9
Subbasin:2
Rainfall Intensity Graph
4.8
4.6
1
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
s
c 2.6 •
- 2.4
c 2.2
Ce 2 •
1.8
1.6
1.4
1.2
1 , •
0.8
0.6
0.4
0.2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
70
65
60
55
50
45
w 40_
U
35
0
c
o
30
25-
20-
15-
10
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 002-Year Page 10
Subbasin:3
Input Data
Area(ac) 5.87
Peak Rate Factor 484
Weighted Curve Number 67.09
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 1.18 C 74
Paved parking&roofs 0.13 C 98
Woods,Fair 1.43 C 73
Woods,Good 0.1 D 77
Woods,Fair 3.04 B 60
Composite Area&Weighted CN 5.88 67.09
Time of Concentration
User-Defined TOC override(minutes):5.00
Subbasin RunoffResults
Total Rainfall(in) 3.32
Total Runoff(in) 0.76
Peak Runoff(cfs) 6.06
Weighted Curve Number 67.09
Time of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 002-Year Page 11
Subbasin:3
Rainfall Intensity Graph
4.8
4.6
1
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
s
c 2.6 •
- 2.4
c 2.2
Ce 2 •
1.8
1.6 • •
1.4
1.2
1 , •
0.8
0.6
0.4
0.2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
7
6.5
6-
5.5
5
4.5
0
3.5
0
c
o
K 3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 002-Year Page 12
Subbasin:4
Input Data
Area(ac) 5.68
Peak Rate Factor 484
Weighted Curve Number 73.92
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.09 B 60
Woods,Fair 2.3 C 73
Paved parking&roofs 1.29 D 98
Composite Area&Weighted CN 5.68 73.92
Time of Concentration
User-Defined TOC override(minutes):5
Subbasin RunoffRe sults
Total Rainfall(in) 3.32
Total Runoff(in) 1.11
PeakRunoff(cfs) 9.42
Weighted Curve Number 73.92
Time of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 002-Year Page 13
Subbasin:4
Rainfall Intensity Graph
4.8
4.6
1
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
_c
c 2.6 •
- 2.4
c 2.2
Ce 2 •
1.8
1.6 • •
1.4
1.2
1 , •
0.8
0.6
0.4
0.2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
9.5
9
8.5
8-
7.5-
7_
6.5-
6-
5.5
o w
5 -
4.5-
K 4_
3.5-
3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 002-Year Page 14
Subbasin:5
Input Data
Area(ac) 20.06
Peak Rate Factor 484
Weighted Curve Number 74.21
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 6.48 D 79
Woods,Fair 7.67 C 73
Woods,Fair 1.38 B 60
Woods&grass combination,Good 0.96 C 72
3.57 - 74.21
Composite Area&Weighted CN 20.06 74.21
Time of Concentration
User-Defined TOC override(minutes):6.52
Subbasin RunoffResults
Total Rainfall(in) 3.32
Total Runoff(in) 1.13
Peak Runoff(cfs) 33.28
Weighted Curve Number 74.21
Time of Concentration(days hh:mm:ss) 0 00:06:31

Post-Development 002-Year Page 15
Subbasin:5
Rainfall Intensity Graph
4.8
4.6
1
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
s
c 2.6 •
- 2.4
c 2.2
(X 2 , •
1.8
1.6
1.4
1.2
1 , •
0.8
0.6
0.4
0.2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
34
32
30
28
26
24
22
20
18
c 16
14
12
10
8
6
4
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 002-Year Page 16
Subbasin:6
Input Data
Area(ac) 19.13
Peak Rate Factor 484
Weighted Curve Number 94
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Urban commercial,85%imp 19.13 C 94
Composite Area&Weighted CN 19.13 94
Time ofConcentration
User-Defined'IOC override(minutes):5.00
Subbasin RunoffRe sults
Total Rainfall(in) 3.32
Total Runoff(in) 2.66
Peak Runoff(cfs) 74.48
Weighted Curve Number 94
Tame of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 002-Year Page 17
Subbasin:6
Rainfall Intensity Graph
4.8
4.6
1
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
s
c 2.6 •
- 2.4
c 2.2
Ce 2
1.8
1.6 • •
1.4
1.2
1 , •
0.8
0.6
0.4
0.2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
80
75
70
65
60
55
50
w 45
U
40
0
c
K 35
30
25
20
15
10
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 002-Year Page 18
Subbasin:7
Input Data
Area(ac) 10.2
Peak Rate Factor 484
Weighted Curve Number 75.1
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.06 C 73
Woods,Fair 2.65 D 79
>75%grass cover,Good 5.49 C 74
Composite Area&Weighted CN 10.2 75.1
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 5.25 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.1 0 0
Computed Flow Time(min): 16.69 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 374 0 0
Slope(%): 2.27 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.75 0 0
Computed Flow Time(min): 8.31 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nbnning's Roughness: 0.03 0 0
Flow Length(ft): 459 0 0
Channel Slope(%): 2.396 0 0
Cross Section Area(ft2): 8.3 0 0
Wetted Perimeter(ft): 13.5 0 0
Velocity(ft/sec): 5.56 0 0
Computed Flow lime(min): 1.38 0 0
Total TOC(min) 26.37
Subbasin RunoffRe sults
Total Rainfall(in) 3.32
Total Runoff(in) 1.18
Peak l unoff(cfs) 11.03
Weighted Curve Number 75.1
Time of Concentration(days hh:mm:ss) 0 00:26:22

Post-Development 002-Year Page 19
Subbasin:7
Rainfall Intensity Graph
4.8
4.6
1
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
s
c 2.6 •
- 2.4
c 2.2
Ce 2 , •
1.8
1.6 • •
1.4
1.2
1 , •
0.8
0.6
0.4
0.2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
12
11.5
11
10.5
10
9.5
9
8.5
8
7.5
7
w
0 6.5
6
0
5.5
K 5
4.5
4
3.5
3-
2.5
2
1.5-
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 002-Year Page 20
Subbasin:8
Input Data
Area(ac) 0.84
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.84 C 98
Composite Area&Weighted CN 0.84 98
Time ofConcentration
User-Defined'IOC override(minutes):5
Subbasin RunoffRe sults
Total Rainfall(in) 3.32
Total Runoff(in) 3.09
Peak Runoff(cfs) 3.53
Weighted Curve Number 98
Tame of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 002-Year Page 21
Subbasin:8
Rainfall Intensity Graph
4.8
4.6
1
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
s
c 2.6 •
- 2.4
c 2.2
Ce 2 , •
1.8
1.6 • •
1.4
1.2
1 , •
0.8
0.6
0.4
0.2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
3.8
3.6
3.4
3.2-
3-
2.8-
2.6
2.4-
2.2
w _
• 2 -
1.8-
• 1.6-
1.2
1
0.8
0.6
0.4
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 002-Year Page 22
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Fait/Bend Additional Initial Flap
ID Invert Invert Invert Invert Lop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (cfs)
1 Channe1-01 389.00 748.00 0.00 743.00 0.00 5.00 1.2900 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No
2 Channel-02 1441.00 743.00 0.00 728.00 0.00 15.00 1.0400 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No
3 Channel-03 100.00 728.00 0.00 726.00 0.00 2.00 2.0000 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No

Post-Development 002-Year Page 23
Channel Results
SN Element Peak Time of Design Flow PeakFlow/ PeakFlow Travel PeakFlow PeakFlow Total Time Froude Reported
ID Flow PeakFlow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) ($/sec) (min) ($) (min)
1 Channe1-01 77.39 0 12:16 2792.46 0.03 3.23 2.01 0.95 0.24 0.00
2 Channel-02 76.69 0 12:21 2512.98 0.03 3.05 7.87 0.96 0.24 0.00
3 Channel-03 96.80 0 12:22 3483.30 0.03 4.00 0.42 0.94 0.23 0.00

Post-Development 002-Year Page 24
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameteror Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(It) (ft) (ft) (ft) (ft) (ft) (%) (in) (m) (cfs)
1 Culvert 88.35 750.04 0.00 748.99 0.99 1.05 1.1900 Rectangular 48.000 84.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 OCS-01-Outfall 100.00 735.50 0.00 728.00 0.00 7.50 7.5000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
3 Pipe-01 108.46 765.02 0.00 762.81 14.81 2.21 2.0400 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
4 Pipe-02 138.00 750.00 1.12 749.62 1.62 0.38 0.2800 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
5 Pipe-03 409.00 746.58 0.00 745.71 2.71 0.87 0.2100 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Post-Development 002-Year Page 25
Pipe Results
SN Element Peak Time of DesignFlow PeakFlow/ PeakFlow Travel PeakFlow PeakFlow TotalTune Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) ($) (min)
1 Culvert 64.37 0 12:15 355.14 0.18 5.59 0.26 1.64 0.41 0.00 Calculated
2 OCS-01-Outfall 15.68 0 12:14 97.35 0.16 11.07 0.15 0.83 0.33 0.00 Calculated
3 Pipe-Ol 1.86 0 12:00 13.00 0.14 5.02 0.36 0.39 0.26 0.00 Calculated
4 Pipe-02 5.99 0 12:05 10.29 0.58 3.69 0.62 1.03 0.51 0.00 Calculated
5 Pipe-03 8.82 0 12:04 16.40 0.54 3.74 1.82 1.21 0.48 0.00 Calculated

Post-Development 002-Year Page 26
Storage Nodes
Storage Node:Pond-01
Input Data
Invert Elevation(ft) 735.50
Max(Rim)Elevation(ft) 741.50
Max(Rim)Offset(ft) 6.00
Initial Water Elevation(ft) 735.50
Initial Water Depth(ft) 0.00
Ponded Area(ft5) 1.00
Evaporation Loss 0.00
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (It) (ft)
1 Spillway-Ol Trapezoidal No 740.50 5.00 20.00 1.00 3.33
2 Weir-Ol Rectangular No 738.00 2.50 4.00 2.50 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(m) (in) (m) (ft)
1 Orifice-01 Side CIRCULAR No 1.00 733.00 0.61
2 Rim-01 Bottom Rectangular No 48.00 48.00 740.50 0.63
Output Summary Results
Peak Inflow(cfs) 73.83
Peak Lateral Inflow(cfs) 73.83
PeakOutflow(cfs) 15.68
Peak Ead'iltration Flow Rate(cfm) 0
MaxHGLFevation Attained(ft) 739.11
Max HGLDepth Attained(ft) 3.61
Average HGLElevation Attained(ft) 737.42
Average HGLDepth Attained(ft) 1.92
Time of MaxHGLOccurrence(days hh:mm) 0 12:14
Total Exfiltration Volume(1000-ft3) 0
Total Hooded Volume(ac-in) 0
Total lime Flooded(min) 0
Total Retention lime(sec) 0

Post-Development 002-Year Page 27
Storage Node:Pond-02
Input Data
Invert Elevation(ft) 758.00
Max(Rim)Elevation(ft) 762.00
Max(Rim)Offset(ft) 4.00
Initial Water Elevation(ft) 758.00
Initial Water Depth(ft) 0.00
Ponded Area(ft) 1.00
Evaporation Loss 0.00
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Spillway-02 Ttapezoidal No 761.00 3.00 20.00 1.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(m) (m) (in) (ft)
1 Orifice-02 Side CIRCULAR No 1.00 755.50 0.61
Output Summary Results
Peak Inflow(cfs) 3.51
Peak Lateral Inflow(cfs) 3.51
PeakOutflow(cfs) 0.03
Peak Eadiltration Flow Rate(cfm) 0
Max HGLElevation Attained(ft) 759.04
Max HGLDepth Attained(ft) 1.04
Average HGLElevation Attained(ft) 758.6
Average HGLDepth Attained(ft) 0.6
Time of MaxHGLOccurrence(days hh:mm) 1 00:00
Total Exfiltration Volume(1000-00 0
Total Hooded Volume(ac-in) 0
Total lime Flooded(min) 0
Total Retention Time(sec) 0

Post-Development 010-Year Page 1
Project Description
File Name 31296.0001-Post.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)Ivvthod SCS TR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 8
Nodes 11
Junctions 8
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 2
Links 14
Channels 3
Pipes 5
Pumps 0
Orifices 3
Wens 3
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 Time Series 1S-10 Intensity inches North Carolina Rowan 10.00 4.84 SCS Type ll24-hr

Post-Development 010-Year Page 2
Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 1 1.20 484.00 73.57 4.84 2.20 2.64 4.07 0 00:06:00
2 2 49.28 484.00 81.21 4.84 2.86 141.14 120.25 0 00:31:49
3 3 5.87 484.00 67.09 4.84 1.70 9.97 14.95 0 00:06:00
4 4 5.68 484.00 73.92 4.84 2.23 12.67 19.49 0 00:06:00
5 5 20.06 484.00 74.21 4.84 2.26 45.24 68.46 0 00:06:31
6 6 19.13 484.00 94.00 4.84 4.15 79.39 113.22 0 00:06:00
7 7 10.20 484.00 75.10 4.84 2.33 23.75 22.48 0 00:26:22
8 8 0.84 484.00 98.00 4.84 4.60 3.85 5.18 0 00:06:00

Post-Development 010-Year Page 3
Node Summary
SN Element Bement Invert Ground/Rim Initial Surcharge Ponded Peak M3XHGL Max Mn Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(It) (fl) (fl) (It) (IP) (cIt) (It) (It) (It) (days hh:mm) (ac-in) (min)
1 Channell Junction 748.00 999.00 748.00 999.00 1.00 145.15 749.18 0.00 249.82 0 00:00 0.00 0.00
2 Channel2 Junction 743.00 999.00 743.00 999.00 0.00 149.48 744.24 0.00 254.76 0 00:00 0.00 0.00
3 OCS-01 Junction 735.50 741.50 735.50 741.50 0.00 45.53 737.00 0.00 4.50 0 00:00 0.00 0.00
4 SiteOutfall Junction 728.00 999.00 728.00 999.00 1.00 202.51 729.29 0.00 269.71 0 00:00 0.00 0.00
5 Subl Junction 765.02 999.00 765.02 999.00 0.00 3.97 765.64 0.00 233.36 0 00:00 0.00 0.00
6 Sub2 Junction 750.04 999.00 750.04 999.00 0.00 118.66 753.52 0.00 245.48 0 00:00 0.00 0.00
7 Sub3 Junction 748.88 757.17 748.88 999.00 1.00 14.30 752.31 0.00 4.86 0 00:00 0.00 0.00
8 Sub4 Junction 746.58 752.95 746.58 999.00 1.00 18.94 748.95 0.00 4.00 0 00:00 0.00 0.00
9 Out-Ol Outfall 726.00 201.20 727.24
10 Pond-01 Storage Node 735.50 741.50 735.50 1.00 112.48 740.27 0.00 0.00
11 Pond-02 Storage Node 758.00 762.00 758.00 1.00 5.15 759.52 0.00 0.00

Post-Development 010-Year Page 4
link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow PeakFlow PeakFlow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity DesignFlow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Culvert Pipe Sub2 Channell 88.35 750.04 748.99 1.1900 48.000 0.0150 118.51 355.14 0.33 6.78 2.49 0.62 0.00 Calculated
2 OCS-01-Outfall Pipe OCS-01 SiteOutfall 100.00 735.50 728.00 7.5000 30.000 0.0150 45.54 97.35 0.47 16.22 1.39 0.56 0.00 Calculated
3 Pipe-01 Pipe Subl Channell 108.46 765.02 762.81 2.0400 18.000 0.0150 3.96 13.00 0.30 6.09 0.59 0.40 0.00 Calculated
4 Pipe-02 Pipe Sub3 Channell 138.00 750.00 749.62 0.2800 24.000 0.0150 14.34 10.29 1.39 5.08 1.68 0.84 0.00>CAPACITY
5 Pipe-03 Pipe Sub4 Channel2 409.00 746.58 745.71 0.2100 30.000 0.0150 18.22 16.40 1.11 4.53 1.88 0.76 0.00>CAPA.CITY
6 Channel-01 Channel Channell Channel2 389.00 748.00 743.00 1.2900 48.240 0.0320 144.62 2792.46 0.05 3.76 1.20 0.30 0.00
7 Channel-02 Channel Channel2 SiteOutfall 1441.00 743.00 728.00 1.0400 48.240 0.0320 145.39 2512.98 0.06 3.50 1.26 0.31 0.00
8 Channel-03 Channel SiteOutfall Out-01 100.00 728.00 726.00 2.0000 48.240 0.0320 201.20 3483.30 0.06 4.80 1.26 0.31 0.00
9 Orifice-01 Orifice Pond-01 OCS-01 735.50 735.50 1.000 0.05
10 Orifice-02 Orifice Pond-02 Channell 758.00 748.00 1.000 0.03
11 Rim-01 Orifice Pond-01 OCS-01 735.50 735.50 48.000 0.00
12 Spillway-0O1 Weir Pond-Ol SiteOutfall 735.50 728.00 0.00
13 Spillway-02 Weir Pond-02 Channell 758.00 748.00 0.00
14 Weir-01 Weir Pond-01 OCS-01 735.50 735.50 45.48

Post-Development 010-Year Page 5
Subbasin Hydrology
Subbasin:1
Input Data
Area(ac) 1.2
Peak Rate Factor 484
Weighted Curve Number 73.57
Rain Gage ID Rain Gage-01
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.52 C 73
>75%grass cover,Good 0.68 C 74
Composite Area&Weighted CN 1.2 73.57
Time ofConcentration
TOC Ivkthod:SCS TR 55
Sheet Flow Equation:
Tc=(0.007*((n*If)^0.8))/((P^0.5)*(Sf`0.4))
Where:
Tc=Time of Concentration(hr)
n =Ivlanning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf`0.5)(unpaved surface)
V=20.3282*(Sf`0.5)(paved surface)
V=15.0*(Sf`0.5)(grassed waterway surface)
V=10.0*(Sf`0.5)(nearlybare&untffied surface)
V=9.0*(S14.5)(cultivated straight rows surface)
V=7.0*(S14.5)(short grass pasture surface)
V=5.0*(S14.5)(woodland surface)
V=2.5*(Sl"0.5)(forest w/heavy litter surface)
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(SF 0.5))/n
R=Aq/Wp
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Rf=Flow Length(It)
R=Hydraulic Radius(ft)
Pq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Ivhnning's roughness
User-Defined'IOC override(minutes):5
Subbasin RunoffResults
Total Rainfall(in) 4.84
Total Runoff(in) 2.2
Peak R unoff(cfs) 4.07

Post-Development
010-Year Page 6
Weighted Curve Number 73.57
Time of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 010-Year Page 7
Subbas in:1
Rainfall Intensity Graph
7
6.5 1
6
5.5
5
4.5
t 4
c _
3.5 •
cm
Ce
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
4.2
4-
3.8-
3.6
3.4
3.2
3
2.8
2.6-
w 2.4-
2.2
c 2_
K 1.8
1.6
1.4
1.2-
1-
0.8
0.6
0.4
0.2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 010-Year Page 8
Subbasin:2
Input Data
Area(ac) 49.28
Peak Rate Factor 484
Weighted Curve Number 81.21
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
pond 5.34 - 99
<50%grass cover,Poor 0.86 B 79
>75%grass cover,Good 16.97 C 74
Pavedparking&roofs 2.16 C 98
Woods,Fair 3.39 C 73
Pasture,grassland,or range,Fair 1.55 D 84
Brush,Fair 3.32 D 77
Paved parking&roofs 0.6 D 98
Woods,Fair 0.54 D 79
>75%grass cover,Good 11.06 D 80
Paved parking&roofs 2.38 C 98
Brush,Fair 1.12 D 77
Composite Area&Weighted CN 49.29 81.21
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flowlength(ft): 100 0 0
Slope(%): 3 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.08 0 0
Computed Flow Time(min): 20.87 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow length(ft): 712.71 0 0
Slope(%): 3 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 1.21 0 0
Computed Flow Time(min): 9.82 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0 0
Flowlength(ft): 1410 0 0
Channel Slope(%): 2 0 0
Cross Section Area(ft'): tO 0 0
Wetted Perimeter(ft): 2 0 0
Velocity(ft/sec): 20.54 0 0
Computed Flow Time(min): 1.14 0 0
Total TOC(min) 31.83
Subbasin RunoffResults
Total Rainfall(in) 4.84
Total Runoff(in) 2.86
Peak Runoff(cfs) 120.25
Weighted Curve Number 81.21
Time of Concentration(days hh:mm:ss) 0 00:31:50

Post-Development 010-Year Page 9
Subbasin:2
Rainfall Intensity Graph
7.5
7- -
6.5
6
5.5
5
4.5
-
c 4
m
c 3.5
ca
3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
125
110
105-
100
95
90
85
80-
75
n 70-
65_
o 60
K 55
50-
45-
40-
35-
30
25
20-
15-
10
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 010-Year Page 10
Subbasin:3
Input Data
Area(ac) 5.87
Peak Rate Factor 484
Weighted Curve Number 67.09
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 1.18 C 74
Paved parking&roofs 0.13 C 98
Woods,Fair 1.43 C 73
Woods,Good 0.1 D 77
Woods,Fair 3.04 B 60
Composite Area&Weighted CN 5.88 67.09
Time ofConcentration
User-Defined TOC override(minutes):5.00
Subbasin RunoffRe sults
Total Rainfall(in) 4.84
Total Runoff(in) 1.7
Peak Runoff(cfs) 14.95
Weighted Curve Number 67.09
Time of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 010-Year Page 11
Subbasin:3
Rainfall Intensity Graph
7.5
7- -
6.5
6
5.5
5
4.5
-
c 4
m
c 3.5
m
• 3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
15.5
15
14.51
4
13.5
13
12.5
12
11.5
11
10.5
10
9.5
9 -
w 8.5
8 -
O 7.5
c 7
• 6.5
6
5.5
5
4.5
4 -
3.5 -
3 -
2.5 -
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 010-Year Page 12
Subbasin:4
Input Data
Area(ac) 5.68
Peak Rate Factor 484
Weighted Curve Number 73.92
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.09 B 60
Woods,Fair 2.3 C 73
Paved parking&roofs 1.29 D 98
Composite Area&Weighted CN 5.68 73.92
Time of Concentration
User-Defined TOC override(minutes):5
Subbasin RunoffResults
Total Rainfall(in) 4.84
Total Runoff(in) 2.23
PeakRunoff(cfs) 19.49
Weighted Curve Number 73.92
Time of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 010-Year Page 13
Subbas in:4
Rainfall Intensity Graph
7.5
7- —
6.5
6
5.5
5
4.5
-
c 4
m
c 3.5
m -
Ce
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
20
19-
18-
17-
16
15
14
13-
12
w 11-
o
10
o .
7 9
8-
7
6-
5-
4
3-
2-
1-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 010-Year Page 14
Subbasin:5
Input Data
Area(ac) 20.06
Peak Rate Factor 484
Weighted Curve Number 74.21
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 6.48 D 79
Woods,Fair 7.67 C 73
Woods,Fair 1.38 B 60
Woods&grass combination,Good 0.96 C 72
3.57 - 74.21
Composite Area&Weighted CN 20.06 74.21
Time of Concentration
User-Defined TOC override(minutes):6.52
Subbasin RunoffResults
Total Rainfall(in) 4.84
Total Runoff(in) 2.26
Peak Runoff(cfs) 68.46
Weighted Curve Number 74.21
Time of Concentration(days hh:mm:ss) 0 00:06:31

Post-Development 010-Year Page 15
Subbasin:5
Rainfall Intensity Graph
7.5
7- -
6.5
6
5.5
5
4.5
-
c 4
m
c 3.5
m -
IX
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
75
70
65
60
55
50
45
w
0 40-
c 35
30-
25
20
15
10
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 010-Year Page 16
Subbasin:6
Input Data
Area(ac) 19.13
Peak Rate Factor 484
Weighted Curve Number 94
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Urban commercial,85%imp 19.13 C 94
Composite Area&Weighted CN 19.13 94
Time ofConcentration
User-Defined'IOC override(minutes):5.00
Subbasin RunoffRe sults
Total Rainfall(in) 4.84
Total Runoff(in) 4.15
Peak Runoff(cfs) 113.22
Weighted Curve Number 94
Tame of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 010-Year Page 17
Subbas in:6
Rainfall Intensity Graph
7.5
•
7- -
6.5
6
5.5
5
4.5
-
c 4
m
c 3.5
m -
IX
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
120
115
110
105
100
95
90
85
80
75
70
w
0 65
60
0
S 55
K 50
45
40
35
25
20
15
10
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 010-Year Page 18
Subbasin:7
Input Data
Area(ac) 10.2
Peak Rate Factor 484
Weighted Curve Number 75.1
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.06 C 73
Woods,Fair 2.65 D 79
>75%grass cover,Good 5.49 C 74
Composite Area&Weighted CN 10.2 75.1
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 5.25 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.1 0 0
Computed Flow Time(min): 16.69 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 374 0 0
Slope(%): 2.27 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.75 0 0
Computed Flow Time(min): 8.31 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nbnning's Roughness: 0.03 0 0
Flow Length(ft): 459 0 0
Channel Slope(%): 2.396 0 0
Cross Section Area(ft2): 8.3 0 0
Wetted Perimeter(ft): 13.5 0 0
Velocity(ft/sec): 5.56 0 0
Computed Flow Time(min): 1.38 0 0
Total TOC(min) 26.37
Subbasin RunoffRe sults
Total Rainfall(in) 4.84
Total Runoff(in) 2.33
Peak l unoff(cfs) 22.48
Weighted Curve Number 75.1
Time of Concentration(days hh:mm:ss) 0 00:26:22

Post-Development 010-Year Page 19
Subbas in:7
Rainfall Intensity Graph
7.5
7- -
6.5
6
5.5
5
4.5
-
c 4
m
c 3.5
m -
IX
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
24
23
22
21
20
19
18
17
16
15
14
m
0 13
12
0
c 11
K 10
9
8
7
6-
5
4
3-
2
1-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 010-Year Page 20
Subbasin:8
Input Data
Area(ac) 0.84
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.84 C 98
Composite Area&Weighted CN 0.84 98
Time of Concentration
User-Defined'IOC override(minutes):5
Subbasin RunoffResults
Total Rainfall(in) 4.84
Total Runoff(in) 4.6
Peak Runoff(cfs) 5.18
Weighted Curve Number 98
Tame of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 010-Year Page 21
Subbas in:8
Rainfall Intensity Graph
7.5
7- -
6.5
6
5.5
5
4.5
-
c 4
m
c 3.5
m -
IX
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
w 3
2.8
0 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 010-Year Page 22
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Fait/Bend Additional Initial Flap
ID Invert Invert Invert Invert Lop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (cfs)
1 Channe1-01 389.00 748.00 0.00 743.00 0.00 5.00 1.2900 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No
2 Channel-02 1441.00 743.00 0.00 728.00 0.00 15.00 1.0400 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No
3 Channel-03 100.00 728.00 0.00 726.00 0.00 2.00 2.0000 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No

Post-Development 010-Year Page 23
Channel Results
SN Element Peak Time of Design Flow PeakFlow/ PeakFlow Travel PeakFlow PeakFlow Total Time Froude Reported
ID Flow PeakFlow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (mm) (ft) (mm)
1 Channe1-01 144.62 0 12:15 2792.46 0.05 3.76 1.72 1.20 0.30 0.00
2 Channel-02 145.39 0 12:18 2512.98 0.06 3.50 6.86 1.26 0.31 0.00
3 Channel-03 201.20 0 12:12 3483.30 0.06 4.80 0.35 1.26 0.31 0.00

Post-Development 010-Year Page 24
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameteror Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(It) (ft) (ft) (ft) (ft) (ft) (%) (in) (m) (cfs)
1 Culvert 88.35 750.04 0.00 748.99 0.99 1.05 1.1900 Rectangular 48.000 84.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 OCS-01-Outfall 100.00 735.50 0.00 728.00 0.00 7.50 7.5000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
3 Pipe-01 108.46 765.02 0.00 762.81 14.81 2.21 2.0400 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
4 Pipe-02 138.00 750.00 1.12 749.62 1.62 0.38 0.2800 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
5 Pipe-03 409.00 746.58 0.00 745.71 2.71 0.87 0.2100 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Post-Development 010-Year Page 25
Pipe Results
SN Bement Peak Time of DesignFlow PeakFlow/ PeakFlow Travel PeakFlow PeakFlow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Culvert 118.51 0 12:15 355.14 0.33 6.78 0.22 2.49 0.62 0.00 Calculated
2 OCS-01-Outfall 45.54 0 12:09 97.35 0.47 16.22 0.10 1.39 0.56 0.00 Calculated
3 Pipe-Ol 3.96 0 12:00 13.00 0.30 6.09 0.30 0.59 0.40 0.00 Calculated
4 Pipe-02 14.34 0 12:00 10.29 1.39 5.08 0.45 1.68 0.84 0.00 >CAPACITY
5 Pipe-03 18.22 0 12:02 16.40 1.11 4.53 1.50 1.88 0.76 0.00 >CAPACITY

Post-Development 010-Year Page 26
Storage Nodes
Storage Node:Pond-01
Input Data
Invert Elevation(ft) 735.50
Max(Rim)Elevation(ft) 741.50
Max(Rim)Offset(ft) 6.00
Initial Water Elevation(ft) 735.50
Initial Water Depth(ft) 0.00
Ponded Area(ft5) 1.00
Evaporation Loss 0.00
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(It) (ft) (It) (ft)
1 Spillway-Ol Trapezoidal No 740.50 5.00 20.00 1.00 3.33
2 Weir-Ol Rectangular No 738.00 2.50 4.00 2.50 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(m) (in) (m) (ft)
1 Orifice-01 Side CIRCULAR No 1.00 733.00 0.61
2 Rim-01 Bottom Rectangular No 48.00 48.00 740.50 0.63
Output Summary Results
Peak Inflow(cfs) 112.48
Peak Lateral Inflow(cfs) 112.48
PeakOutflow(cfs) 45.53
Peak Ead'iltration Flow Rate(cfm) 0
Max HGLFevation Attained(ft) 740.27
MaxHGLLkpth Attained(ft) 4.77
Average HGLElevation Attained(ft) 737.9
Average HGLlkpth Attained(ft) 2.4
Time of MaxHGLOccurrence(days hh:mm) 0 12:09
Total Exfiltration Volume(1000-ft') 0
Total Hooded Volume(ac-in) 0
Total lime Flooded(min) 0
Total Retention lime(sec) 0

Post-Development 010-Year Page 27
Storage Node:Pond-02
Input Data
Invert Elevation(ft) 758.00
Max(Rim)Elevation(ft) 762.00
Max(Rim)Offset(ft) 4.00
Initial Water Elevation(ft) 758.00
Initial Water Depth(ft) 0.00
Ponded Area(ft) 1.00
Evaporation Loss 0.00
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (It) (ft)
1 Spillway-02 Ttapezoidal No 761.00 3.00 20.00 1.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(m) (m) (m) (ft)
1 Orifice-02 Side CIRCULAR No 1.00 755.50 0.61
Output Summary Results
Peak Inflow(cfs) 5.15
Peak Lateral Inflow(cfs) 5.15
PeakOutflow(cfs) 0.03
Peak Eadiltration Flow Rate(cfm) 0
Max HGLElevation Attained(ft) 759.52
Max HGLDepth Attained(ft) 1.52
Average HGLElevation Attained(ft) 758.93
Average HGLDepth Attained(ft) 0.93
Time of MaxHGLOccurrence(days hh:mm) 1 00:00
Total Exfiltration Volume(1000-00 0
Total Hooded Volume(ac-in) 0
Total lime Flooded(min) 0
Total Retention Time(sec) 0

Post-Development 025-Year Page 1
Project Description
File Name 31296.0001-Post.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)Ivvthod SCS'IR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Tune Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 8
Nodes 11
Junctions 8
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 2
Links 14
Channels 3
Pipes 5
Pumps 0
Orifices 3
Wens 3
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 Time Series 1S-25 Intensity inches North Carolina Rowan 25.00 5.74 SCS Type ll24-hr

Post-Development 025-Year Page 2
Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 1 1.20 484.00 73.57 5.74 2.93 3.51 5.43 0 00:06:00
2 2 49.28 484.00 81.21 5.74 3.67 180.81 154.18 0 00:31:49
3 3 5.87 484.00 67.09 5.74 2.34 13.75 20.98 0 00:06:00
4 4 5.68 484.00 73.92 5.74 2.96 16.81 25.93 0 00:06:00
5 5 20.06 484.00 74.21 5.74 2.99 59.92 90.99 0 00:06:31
6 6 19.13 484.00 94.00 5.74 5.04 96.39 135.86 0 00:06:00
7 7 10.20 484.00 75.10 5.74 3.07 31.32 29.82 0 00:26:22
8 8 0.84 484.00 98.00 5.74 5.50 4.60 6.15 0 00:06:00

Post-Development 025-Year Page 3
Node Summary
SN Element Bement Invert Ground/Rim Initial Surcharge Ponded Peak M3XHGL Max Mn Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(It) (fl) (fl) (It) (IP) (cIt) (It) (It) (It) (days hh:mm) (ac-in) (min)
1 Channell Junction 748.00 999.00 748.00 999.00 1.00 188.01 749.32 0.00 249.68 0 00:00 0.00 0.00
2 Channel2 Junction 743.00 999.00 743.00 999.00 0.00 193.57 744.38 0.00 254.62 0 00:00 0.00 0.00
3 OCS-01 Junction 735.50 741.50 735.50 741.50 0.00 65.12 737.58 0.00 3.92 0 00:00 0.00 0.00
4 SiteOutfall Junction 728.00 999.00 728.00 999.00 1.00 283.21 729.48 0.00 269.52 0 00:00 0.00 0.00
5 Subl Junction 765.02 999.00 765.02 999.00 0.00 5.30 765.76 0.00 233.24 0 00:00 0.00 0.00
6 Sub2 Junction 750.04 999.00 750.04 999.00 0.00 152.75 754.17 0.00 244.83 0 00:00 0.00 0.00
7 Sub3 Junction 748.88 757.17 748.88 999.00 1.00 20.32 753.51 0.00 3.66 0 00:00 0.00 0.00
8 Sub4 Junction 746.58 752.95 746.58 999.00 1.00 25.40 751.30 0.00 1.65 0 00:00 0.00 0.00
9 Out-Ol Outfall 726.00 277.72 727.41
10 Pond-01 Storage Node 735.50 741.50 735.50 1.00 135.14 740.76 0.00 0.00
11 Pond-02 Storage Node 758.00 762.00 758.00 1.00 6.12 759.79 0.00 0.00

Post-Development 025-Year Page 4
link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow PeakFlow PeakFlow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity DesignFlow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (m) (cfs) (cfs) (ft/sec) (ft) (min)
1 Culvert Pipe Sub2 Channell 88.35 750.04 748.99 1.1900 48.000 0.0150 152.62 355.14 0.43 7.52 2.90 0.72 0.00 Calculated
2 OCS-01-Outfall Pipe OCS-01 SiteOutfall 100.00 735.50 728.00 7.5000 30.000 0.0150 65.13 97.35 0.67 17.52 1.74 0.71 0.00 Calculated
3 Pipe-Ol Pipe Subl Channell 108.46 765.02 762.81 2.0400 18.000 0.0150 5.28 13.00 0.41 6.52 0.69 0.47 0.00 Calculated
4 Pipe-02 Pipe Sub3 Channell 138.00 750.00 749.62 0.2800 24.000 0.0150 20.33 10.29 1.98 6.80 1.81 0.90 0.00>CAPACITY
5 Pipe-03 Pipe Sub4 Channel2 409.00 746.58 745.71 0.2100 30.000 0.0150 25.41 16.40 1.55 5.75 2.11 0.84 0.00>CAPA.CITY
6 Channe1-01 Channel Channell Channel2 389.00 748.00 743.00 1.2900 48.240 0.0320 187.33 2792.46 0.07 3.99 1.34 0.33 0.00
7 Channel-02 Channel Channel2 SiteOutfall 1441.00 743.00 728.00 1.0400 48.240 0.0320 188.63 2512.98 0.08 3.72 1.40 0.35 0.00
8 Channel-03 Channel SiteOutfall Out-01 100.00 728.00 726.00 2.0000 48.240 0.0320 277.72 3483.30 0.08 5.17 1.44 0.36 0.00
9 Orifice-01 Orifice Pond-01 OCS-01 735.50 735.50 1.000 0.05
10 Orifice-02 Orifice Pond-02 Channell 758.00 748.00 1.000 0.04
11 Rim-01 Orifice Pond-01 OCS-01 735.50 735.50 48.000 7.15
12 Spillway-0O1 Weir Pond-Ol SiteOutfall 735.50 728.00 9.24
13 Spillway-02 Weir Pond-02 Channell 758.00 748.00 0.00
14 Weir-01 Weir Pond-01 OCS-01 735.50 735.50 57.92

Post-Development 025-Year Page 5
Subbasin Hydrology
Subbasin:1
Input Data
Area(ac) 1.2
Peak Rate Factor 484
Weighted Curve Number 73.57
Rain Gage ID Rain Gage-01
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.52 C 73
>75%grass cover,Good 0.68 C 74
Composite Area&Weighted CN 1.2 73.57
Time ofConcentration
TOC Ivkthod:SCS TR 55
Sheet Flow Equation:
Tc=(0.007*((n*If)^0.8))/((P^0.5)*(Sf`0.4))
Where:
Tc=Time of Concentration(hr)
n =Ivlanning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf`0.5)(unpaved surface)
V=20.3282*(Sf`0.5)(paved surface)
V=15.0*(Sf`0.5)(grassed waterway surface)
V=10.0*(Sf`0.5)(nearlybare&untffied surface)
V=9.0*(S14.5)(cultivated straight rows surface)
V=7.0*(S14.5)(short grass pasture surface)
V=5.0*(S14.5)(woodland surface)
V=2.5*(Sl"0.5)(forest w/heavy litter surface)
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(SF 0.5))/n
R=Aq/Wp
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Rf=Flow Length(It)
R=Hydraulic Radius(ft)
Pq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Ivhnning's roughness
User-Defined'IOC override(minutes):5
Subbasin RunoffResults
Total Rainfall(in) 5.74
Total Runoff(in) 2.93
Peak R unoff(cfs) 5.43

Post-Development
025-Year Page 6
Weighted Curve Number 73.57
Time of Concentration(days hh:mm:ss) 000:05:00

Post-Development 025-Year Page 7
Subbas in:1
Rainfall Intensity Graph
8
7.5
7
6.5
6
5.5
5
t 4.5
c
= 4
2
c
'm 3.5
3
2.5
2
1.5 •
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
5.6
5.4 - -
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
w 3.2
0 3 -
w 2.8
0
2.6
K 2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
f �
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 025-Year Page 8
Subbasin:2
Input Data
Area(ac) 49.28
Peak Rate Factor 484
Weighted Curve Number 81.21
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
pond 5.34 - 99
<50%grass cover,Poor 0.86 B 79
>75%grass cover,Good 16.97 C 74
Pavedparking&roofs 2.16 C 98
Woods,Fair 3.39 C 73
Pasture,grassland,or range,Fair 1.55 D 84
Brush,Fair 3.32 D 77
Paved parking&roofs 0.6 D 98
Woods,Fair 0.54 D 79
>75%grass cover,Good 11.06 D 80
Paved parking&roofs 2.38 C 98
Brush,Fair 1.12 D 77
Composite Area&Weighted CN 49.29 81.21
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flowlength(ft): 100 0 0
Slope(%): 3 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.08 0 0
Computed Flow Time(min): 20.87 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow length(ft): 712.71 0 0
Slope(%): 3 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 1.21 0 0
Computed Flow Time(min): 9.82 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0 0
Flowlength(ft): 1410 0 0
Channel Slope(%): 2 0 0
Cross Section Area(ft'): tO 0 0
Wetted Perimeter(ft): 2 0 0
Velocity(ft/sec): 20.54 0 0
Computed Flow Time(min): 1.14 0 0
Total TOC(min) 31.83
Subbasin RunoffResults
Total Rainfall(in) 5.74
Total Runoff(in) 3.67
Peak Runoff(cfs) 154.18
Weighted Curve Number 81.21
Time of Concentration(days hh:mm:ss) 0 00:31:50

Post-Development 025-Year Page 9
Subbasin:2
Rainfall Intensity Graph
8.5
8
7.5
7
6.5 —
6
5.5
5
4.5
@ 4
c
m
Ce 3.5
3
2.5
2
1.5
1
0.5 _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
170
160
150-
140
130
120
110 —
100
w -
46 90
80
z
70
60
50
40
30
20
10
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 025-Year Page 10
Subbasin:3
Input Data
Area(ac) 5.87
Peak Rate Factor 484
Weighted Curve Number 67.09
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 1.18 C 74
Paved parking&roofs 0.13 C 98
Woods,Fair 1.43 C 73
Woods,Good 0.1 D 77
Woods,Fair 3.04 B 60
Composite Area&Weighted CN 5.88 67.09
Time ofConcentration
User-Defined TOC override(minutes):5.00
Subbasin RunoffRe sults
Total Rainfall(in) 5.74
Total Runoff(in) 2.34
Peak Runoff(cfs) 20.98
Weighted Curve Number 67.09
Time of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 025-Year Page 11
Subbasin:3
Rainfall Intensity Graph
8.5
8
7.5
7
6.5 -
6 —
5.5
5
4.5
m
c
m
Ce 3.5
3-
2.5
2
1.5
1
0.5 _ _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
22
21-
20-
19
18
17
16
15
14
13
12
o
11
o .
o 10
9
8-
7-
6
5-
4-
3
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 025-Year Page 12
Subbasin:4
Input Data
Area(ac) 5.68
Peak Rate Factor 484
Weighted Curve Number 73.92
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.09 B 60
Woods,Fair 2.3 C 73
Paved parking&roofs 1.29 D 98
Composite Area&Weighted CN 5.68 73.92
Time of Concentration
User-Defined TOC override(minutes):5
Subbasin RunoffRe sults
Total Rainfall(in) 5.74
Total Runoff(in) 2.96
PeakRunoff(cfs) 25.93
Weighted Curve Number 73.92
Time of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 025-Year Page 13
Subbas in:4
Rainfall Intensity Graph
8.5
8
7.5
7
6.5 —
6
5.5
5
4.5
@ 4
c
m
Ce 3.5
3
2.5
2
1.5
1
0.5 _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
27
26
25
24
23
22
21
20
19
18
17
16
m 15
• 14
0 13
• 12
11
10
9
8
7
6
5
4
3
2
T i
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 025-Year Page 14
Subbasin:5
Input Data
Area(ac) 20.06
Peak Rate Factor 484
Weighted Curve Number 74.21
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 6.48 D 79
Woods,Fair 7.67 C 73
Woods,Fair 1.38 B 60
Woods&grass combination,Good 0.96 C 72
3.57 - 74.21
Composite Area&Weighted CN 20.06 74.21
Time of Concentration
User-Defined TOC override(minutes):6.52
Subbasin RunoffResults
Total Rainfall(in) 5.74
Total Runoff(in) 2.99
Peak Runoff(cfs) 90.99
Weighted Curve Number 74.21
Time of Concentration(days hh:mm:ss) 0 00:06:31

Post-Development 025-Year Page 15
Subbasin:5
Rainfall Intensity Graph
8.5
8
7.5
7
6.5 -
6
5.5
5
4.5
@ 4
c
m
Ce 3.5
3
2.5
2
1.5
1
0.5 _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
95
90
85
80-
75-
70-
65-
60-
55
w _
• 50
c 45-
z
K 40-
35-
30
25
20
15
10'
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 025-Year Page 16
Subbasin:6
Input Data
Area(ac) 19.13
Peak Rate Factor 484
Weighted Curve Number 94
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Urban commercial,85%imp 19.13 C 94
Composite Area&Weighted CN 19.13 94
Time ofConcentration
User-Defined'IOC override(minutes):5.00
Subbasin RunoffRe sults
Total Rainfall(in) 5.74
Total Runoff(in) 5.04
Peak Runoff(cfs) 135.86
Weighted Curve Number 94
Tame of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 025-Year Page 17
Subbas in:6
Rainfall Intensity Graph
8.5
8
7.5
7
6.5 —
6
5.5
5
4.5
@ 4
c
m
Ce 3.5
3
2.5
2
1.5
1
0.5 _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
145
140
135
130
125
120
115
110
105
100
95
90
85
w 80
U
75
O 70
c
• 65
• 60
55
50
45
40
35
30
25
20
15
10
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 025-Year Page 18
Subbasin:7
Input Data
Area(ac) 10.2
Peak Rate Factor 484
Weighted Curve Number 75.1
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.06 C 73
Woods,Fair 2.65 D 79
>75%grass cover,Good 5.49 C 74
Composite Area&Weighted CN 10.2 75.1
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 5.25 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.1 0 0
Computed Flow Time(min): 16.69 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 374 0 0
Slope(%): 2.27 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.75 0 0
Computed Flow Time(min): 8.31 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nbnning's Roughness: 0.03 0 0
Flow Length(ft): 459 0 0
Channel Slope(%): 2.396 0 0
Cross Section Area(ft2): 8.3 0 0
Wetted Perimeter(ft): 13.5 0 0
Velocity(ft/sec): 5.56 0 0
Computed Flow Time(min): 1.38 0 0
Total TOC(min) 26.37
Subbasin RunoffRe sults
Total Rainfall(in) 5.74
Total Runoff(in) 3.07
Peak l unoff(cfs) 29.82
Weighted Curve Number 75.1
Time of Concentration(days hh:mm:ss) 0 00:26:22

Post-Development 025-Year Page 19
Subbas in:7
Rainfall Intensity Graph
8.5
8
7.5
7
6.5 -
6
5.5
5
4.5
@ 4
c
m
Ce 3.5
3
2.5
2
1.5
1
0.5 _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
31
30
29
28
27
26
25
24
23
22
21
20
19
18 -
wU 17 —
`-' 16
O 15
c 14
• 13
12
11
10
8
7
6
5
4
3
2
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 025-Year Page 20
Subbasin:8
Input Data
Area(ac) 0.84
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.84 C 98
Composite Area&Weighted CN 0.84 98
Time of Concentration
User-Defined'IOC override(minutes):5
Subbasin RunoffResults
Total Rainfall(in) 5.74
Total Runoff(in) 5.5
Peak Runoff(cfs) 6.15
Weighted Curve Number 98
Tame of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 025-Year Page 21
Subbas in:8
Rainfall Intensity Graph
8.5
8
7.5
7
6.5 -
6
5.5
5
4.5
@ q
c
m
Ce 3.5
3
2.5
2
1.5
1
0.5 _
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
7
6.5
6
5.5
5
4.5
0 •
3.5
0
c
o
o_ 3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 025-Year Page 22
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Fait/Bend Additional Initial Flap
ID Invert Invert Invert Invert Lop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (cfs)
1 Channe1-01 389.00 748.00 0.00 743.00 0.00 5.00 1.2900 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No
2 Channel-02 1441.00 743.00 0.00 728.00 0.00 15.00 1.0400 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No
3 Channel-03 100.00 728.00 0.00 726.00 0.00 2.00 2.0000 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No

Post-Development 025-Year Page 23
Channel Results
SN Element Peak Time of Design Flow PeakFlow/ PeakFlow Travel PeakFlow PeakFlow Total Time Froude Reported
ID Flow PeakFlow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (mm) (ft) (mm)
1 Channe1-01 187.33 0 12:15 2792.46 0.07 3.99 1.62 1.34 0.33 0.00
2 Channel-02 188.63 0 12:18 2512.98 0.08 3.72 6.46 1.40 0.35 0.00
3 Channel-03 277.72 0 12:09 3483.30 0.08 5.17 0.32 1.44 0.36 0.00

Post-Development 025-Year Page 24
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameteror Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(It) (ft) (ft) (ft) (ft) (ft) (%) (in) (m) (cfs)
1 Culvert 88.35 750.04 0.00 748.99 0.99 1.05 1.1900 Rectangular 48.000 84.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 OCS-01-Outfall 100.00 735.50 0.00 728.00 0.00 7.50 7.5000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
3 Pipe-01 108.46 765.02 0.00 762.81 14.81 2.21 2.0400 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
4 Pipe-02 138.00 750.00 1.12 749.62 1.62 0.38 0.2800 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
5 Pipe-03 409.00 746.58 0.00 745.71 2.71 0.87 0.2100 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Post-Development 025-Year Page 25
Pipe Results
SN Bement Peak Time of DesignFlow PeakFlow/ PeakFlow Travel PeakFlow PeakFlow TotalTime Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Culvert 152.62 0 12:15 355.14 0.43 7.52 0.20 2.90 0.72 0.00 Calculated
2 OCS-01-Outfall 65.13 0 12:08 97.35 0.67 17.52 0.10 1.74 0.71 0.00 Calculated
3 Pipe-Ol 5.28 0 12:00 13.00 0.41 6.52 0.28 0.69 0.47 0.00 Calculated
4 Pipe-02 20.33 0 12:00 10.29 1.98 6.80 0.34 1.81 0.90 0.00 >CAPACITY
5 Pipe-03 25.41 0 12:00 16.40 1.55 5.75 1.19 2.11 0.84 0.00 >CAPACITY

Post-Development 025-Year Page 26
Storage Nodes
Storage Node:Pond-01
Input Data
Invert Elevation(ft) 735.50
Max(Rim)Elevation(ft) 741.50
Max(Rim)Offset(ft) 6.00
Initial Water Elevation(ft) 735.50
Initial Water Depth(ft) 0.00
Ponded Area(ft5) 1.00
Evaporation Loss 0.00
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(It) (ft) (It) (ft)
1 Spillway-Ol Trapezoidal No 740.50 5.00 20.00 1.00 3.33
2 Weir-Ol Rectangular No 738.00 2.50 4.00 2.50 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(m) (in) (m) (ft)
1 Orifice-01 Side CIRCULAR No 1.00 733.00 0.61
2 Rim-01 Bottom Rectangular No 48.00 48.00 740.50 0.63
Output Summary Results
Peak Inflow(cfs) 135.14
Peak Lateral Inflow(cfs) 135.14
PeakOutflow(cfs) 74.35
Peak Ead'iltration Flow Rate(cfm) 0
Max HGLFevation Attained(ft) 740.76
Max HGLDepth Attained(ft) 5.26
Average HGLElevation Attained(ft) 738.11
Average HGLlkpth Attained(ft) 2.61
Time of MaxHGLOccurrence(days hh:mm) 0 12:08
Total Exfiltration Volume(1000-fl3) 0
Total Hooded Volume(ac-in) 0
Total lime Flooded(min) 0
Total Retention lime(sec) 0

Post-Development 025-Year Page 27
Storage Node:Pond-02
Input Data
Invert Elevation(ft) 758.00
Max(Rim)Elevation(ft) 762.00
Max(Rim)Offset(ft) 4.00
Initial Water Elevation(ft) 758.00
Initial Water Depth(ft) 0.00
Ponded Area(ft) 1.00
Evaporation Loss 0.00
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Spillway-02 Ttapezoidal No 761.00 3.00 20.00 1.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(m) (m) (in) (ft)
1 Orifice-02 Side CIRCULAR No 1.00 755.50 0.61
Output Summary Results
Peak Inflow(cfs) 6.12
Peak Lateral Inflow(cfs) 6.12
PeakOutflow(cfs) 0.04
Peak Eadiltration Flow Rate(cfm) 0
Max HGLElevation Attained(ft) 759.79
Max HGLDepth Attained(ft) 1.79
Average HGLElevation Attained(ft) 759.12
Average HGLDepth Attained(ft) 1.12
Time of MaxHGLOccurrence(days hh:mm) 1 00:00
Total Exfiltration Volume(1000-00 0
Total Hooded Volume(ac-in) 0
Total lime Flooded(min) 0
Total Retention Time(sec) 0

Post-Development 050-Year Page 1
Project Description
File Name 31296.0001-Post.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)Ivvthod SCS TR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Tune Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 8
Nodes 11
Junctions 8
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 2
Links 14
Channels 3
Pipes 5
Pumps 0
Orifices 3
Wens 3
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 Time Series 1S-50 Intensity inches North Carolina Rowan 50.00 6.46 SCS Type ll24-hr

Post-Development 050-Year Page 2
Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 1 1.20 484.00 73.57 6.46 3.53 4.24 6.55 0 00:06:00
2 2 49.28 484.00 81.21 6.46 4.33 213.28 181.09 0 00:31:49
3 3 5.87 484.00 67.09 6.46 2.89 16.97 26.05 0 00:06:00
4 4 5.68 484.00 73.92 6.46 3.57 20.26 31.26 0 00:06:00
5 5 20.06 484.00 74.21 6.46 3.60 72.16 109.47 0 00:06:31
6 6 19.13 484.00 94.00 6.46 5.75 110.03 153.94 0 00:06:00
7 7 10.20 484.00 75.10 6.46 3.69 37.62 35.86 0 00:26:22
8 8 0.84 484.00 98.00 6.46 6.22 5.20 6.93 0 00:06:00

Post-Development 050-Year Page 3
Node Summary
SN Element Bement Invert Ground/Rim Initial Surcharge Ponded Peak M3XHGL Max Mn Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(It) (fl) (fl) (It) (IP) (cIt) (It) (It) (It) (days hh:mm) (ac-in) (min)
1 Channell Junction 748.00 999.00 748.00 999.00 1.00 221.57 749.41 0.00 249.59 0 00:00 0.00 0.00
2 Channel2 Junction 743.00 999.00 743.00 999.00 0.00 228.14 744.47 0.00 254.53 0 00:00 0.00 0.00
3 OCS-01 Junction 735.50 741.50 735.50 741.50 0.00 76.25 739.47 0.00 2.03 0 00:00 0.00 0.00
4 SiteOutfall Junction 728.00 999.00 728.00 999.00 1.00 354.09 729.62 0.00 269.38 0 00:00 0.00 0.00
5 Subl Junction 765.02 999.00 765.02 999.00 0.00 6.42 765.85 0.00 233.15 0 00:00 0.00 0.00
6 Sub2 Junction 750.04 999.00 750.04 999.00 0.00 178.95 754.65 0.00 244.35 0 00:00 0.00 0.00
7 Sub3 Junction 748.88 757.17 748.88 999.00 1.00 25.30 754.72 0.00 2.45 0 00:00 0.00 0.00
8 Sub4 Junction 746.58 752.95 746.58 999.00 1.00 30.58 751.55 0.00 1.40 0 00:00 0.00 0.00
9 Out-Ol Outfall 726.00 346.85 727.54
10 Pond-01 Storage Node 735.50 741.50 735.50 1.00 153.14 740.99 0.00 0.00
11 Pond-02 Storage Node 758.00 762.00 758.00 1.00 6.90 760.00 0.00 0.00

Post-Development 050-Year Page 4
link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow PeakFlow PeakFlow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity DesignFlow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Culvert Pipe Sub2 Channell 88.35 750.04 748.99 1.1900 48.000 0.0150 178.90 355.14 0.50 8.50 3.00 0.75 0.00 Calculated
2 OCS-01-Outfall Pipe OCS-01 SiteOutfall 100.00 735.50 728.00 7.5000 30.000 0.0150 76.28 97.35 0.78 17.67 2.06 0.82 0.00 Calculated
3 Pipe-Ol Pipe Subl Channell 108.46 765.02 762.81 2.0400 18.000 0.0150 6.39 13.00 0.49 6.80 0.78 0.53 0.00 Calculated
4 Pipe-02 Pipe Sub3 Channell 138.00 750.00 749.62 0.2800 24.000 0.0150 25.30 10.29 2.46 8.24 1.88 0.94 0.00>CAPACITY
5 Pipe-03 Pipe Sub4 Channel2 409.00 746.58 745.71 0.2100 30.000 0.0150 30.58 16.40 1.87 6.70 2.19 0.88 0.00>CAPA.CITY
6 Channe1-01 Channel Channell Channel2 389.00 748.00 743.00 1.2900 48.240 0.0320 220.67 2792.46 0.08 4.15 1.43 0.36 0.00
7 Channel-02 Channel Channel2 SiteOutfall 1441.00 743.00 728.00 1.0400 48.240 0.0320 222.97 2512.98 0.09 3.89 1.51 0.38 0.00
8 Channel-03 Channel SiteOutfall Out-Ol 100.00 728.00 726.00 2.0000 48.240 0.0320 346.85 3483.30 0.10 5.45 1.58 0.39 0.00
9 Orifice-01 Orifice Pond-01 OCS-01 735.50 735.50 1.000 0.05
10 Orifice-02 Orifice Pond-02 Channell 758.00 748.00 1.000 0.04
11 Rim-01 Orifice Pond-01 OCS-01 735.50 735.50 48.000 18.17
12 Spillway-0O1 Weir Pond-Ol SiteOutfall 735.50 728.00 24.07
13 Spillway-02 Weir Pond-02 Channell 758.00 748.00 0.00
14 Weir-01 Weir Pond-01 OCS-01 735.50 735.50 61.04

Post-Development 050-Year Page 5
Subbas in Hydrology
Subbasin:1
Input Data
Area(ac) 1.2
Peak Rate Factor 484
Weighted Curve Number 73.57
Rain Gage ID Rain Gage-01
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.52 C 73
>75%grass cover,Good 0.68 C 74
Composite Area&Weighted CN 1.2 73.57
Time ofConcentration
TOC Ivkthod:SCS TR 55
Sheet Flow Equation:
Tc=(0.007*((n*If)^0.8))/((P^0.5)*(Sf`0.4))
Where:
Tc=Time of Concentration(hr)
n =Ivlanning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf`0.5)(unpaved surface)
V=20.3282*(Sf`0.5)(paved surface)
V=15.0*(Sf`0.5)(grassed waterway surface)
V=10.0*(Sf`0.5)(nearlybare&untffied surface)
V=9.0*(S14.5)(cultivated straight rows surface)
V=7.0*(S14.5)(short grass pasture surface)
V=5.0*(S14.5)(woodland surface)
V=2.5*(Sl"0.5)(forest w/heavy litter surface)
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(SF 0.5))/n
R=Aq/Wp
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Rf=Flow Length(It)
R=Hydraulic Radius(ft)
Pq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Ivhnning's roughness
User-Defined'IOC override(minutes):5
Subbasin RunoffRe sults
Total Rainfall(in) 6.46
Total Runoff(in) 3.53
Peak R unoff(cfs) 6.55

Post-Development 050-Year Page 6
Weighted Curve Number 73.57
Time of Concentration(days hh:mm:ss) 000:05:00

Post-Development 050-Year Page 7
Subbas in:1
Rainfall Intensity Graph
9
8.5
8
7.5
7_
6.5
6
5.5
s 5
c
m
4.5
c 4_
3.5
3
2.5
2
1.5
0.5
i
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
7
6.5
6
5.5
5
4.5
0
3.5
0
c
o
0_ 3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 050-Year Page 8
Subbasin:2
Input Data
Area(ac) 49.28
Peak Rate Factor 484
Weighted Curve Number 81.21
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
pond 5.34 - 99
<50%grass cover,Poor 0.86 B 79
>75%grass cover,Good 16.97 C 74
Pavedparking&roofs 2.16 C 98
Woods,Fair 3.39 C 73
Pasture,grassland,or range,Fair 1.55 D 84
Brush,Fair 3.32 D 77
Paved parking&roofs 0.6 D 98
Woods,Fair 0.54 D 79
>75%grass cover,Good 11.06 D 80
Paved parking&roofs 2.38 C 98
Brush,Fair 1.12 D 77
Composite Area&Weighted CN 49.29 81.21
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flowlength(ft): 100 0 0
Slope(%): 3 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.08 0 0
Computed Flow Time(min): 20.87 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow length(ft): 712.71 0 0
Slope(%): 3 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 1.21 0 0
Computed Flow Time(min): 9.82 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0 0
Flowlength(ft): 1410 0 0
Channel Slope(%): 2 0 0
Cross Section Area(ft'): tO 0 0
Wetted Perimeter(ft): 2 0 0
Velocity(ft/sec): 20.54 0 0
Computed Flow Time(min): 1.14 0 0
Total TOC(min) 31.83
Subbasin RunoffResults
Total Rainfall(in) 6.46
Total Runoff(in) 4.33
Peak Runoff(cfs) 181.09
Weighted Curve Number 81.21
Time of Concentration(days hh:mm:ss) 0 00:31:50

Post-Development 050-Year Page 9
Subbasin:2
Rainfall Intensity Graph
9.5
9-
8.5
8
7.5
7
6.5 -
6-
5.5
5
4.5
c
4
3.5
3
2.5
2
1.5
0.5
L r
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
190
180 -
170
160-
150-
140-
130-
120-
CI)
100 - -
c
60
50
40
30
20
10
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 050-Year Page 10
Subbasin:3
Input Data
Area(ac) 5.87
Peak Rate Factor 484
Weighted Curve Number 67.09
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 1.18 C 74
Paved parking&roofs 0.13 C 98
Woods,Fair 1.43 C 73
Woods,Good 0.1 D 77
Woods,Fair 3.04 B 60
Composite Area&Weighted CN 5.88 67.09
Time of Concentration
User-Defined TOC override(minutes):5.00
Subbasin RunoffRe sults
Total Rainfall(in) 6.46
Total Runoff(in) 2.89
Peak Runoff(cfs) 26.05
Weighted Curve Number 67.09
Time of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 050-Year Page 11
Subbasin:3
Rainfall Intensity Graph
9.5
9-
8.5
8
7.5
7
6.5 -
6-
• 5.5
5
• 4.5
c
4
3.5
3
2.5
2
1.5
0.5
I, 7— I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
27
26
25
24
23
22
21
20
19
18
17
16
5 15
14
O 13
• 12
11
10
9
8
7
6
5
4
3
2
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 050-Year Page 12
Subbasin:4
Input Data
Area(ac) 5.68
Peak Rate Factor 484
Weighted Curve Number 73.92
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.09 B 60
Woods,Fair 2.3 C 73
Paved parking&roofs 1.29 D 98
Composite Area&Weighted CN 5.68 73.92
Time of Concentration
User-Defined TOC override(minutes):5
Subbasin RunoffRe sults
Total Rainfall(in) 6.46
Total Runoff(in) 3.57
PeakRunoff(cfs) 31.26
Weighted Curve Number 73.92
Time of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 050-Year Page 13
Subbasin:4
Rainfall Intensity Graph
9.5
9-
8.5
8
7.5
7
6.5 -
6-
5.5
• 5
• 4.5
c
4
3.5 -J
3
2.5
2
1.5
1111\-
•
0.5
L 7- I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
34
32-
30_
28
26
24
22
•
20
m
• 18
c 16
• 14
12
10
8
6
4
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 050-Year Page 14
Subbasin:5
Input Data
Area(ac) 20.06
Peak Rate Factor 484
Weighted Curve Number 74.21
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 6.48 D 79
Woods,Fair 7.67 C 73
Woods,Fair 1.38 B 60
Woods&grass combination,Good 0.96 C 72
3.57 - 74.21
Composite Area&Weighted CN 20.06 74.21
Time of Concentration
User-Defined TOC override(minutes):6.52
Subbasin RunoffResults
Total Rainfall(in) 6.46
Total Runoff(in) 3.6
Peak Runoff(cfs) 109.47
Weighted Curve Number 74.21
Time of Concentration(days hh:mm:ss) 0 00:06:31

Post-Development 050-Year Page 15
Subbasin:5
Rainfall Intensity Graph
9.5
9-
8.5
8
7.5
7
6.5 -
6-
5.5
5
4.5
c
4
3.5
3
2.5
2
1.5
7— I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
115
110
105:
100
95-
90
85
80:
75
70
m 65-
60
4g 55
K 50
45
40-
35
30
25-
20-
15-
10-
5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 050-Year Page 16
Subbasin:6
Input Data
Area(ac) 19.13
Peak Rate Factor 484
Weighted Curve Number 94
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Urban commercial,85%imp 19.13 C 94
Composite Area&Weighted CN 19.13 94
Time ofConcentration
User-Defined'IOC override(minutes):5.00
Subbasin RunoffRe sults
Total Rainfall(in) 6.46
Total Runoff(in) 5.75
Peak Runoff(cfs) 153.94
Weighted Curve Number 94
Tame of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 050-Year Page 17
Subbasin:6
Rainfall Intensity Graph
9.5
9-
8.5
8
7.5
7
6.5 -
6-
5.5
5
4.5
c
4
3.5 -J
3
2.5
2
1.5
0.5
-L I 7- I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
170
160
150-
140
130
120
110
100
w -
0 90
c 80
70
60
50
40
30
20
10 •
ITT
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 050-Year Page 18
Subbasin:7
Input Data
Area(ac) 10.2
Peak Rate Factor 484
Weighted Curve Number 75.1
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.06 C 73
Woods,Fair 2.65 D 79
>75%grass cover,Good 5.49 C 74
Composite Area&Weighted CN 10.2 75.1
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 5.25 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.1 0 0
Computed Flow Time(min): 16.69 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 374 0 0
Slope(%): 2.27 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.75 0 0
Computed Flow Time(min): 8.31 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nbnning's Roughness: 0.03 0 0
Flow Length(ft): 459 0 0
Channel Slope(%): 2.396 0 0
Cross Section Area(ft2): 8.3 0 0
Wetted Perimeter(ft): 13.5 0 0
Velocity(ft/sec): 5.56 0 0
Computed Flow Time(min): 1.38 0 0
Total TOC(min) 26.37
Subbasin RunoffRe sults
Total Rainfall(in) 6.46
Total Runoff(in) 3.69
Peak l unoff(cfs) 35.86
Weighted Curve Number 75.1
Time of Concentration(days hh:mm:ss) 0 00:26:22

Post-Development 050-Year Page 19
Subbasin:7
Rainfall Intensity Graph
9.5
9-
8.5
8
7.5
7
6.5 -
6-
5.5
5
4.5
c
4
3.5
3
2.5
2
1.5
0.5
L 7— I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
38
36
34
32-
30-
28-
26-
24-
22
w
20
c 18-
c .
12
10
8
6
4
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 050-Year Page 20
Subbasin:8
Input Data
Area(ac) 0.84
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.84 C 98
Composite Area&Weighted CN 0.84 98
Time ofConcentration
User-Defined'IOC override(minutes):5
Subbasin RunoffRe sults
Total Rainfall(in) 6.46
Total Runoff(in) 6.22
Peak Runoff(cfs) 6.93
Weighted Curve Number 98
Tame of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 050-Year Page 21
Subbasin:8
Rainfall Intensity Graph
9.5
9-
8.5
8
7.5
7
6.5 -
6-
5.5
5
4.5
c
4
3.5
3
2.5
2
1.5
0.5
L 7— I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
7.5
7
6.5
6
5.5
5
4.5
w -
4
c 3.5
3_
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 050-Year Page 22
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Fait/Bend Additional Initial Flap
ID Invert Invert Invert Invert Lop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (cfs)
1 Channe1-01 389.00 748.00 0.00 743.00 0.00 5.00 1.2900 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No
2 Channel-02 1441.00 743.00 0.00 728.00 0.00 15.00 1.0400 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No
3 Channel-03 100.00 728.00 0.00 726.00 0.00 2.00 2.0000 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No

Post-Development 050-Year Page 23
Channel Results
SN Element Peak Time of Design Flow PeakFlow/ PeakFlow Travel PeakFlow PeakFlow Total Time Froude Reported
ID Flow PeakFlow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Channe1-01 220.67 0 12:15 2792.46 0.08 4.15 1.56 1.43 0.36 0.00
2 Channel-02 222.97 0 12:17 2512.98 0.09 3.89 6.17 1.51 0.38 0.00
3 Channel-03 346.85 0 12:09 3483.30 0.10 5.45 0.31 1.58 0.39 0.00

Post-Development 050-Year Page 24
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameteror Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(It) (ft) (ft) (ft) (ft) (ft) (%) (in) (m) (cfs)
1 Culvert 88.35 750.04 0.00 748.99 0.99 1.05 1.1900 Rectangular 48.000 84.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 OCS-01-Outfall 100.00 735.50 0.00 728.00 0.00 7.50 7.5000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
3 Pipe-01 108.46 765.02 0.00 762.81 14.81 2.21 2.0400 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
4 Pipe-02 138.00 750.00 1.12 749.62 1.62 0.38 0.2800 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
5 Pipe-03 409.00 746.58 0.00 745.71 2.71 0.87 0.2100 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Post-Development 050-Year Page 25
Pipe Results
SN Bement Peak Time of DesignFlow PeakFlow/ PeakFlow Travel PeakFlow PeakFlow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Culvert 178.90 0 12:15 355.14 0.50 8.50 0.17 3.00 0.75 0.00 Calculated
2 OCS-01-Outfall 76.28 0 12:07 97.35 0.78 17.67 0.09 2.06 0.82 0.00 Calculated
3 Pipe-Ol 6.39 0 12:00 13.00 0.49 6.80 0.27 0.78 0.53 0.00 Calculated
4 Pipe-02 25.30 0 12:00 10.29 2.46 8.24 0.28 1.88 0.94 0.00 >CAPACITY
5 Pipe-03 30.58 0 12:00 16.40 1.87 6.70 1.02 2.19 0.88 0.00 >CAPACITY

Post-Development 050-Year Page 26
Storage Nodes
Storage Node:Pond-01
Input Data
Invert Elevation(ft) 735.50
Max(Rim)Elevation(ft) 741.50
Max(Rim)Offset(ft) 6.00
Initial Water Elevation(ft) 735.50
Initial Water Depth(ft) 0.00
Ponded Area(ft5) 1.00
Evaporation Loss 0.00
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (It) (ft)
1 Spillway-Ol Trapezoidal No 740.50 5.00 20.00 1.00 3.33
2 Weir-Ol Rectangular No 738.00 2.50 4.00 2.50 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(m) (in) (m) (ft)
1 Orifice-01 Side CIRCULAR No 1.00 733.00 0.61
2 Rim-01 Bottom Rectangular No 48.00 48.00 740.50 0.63
Output Summary Results
Peak Inflow(cfs) 153.14
Peak Lateral Inflow(cfs) 153.14
PeakOutflow(cfs) 100.32
Peak Ead'iltration Flow Rate(cfm) 0
Max HGLFevation Attained(ft) 740.99
Max HGLDepth Attained(ft) 5.49
Average HGLElevation Attained(ft) 738.23
Average HGLDepth Attained(ft) 2.73
Time of MaxHGLOccurrence(days hh:mm) 0 12:06
Total Exfiltration Volume(1000-ft3) 0
Total Hooded Volume(ac-in) 0
Total lime Flooded(min) 0
Total Retention lime(sec) 0

Post-Development 050-Year Page 27
Storage Node:Pond-02
Input Data
Invert Elevation(ft) 758.00
Max(Rim)Elevation(ft) 762.00
Max(Rim)Offset(ft) 4.00
Initial Water Elevation(ft) 758.00
Initial Water Depth(ft) 0.00
Ponded Area(ft) 1.00
Evaporation Loss 0.00
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Spillway-02 Ttapezoidal No 761.00 3.00 20.00 1.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(m) (m) (in) (ft)
1 Orifice-02 Side CIRCULAR No 1.00 755.50 0.61
Output Summary Results
Peak Inflow(cfs) 6.9
Peak Lateral Inflow(cfs) 6.9
PeakOutflow(cfs) 0.04
Peak Eadiltration Flow Rate(cfm) 0
Max HGLElevation Attained(ft) 760
Max HGLDepth Attained(ft) 2
Average HGLElevation Attained(ft) 759.26
Average HGLDepth Attained(ft) 1.26
Time of MaxHGLOccurrence(days hh:mm) 1 00:00
Total Exfiltration Volume(1000-00 0
Total Hooded Volume(ac-in) 0
Total lime Flooded(min) 0
Total Retention Time(sec) 0

Post-Development 100-Year Page 1
Project Description
File Name 31296.0001-Post.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)Ivvthod SCS TR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 8
Nodes 11
Junctions 8
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 2
Links 14
Channels 3
Pipes 5
Pumps 0
Orifices 3
Wens 3
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
49 Time Series 1S-100 Intensity inches North Carolina Rowan 100.00 7.20 SCS Type II24-hr

Post-Development 100-Year Page 2
Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 1 1.20 484.00 73.57 7.20 4.17 5.00 7.72 0 00:06:00
2 2 49.28 484.00 81.21 7.20 5.02 247.14 208.95 0 00:31:49
3 3 5.87 484.00 67.09 7.20 3.48 20.41 31.42 0 00:06:00
4 4 5.68 484.00 73.92 7.20 4.21 23.90 36.80 0 00:06:00
5 5 20.06 484.00 74.21 7.20 4.24 85.06 128.79 0 00:06:31
6 6 19.13 484.00 94.00 7.20 6.49 124.09 172.59 0 00:06:00
7 7 10.20 484.00 75.10 7.20 4.34 44.24 42.18 0 00:26:22
8 8 0.84 484.00 98.00 7.20 6.96 5.82 7.73 0 00:06:00

Post-Development 100-Year Page 3
Node Summary
SN Element Bement Invert Ground/Rim Initial Surcharge Ponded Peak M3XHGL Max Mn Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(It) (fl) (fl) (It) (IP) (cIt) (It) (It) (It) (days hh:mm) (ac-in) (min)
1 Channell Junction 748.00 999.00 748.00 999.00 1.00 256.82 749.50 0.00 249.50 0 00:00 0.00 0.00
2 Channel2 Junction 743.00 999.00 743.00 999.00 0.00 264.58 744.57 0.00 254.43 0 00:00 0.00 0.00
3 OCS-01 Junction 735.50 741.50 735.50 741.50 0.00 79.61 740.09 0.00 1.41 0 00:00 0.00 0.00
4 SiteOutfall Junction 728.00 999.00 728.00 999.00 1.00 420.35 729.75 0.00 269.25 0 00:00 0.00 0.00
5 Subl Junction 765.02 999.00 765.02 999.00 0.00 7.59 765.95 0.00 233.05 0 00:00 0.00 0.00
6 Sub2 Junction 750.04 999.00 750.04 999.00 0.00 206.58 755.16 0.00 243.84 0 00:00 0.00 0.00
7 Sub3 Junction 748.88 757.17 748.88 999.00 1.00 30.64 756.31 0.00 0.86 0 00:00 0.00 0.00
8 Sub4 Junction 746.58 752.95 746.58 999.00 1.00 36.20 752.94 0.00 0.01 0 00:00 0.00 0.00
9 Out-Ol Outfall 726.00 411.90 727.66
10 Pond-01 Storage Node 735.50 741.50 735.50 1.00 171.68 741.19 0.00 0.00
11 Pond-02 Storage Node 758.00 762.00 758.00 1.00 7.69 760.20 0.00 0.00

Post-Development 100-Year Page 4
link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow PeakFlow PeakFlow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity DesignFlow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Culvert Pipe Sub2 Channell 88.35 750.04 748.99 1.1900 48.000 0.0150 206.58 355.14 0.58 9.48 3.11 0.78 0.00 Calculated
2 OCS-01-Outfall Pipe OCS-01 SiteOutfall 100.00 735.50 728.00 7.5000 30.000 0.0150 79.64 97.35 0.82 17.97 2.12 0.85 0.00 Calculated
3 Pipe-01 Pipe Subl Channell 108.46 765.02 762.81 2.0400 18.000 0.0150 7.56 13.00 0.58 7.04 0.87 0.59 0.00 Calculated
4 Pipe-02 Pipe Sub3 Channell 138.00 750.00 749.62 0.2800 24.000 0.0150 30.63 10.29 2.98 9.85 1.93 0.97 0.00>CAPACITY
5 Pipe-03 Pipe Sub4 Channel2 409.00 746.58 745.71 0.2100 30.000 0.0150 36.20 16.40 2.21 7.73 2.27 0.91 0.00>CAPA.CITY
6 Channe1-01 Channel Channell Channel2 389.00 748.00 743.00 1.2900 48.240 0.0320 255.80 2792.46 0.09 4.30 1.53 0.38 0.00
7 Channel-02 Channel Channel2 SiteOutfall 1441.00 743.00 728.00 1.0400 48.240 0.0320 259.24 2512.98 0.10 4.05 1.62 0.40 0.00
8 Channel-03 Channel SiteOutfall Out-01 100.00 728.00 726.00 2.0000 48.240 0.0320 411.90 3483.30 0.12 5.66 1.70 0.42 0.00
9 Orifice-01 Orifice Pond-01 OCS-01 735.50 735.50 1.000 0.05
10 Orifice-02 Orifice Pond-02 Channell 758.00 748.00 1.000 0.04
11 Rim-01 Orifice Pond-01 OCS-01 735.50 735.50 48.000 30.24
12 Spillway-0O1 Weir Pond-Ol SiteOutfall 735.50 728.00 40.93
13 Spillway-02 Weir Pond-02 Channell 758.00 748.00 0.00
14 Weir-01 Weir Pond-01 OCS-01 735.50 735.50 61.30

Post-Development 100-Year Page 5
Subbasin Hydrology
Subbasin:1
Input Data
Area(ac) 1.2
Peak Rate Factor 484
Weighted Curve Number 73.57
Rain Gage ID Rain Gage-01
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 0.52 C 73
>75%grass cover,Good 0.68 C 74
Composite Area&Weighted CN 1.2 73.57
Time ofConcentration
TOC Ivkthod:SCS TR 55
Sheet Flow Equation:
Tc=(0.007*((n*If)^0.8))/((P^0.5)*(Sf`0.4))
Where:
Tc=Time of Concentration(hr)
n =Ivlanning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf`0.5)(unpaved surface)
V=20.3282*(Sf`0.5)(paved surface)
V=15.0*(Sf`0.5)(grassed waterway surface)
V=10.0*(Sf`0.5)(nearlybare&untffied surface)
V=9.0*(S14.5)(cultivated straight rows surface)
V=7.0*(S14.5)(short grass pasture surface)
V=5.0*(S14.5)(woodland surface)
V=2.5*(Sl"0.5)(forest w/heavy litter surface)
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(SF 0.5))/n
R=Aq/Wp
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Rf=Flow Length(It)
R=Hydraulic Radius(ft)
Pq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Ivhnning's roughness
User-Defined'IOC override(minutes):5
Subbasin RunoffResults
Total Rainfall(in) 7.2
Total Runoff(in) 4.17
Peak R unoff(cfs) 7.72

Post-Development
100-Year Page 6
Weighted Curve Number 73.57
Time of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 100-Year Page 7
Subbas in:1
Rainfall Intensity Graph
10
9.5
9
8.5
8
7.5
7
6.5
6
1-2
• 5.5
5
m
4.5
• 4
3.5
3
2.5
2
1.5
1
0.5
- L J • I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
8.5
8-
7.5-
7
6.5
6
5.5
•
w -
4.5
c 4
z
3.5
3
2.5
2
1.5
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 100-Year Page 8
Subbasin:2
Input Data
Area(ac) 49.28
Peak Rate Factor 484
Weighted Curve Number 81.21
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
pond 5.34 - 99
<50%grass cover,Poor 0.86 B 79
>75%grass cover,Good 16.97 C 74
Pavedparking&roofs 2.16 C 98
Woods,Fair 3.39 C 73
Pasture,grassland,or range,Fair 1.55 D 84
Brush,Fair 3.32 D 77
Paved parking&roofs 0.6 D 98
Woods,Fair 0.54 D 79
>75%grass cover,Good 11.06 D 80
Paved parking&roofs 2.38 C 98
Brush,Fair 1.12 D 77
Composite Area&Weighted CN 49.29 81.21
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flowlength(ft): 100 0 0
Slope(%): 3 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.08 0 0
Computed Flow Time(min): 20.87 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow length(ft): 712.71 0 0
Slope(%): 3 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 1.21 0 0
Computed Flow Time(min): 9.82 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness: 0.03 0 0
Flowlength(ft): 1410 0 0
Channel Slope(%): 2 0 0
Cross Section Area(ft'): tO 0 0
Wetted Perimeter(ft): 2 0 0
Velocity(ft/sec): 20.54 0 0
Computed Flow Time(min): 1.14 0 0
Total TOC(min) 31.83
Subbasin RunoffResults
Total Rainfall(in) 7.2
Total Runoff(in) 5.02
Peak Runoff(cfs) 208.95
Weighted Curve Number 81.21
Time of Concentration(days hh:mm:ss) 0 00:31:50

Post-Development 100-Year Page 9
Subbasin:2
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
t 6
c
5.5
m 5
c
4.5
4
3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
220
210:
200-
190
180
170
160
150
140
130
120
o
110
0
S 100
90
80-
70
60
50-
40-
30
20
10-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 100-Year Page 10
Subbasin:3
Input Data
Area(ac) 5.87
Peak Rate Factor 484
Weighted Curve Number 67.09
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 1.18 C 74
Paved parking&roofs 0.13 C 98
Woods,Fair 1.43 C 73
Woods,Good 0.1 D 77
Woods,Fair 3.04 B 60
Composite Area&Weighted CN 5.88 67.09
Time ofConcentration
User-Defined TOC override(minutes):5.00
Subbasin RunoffRe sults
Total Rainfall(in) 7.2
Total Runoff(in) 3.48
Peak Runoff(cfs) 31.42
Weighted Curve Number 67.09
Time of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 100-Year Page 11
Subbasin:3
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
t 6
c
5.5
m 5
c
4.5
4
3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
34
32-
30-
28
26
24
22
•
20
m
18
c 16
14
12
10
8
6
4
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 100-Year Page 12
Subbasin:4
Input Data
Area(ac) 5.68
Peak Rate Factor 484
Weighted Curve Number 73.92
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.09 B 60
Woods,Fair 2.3 C 73
Paved parking&roofs 1.29 D 98
Composite Area&Weighted CN 5.68 73.92
Time of Concentration
User-Defined TOC override(minutes):5
Subbasin RunoffResults
Total Rainfall(in) 7.2
TotalRunoff(in) 4.21
PeakRunoff(cfs) 36.8
Weighted Curve Number 73.92
Time of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 100-Year Page 13
Subbasin:4
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
t 6
c
5.5
2 5
c
4.5
4
3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
40
38-
36-
34-
32
30
28
26-
24
22-
o
20
o
o 18
16- —
14
12-
10-
8
6-
4_
2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 100-Year Page 14
Subbasin:5
Input Data
Area(ac) 20.06
Peak Rate Factor 484
Weighted Curve Number 74.21
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 6.48 D 79
Woods,Fair 7.67 C 73
Woods,Fair 1.38 B 60
Woods&grass combination,Good 0.96 C 72
3.57 - 74.21
Composite Area&Weighted CN 20.06 74.21
Time of Concentration
User-Defined TOC override(minutes):6.52
Subbasin RunoffResults
Total Rainfall(in) 7.2
Total Runoff(in) 4.24
Peak Runoff(cfs) 128.79
Weighted Curve Number 74.21
Time of Concentration(days hh:mm:ss) 0 00:06:31

Post-Development 100-Year Page 15
Subbasin:5
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
t 6
c
5.5
m 5
-
4.5
4
3.5
3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
130
125
120
115
110
105
100
95
90
85
80
75
w
0 70
65
0
S 60
K 55
50
45
40
35
30
25
20
15
10
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 100-Year Page 16
Subbasin:6
Input Data
Area(ac) 19.13
Peak Rate Factor 484
Weighted Curve Number 94
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Urban commercial,85%imp 19.13 C 94
Composite Area&Weighted CN 19.13 94
Time ofConcentration
User-Defined'IOC override(minutes):5.00
Subbasin RunoffRe sults
Total Rainfall(in) 7.2
Total Runoff(in) 6.49
Peak Runoff(cfs) 172.59
Weighted Curve Number 94
lime of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 100-Year Page 17
Subbasin:6
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
t 6
c
5.5
m 5
c -
4
3.5
3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
190
180 -
170
160-
150-
140-
130-
120-
CI)
100 - -
c
90 -
K 80_
70-
60
50
40
30
20
10
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 100-Year Page 18
Subbasin:7
Input Data
Area(ac) 10.2
Peak Rate Factor 484
Weighted Curve Number 75.1
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods,Fair 2.06 C 73
Woods,Fair 2.65 D 79
>75%grass cover,Good 5.49 C 74
Composite Area&Weighted CN 10.2 75.1
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.5 0 0
Flow Length(ft): 100 0 0
Slope(%): 5.25 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.1 0 0
Computed Flow Time(min): 16.69 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 374 0 0
Slope(%): 2.27 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.75 0 0
Computed Flow Time(min): 8.31 0 0
Subarea Subarea Subarea
Channel Flow Computations A B C
Nbnning's Roughness: 0.03 0 0
Flow Length(ft): 459 0 0
Channel Slope(%): 2.396 0 0
Cross Section Area(ft2): 8.3 0 0
Wetted Perimeter(ft): 13.5 0 0
Velocity(ft/sec): 5.56 0 0
Computed Flow lime(min): 1.38 0 0
Total TOC(min) 26.37
Subbasin RunoffRe sults
Total Rainfall(in) 7.2
Total Runoff(in) 4.34
Peak l unoff(cfs) 42.18
Weighted Curve Number 75.1
Time of Concentration(days hh:mm:ss) 0 00:26:22

Post-Development 100-Year Page 19
Subbasin:7
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
t 6
c
5.5
m 5
c -
4.5
4
3.5 .
3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
44
42:
40-
38
36
34
32
30
28
26
U 24
22
o
7 20
18
16-
14
12
10-
8-
6
4
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 100-Year Page 20
Subbasin:8
Input Data
Area(ac) 0.84
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID Rain Gage-Ol
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.84 C 98
Composite Area&Weighted CN 0.84 98
Time of Concentration
User-Defined'IOC override(minutes):5
Subbasin RunoffResults
Total Rainfall(in) 7.2
Total Runoff(in) 6.96
Peak Runoff(cfs) 7.73
Weighted Curve Number 98
lime of Concentration(days hh:mm:ss) 0 00:05:00

Post-Development 100-Year Page 21
Subbasin:8
Rainfall Intensity Graph
10.5
10
9.5
9
8.5
8
7.5
7
6.5
t 6
c
5.5
2 5
c -
4.5
4
3
2.5
2
1.5
1
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)
Runoff Hydrograph
8.5
8-
7.5-
7
6.5
6
5.5
•
46 C
4.5
c 4
3.5
3
2.5
2
1.5
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Post-Development 100-Year Page 22
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Fait/Bend Additional Initial Flap
ID Invert Invert Invert Invert Lop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (cfs)
1 Channe1-01 389.00 748.00 0.00 743.00 0.00 5.00 1.2900 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No
2 Channel-02 1441.00 743.00 0.00 728.00 0.00 15.00 1.0400 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No
3 Channel-03 100.00 728.00 0.00 726.00 0.00 2.00 2.0000 User-Defined 4.020 165.160 0.0320 0.5000 0.5000 0.0000 0.00 No

Post-Development 100-Year Page 23
Channel Results
SN Element Peak Time of Design Flow PeakFlow/ PeakFlow Travel PeakFlow PeakFlow Total Time Froude Reported
ID Flow PeakFlow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (mm) (ft) (mm)
1 Channe1-01 255.80 0 12:15 2792.46 0.09 4.30 1.51 1.53 0.38 0.00
2 Channel-02 259.24 0 12:17 2512.98 0.10 4.05 5.93 1.62 0.40 0.00
3 Channel-03 411.90 0 12:08 3483.30 0.12 5.66 0.29 1.70 0.42 0.00

Post-Development 100-Year Page 24
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameteror Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(It) (ft) (ft) (ft) (ft) (ft) (%) (in) (m) (cfs)
1 Culvert 88.35 750.04 0.00 748.99 0.99 1.05 1.1900 Rectangular 48.000 84.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 OCS-01-Outfall 100.00 735.50 0.00 728.00 0.00 7.50 7.5000 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
3 Pipe-01 108.46 765.02 0.00 762.81 14.81 2.21 2.0400 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
4 Pipe-02 138.00 750.00 1.12 749.62 1.62 0.38 0.2800 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
5 Pipe-03 409.00 746.58 0.00 745.71 2.71 0.87 0.2100 CIRCULAR 30.000 30.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Post-Development 100-Year Page 25
Pipe Results
SN Bement Peak Time of DesignFlow PeakFlow/ PeakFlow Travel PeakFlow PeakFlow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Culvert 206.58 0 12:15 355.14 0.58 9.48 0.16 3.11 0.78 0.00 Calculated
2 OCS-01-Outfall 79.64 0 12:06 97.35 0.82 17.97 0.09 2.12 0.85 0.00 Calculated
3 Pipe-Ol 7.56 0 12:00 13.00 0.58 7.04 0.26 0.87 0.59 0.00 Calculated
4 Pipe-02 30.63 0 12:00 10.29 2.98 9.85 0.23 1.93 0.97 0.00 >CAPACITY
5 Pipe-03 36.20 0 12:00 16.40 2.21 7.73 0.88 2.27 0.91 0.00 >CAPACITY

Post-Development 100-Year Page 26
Storage Nodes
Storage Node:Pond-01
Input Data
Invert Elevation(ft) 735.50
Max(Rim)Elevation(ft) 741.50
Max(Rim)Offset(ft) 6.00
Initial Water Elevation(ft) 735.50
Initial Water Depth(ft) 0.00
Ponded Area(ft5) 1.00
Evaporation Loss 0.00
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (It) (ft)
1 Spillway-Ol Trapezoidal No 740.50 5.00 20.00 1.00 3.33
2 Weir-Ol Rectangular No 738.00 2.50 4.00 2.50 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(m) (in) (m) (ft)
1 Orifice-01 Side CIRCULAR No 1.00 733.00 0.61
2 Rim-01 Bottom Rectangular No 48.00 48.00 740.50 0.63
Output Summary Results
Peak Inflow(cfs) 171.68
Peak Lateral Inflow(cfs) 171.68
PeakOutflow(cfs) 120.54
Peak Ead'iltration Flow Rate(cfm) 0
Max HGLFevation Attained(ft) 741.19
Max HGLDepth Attained(ft) 5.69
Average HGLElevation Attained(ft) 738.34
Average HGLDepth Attained(ft) 2.84
Time of MaxHGLOccurrence(days hh:mm) 0 12:06
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total lime Flooded(min) 0
Total Retention lime(sec) 0

Post-Development 100-Year Page 27
Storage Node:Pond-02
Input Data
Invert Elevation(ft) 758.00
Max(Rim)Elevation(ft) 762.00
Max(Rim)Offset(ft) 4.00
Initial Water Elevation(ft) 758.00
Initial Water Depth(ft) 0.00
Ponded Area(ft) 1.00
Evaporation Loss 0.00
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (It) (ft)
1 Spillway-02 Ttapezoidal No 761.00 3.00 20.00 1.00 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(m) (m) (m) (ft)
1 Orifice-02 Side CIRCULAR No 1.00 755.50 0.61
Output Summary Results
Peak Inflow(cfs) 7.69
Peak Lateral Inflow(cfs) 7.69
PeakOutflow(cfs) 0.04
Peak Eadiltration Flow Rate(cfm) 0
Max HGLElevation Attained(ft) 760.2
Max HGLDepth Attained(ft) 2.2
Average HGLElevation Attained(ft) 759.4
Average HGLDepth Attained(ft) 1.4
Time of MaxHGLOccurrence(days hh:mm) 1 00:00
Total Exfiltration Volume(1000-00 0
Total Hooded Volume(ac-in) 0
Total lime Flooded(min) 0
Total Retention Time(sec) 0

HT
THOMAS
&
HUTTON
Stormwater Management Report
Grace Church Road Industrial
Salisbury, Rowan County, North Carolina
Appendix D
Sand Filter Design Calculations
J - 3129 6.0001
April 2024
Thomason dhutton.com

Post-Construction Water Quality Design -Sand Filter
PROJECT: Grace Church-Pond 1
JOB NO.: 31296.0001
CLIENT: SJP Properties
DATE: 3/8/2024
REVISED: 3/14/2024
I. DETERMINE SAND FILTER WATER QUALITY VOLUME
*METHOD ADAPTED FROM NCDEQ STORMWATER MANUAL
Drainage Area 19.13 Ac.
%Impervious 90%
Design Rainfall 1 in
df 1.5 ft
Rv 0.86
WQV design 59720 ft3
WQV actual 44790 ft3
k 3.5 ft/day
1.66 day
hmax filter(ft) WQV adj(ff3) As+Af(ff2)
0.5 44790 89,580.05
1 44790 44,790.03
1.5 44790 29,860.02
2 44790 22,395.01
3 44790 14,930.01
4 44790 11,197.51
5 44790 8,958.01
6 44790 7,465.00
hmax selected ft
ha 1.25 ft
As(min) 3948 ft2
Af(min) 5607 ft2
As ft2
Af ft2 good
Water Quality Protection Volume(WQ,(= 44,790 cf
Filter Bed Depth id))= 1.5 feet
Coef.Of Permeability of Filter Media(k)= 3.50 ft/day
Avg.Ht.of Water above Filter Bed(h))= 1.25 feet
Design Filter Bed Drain Time(t))= 24 hours
Surface Area Calculation:
from above:
Surface Area(AO= 5,606.64 sf
Proposed Surface Area(Aral)= 9,000.00 sf
Sediment Forebay Volume Calculation:
Min.Rq'd.Sediment Forebay Vol.(VF.)= 8,958.01 cf
Proposed Sediment Forebay Volume(As,d)= 11,250.00 cf
Stage-Discharge for Sand Filter Calculations:
Elevation Height(hf)above Discharge
sand bed(feet) (cfs)
-36 0.0 0.0000 _
737 1.0 0.6076
738 2.0 0.8507
739 3.0 1.0938
740 4.0 1.3368
741 5.0 1.5799
Underdrain Minimum Drawdown Flow Calculation:
Minimum Drawdown Flow(O w)= I 0.021600 cfs
Underdrain Perforated Pipe System Calculations:
Enter#Holes per LF pipe= 20 holes/LF
Linear Feet of Pipe= 100.0 feet
Total#Holes= 2000 holes
50%Open#Holes= 1000 holes
Dia.of Perforations= 0.375 in.
Area of Single Hole(A)= 0.000767 sf
Orifice Equation= Qo=C*A*(2*g*h)C
Coefficient(C)= 0.62
Area of Single Hole(A)= 0.000767 sf
Total Area of Perforations(Ar,r)= 0.767 sf
Gravity(g)= 32.2
Head(h)= 2.25 ft
Underdrain Pipe Flow Capacity(Qo)= 5.72 cfs

Post-Construction Water Quality Design -Sand Filter
PROJECT: Grace Church-Pond 2
JOB NO.: 31296.0001
CLIENT: SJP Properties
DATE: 3/8/2024
REVISED: 3/14/2024
I. DETERMINE SAND FILTER WATER QUALITY VOLUME
*METHOD ADAPTED FROM NCDEQ STORMWATER MANUAL
Drainage Area 0.84 Ac.
%Impervious 90%
Design Rainfall 1 in
df 1.5 ft
Rv 0.86
WQV design 2622 ft3
WQV actual 1967 ft3
k 3.5 ft/day
1.66 day
hmax filter(ft) WQV adj(ft3) AnnAF(/t2)
0.5 1967 3,933.47
1 1967 1,966.73
1.5 1967 1,311.16
2 1967 983.37
3 1967 655.58
4 1967 491.68
5 1967 393.35
6 1967 327.79
hmax selected ft
ha 1 ft
As(min) 173 ft2
Af(min) 271 ft2
As ft2
Af ft2 good
Water Quality Protection Volume(WQ,)= 1,967 cf
Filter Bed Depth id))= 1.5 feet
Coef.Of Permeability of Filter Media(k)= 3.50 ft/day
Avg.Ht.of Water above Filter Bed(h))= 1.00 feet
Design Filter Bed Drain Time(t))= 24 hours
Surface Area Calculation:
from above:
Surface Area(A,)= 270.81 sf
Proposed Surface Area(Aral)= 800.00 sf
Sediment Forebay Volume Calculation:
Min.Rq'd.Sediment Forebay Vol.(VF.)= 393.35 cf
Proposed Sediment Forebay Volume(As,d)= 200.00 cf
Stage-Discharge for Sand Filter Calculations:
Elevation Height(hf)above Discharge
sand bed(feet) (cfs)
758 0.0 0.0000
759 1.0 0.0540
760 2.0 0.0756
761 3.0 0.0972
762 4.0 0.1188
Underdrain Minimum Drawdown Flow Calculation:
Minimum Drawdown Flow)G.,(= 0.000948 cfs
Underdrain Perforated Pipe System Calculations:
Enter#Holes per LF pipe= 20 holes/LF
Linear Feet of Pipe= 100.0 feet
Total#Holes= 2000 holes
50%Open#Holes= 1000 holes
Dia.of Perforations= 0.375 in.
Area of Single Hole(A)= 0.000767 sf
Orifice Equation= Qo=C*A*(2*g*h)C
Coefficient(C)= 0.62
Area of Single Hole(A)= 0.000767 sf
Total Area of Perforations(Ar,r)= 0.767 sf
Gravity(g)= 32.2
Head(h)= 2.00 ft
Underdrain Pipe Flow Capacity(Qo)= 5.40 cfs 1

HT
THOMAS
&
HUTTON
Stormwater Management Report
Grace Church Road Industrial
Salisbury, Rowan County, North Carolina
Appendix E
Riprap Outlet Protection
J - 31296.0001
April 2024
Thomason dhutton.com

Rip Rap Apron Design
Project Name: 31296.0001 - Grace Church-Pipe-Ol
Drainage Specialist: Maris Barden Date: March 27, 2024
Checked By: Ryo Yamamoto Date: March 28, 2024
Step 1. Determine the tailwater depth from the channel characteristics below the pipe outlet for the
design capacity of the pipe. If the tailwater depth is less than half the outlet pipe diameter, it
is classifies as minimum tailwater conditions. If the tailwater is greater than half the pipe
diameter, it is classified as maximum tailwater conditions. Pipes that outlet onto wide flat
areas with no defined channel are assumed to have a minimum tailwater condition unless
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area(Acres): 1.2
Outlet pipe diameter,Do(in.) 18
Tailwater depth(Feet) 0.6
Tailwater Method To Be Used Min TW(Fig.8.06a)
Discharge(cfs) 4.0
Velocity(ft./s) 6.1
Step 2. Based on the tailwater conditions determined in Step 1, enter Figure 8.06a or Figure 8.06b
and determine the d50 rip rap size and minimum apron length(La). The d50 size is the median
stone size in a well-graded rip rap apron.
Step 3. Determine the apron width at the pipe outlet,the apron shape, and the apron width at the
outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Riprap d50, (ft.) 0.5
Minimum apron length, La(ft.) ** 10
Apron width at pipe outlet(ft.) 5
Apron shape W=Do+La
Apron width at outlet end(ft.) 12
**-Minimum Apron Length Is 10 Feet per CLDS 20.23
Step 4. Determine the maximum Stone Diameter. D.= 1.5 X d50
Determine the Apron Thickness,Ta= 1.5 X d,nax
Minimum TW Maximum TW
Max Stone Diameter, dmax(Inches): 9 71=
Apron Thickness (Inches): 14
**-Minimum Apron Thickness Is 10 Inches per CLDS 20.23
Step 5. Fit the rip rap apron to the site by making it level for the minimum length La. Extend the
apron farther downstream and along the channel banks until stability is assured. Keep apron
as straight as possible and align it with the flow of the receiving stream. Make any necessary
alignment bends near the pipe outlet so that the entrance into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure stability. It
may be necessary to increase the size of the rip rap where protection of the channel side
slopes is necessary. Where overfalls exist at pipe outlets or flows are excessive, a plunge pool
should be considered.

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
`
43u�% 1 : _ I 3
Outlet , w = p� * -a I .
pipe �` b�
diameter (Do) �� . r, }
La —IA AL) ; - - )11 �_. . - _
�ilwa'er 0.500 : . , IV
I. _R • ,,�a _ # NPotOc . .. 41111111011II! ill.,:ia d
f eY ! •� b
III Nil „' -
v� 50 in I :5 N i _ .
`,t,‘C` I 4 • • v ;
4� ' ,i 1 iuiimnIlirnJiiIII _� _ i • , ! .. ::. D.i . I ./�
3. .... . : . INhIHIl :: 11lII CHII Mil s : -- .• j 110F
III 4.:, : : _ -- .. f� N III 0
II II IN +'
M I
20 11°I N I I !1! . . ;7 .. :ail ., no 11111 ' .. 'AI...I.. ;06,
e1 SSA a
� . 1. r. •lI
piplimilimpliwy,:i.i.----iiii. : : Ar, At:
1."1"'
.„��nu 1 nnnnnnnninul _._ 1 .. v ' .'�' --
!lIIIIIIIIIIIII IIIIIIIIIIIIIIIII o- - '
Milli :'" m I lunuln ppI ■
11111 IllllltIII IIIIII�1111111�111 � �� � • ,� l b. N
0 Aiiw i ics III I III 111ggI : III + . 7.4. ' : . ;Ali�rlN'J "• IIR 2
u I"I"!ix I I I ; ' I , f! ",I";. p• P 11R cm
I1o111[1 1111IIlIl1MI 1�� I. piii r Ii;:� .1� a 1'�0 iiii; �i r� ,� "Ill. . . ._ .. .�fj d. _ ig A 111111 Iq"IIN Q
11IIIIIIIIII I t . . . ..„i ,' �. /, z
di 11 �� • - ti' V = p • �� %� 1111 111111111111111613
- .C....w.minow- 41111111-alla
Mill
3 5 10 20 51 100 200 500 1000
Discharge (ft3/sec)

Rip Rap Apron Design
Project Name: 31296.0001 - Grace Church-Al
Drainage Specialist: Ryo Yamamoto Date: March 29, 2024
Checked By: Nestor Hernandez Date: March 29, 2024
Step 1. Determine the tailwater depth from the channel characteristics below the pipe outlet for the
design capacity of the pipe. If the tailwater depth is less than half the outlet pipe diameter, it
is classifies as minimum tailwater conditions. If the tailwater is greater than half the pipe
diameter, it is classified as maximum tailwater conditions. Pipes that outlet onto wide flat
areas with no defined channel are assumed to have a minimum tailwater condition unless
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area(Acres): 7.3
Outlet pipe diameter,Do(in.) 48
Tailwater depth(Feet) 3.5
Tailwater Method To Be Used Max TW(Fig.8.06b)
Discharge(cfs) 39.0
Velocity(ft./s) 8.1
Step 2. Based on the tailwater conditions determined in Step 1, enter Figure 8.06a or Figure 8.06b
and determine the d50 rip rap size and minimum apron length(La). The d50 size is the median
stone size in a well-graded rip rap apron.
Step 3. Determine the apron width at the pipe outlet,the apron shape, and the apron width at the
outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Riprap d50, (ft.) 0.5
Minimum apron length, La(ft.) ** .0 17
Apron width at pipe outlet(ft.) 12
Apron shape W=Do+ .4La
Apron width at outlet end(ft.) 11
**-Minimum Apron Length Is 10 Feet per CLDS 20.23
Step 4. Determine the maximum Stone Diameter. D.= 1.5 X d50
Determine the Apron Thickness,Ta= 1.5 X d,,,
Minimum TW Maximum TW
Max Stone Diameter, dmax(Inches): 9 9
Apron Thickness (Inches): 14
**-Minimum Apron Thickness Is 10 Inches per CLDS 20.23
Step 5. Fit the rip rap apron to the site by making it level for the minimum length La. Extend the
apron farther downstream and along the channel banks until stability is assured. Keep apron
as straight as possible and align it with the flow of the receiving stream. Make any necessary
alignment bends near the pipe outlet so that the entrance into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure stability. It
may be necessary to increase the size of the rip rap where protection of the channel side
slopes is necessary. Where overfalls exist at pipe outlets or flows are excessive, a plunge pool
should be considered.

Figure 8.06b: Design of outlet protection from a round pipe flowing full, maximum
tailwater condition (Tw>=0.5 diameter)
T
.-;utii.t W = Do + 0.4La 120 �— - -
pipe I I
.
dint-IPlPf Doi . _
La 110 --..,
..� r.
Q Tai1wa fl (1,.500
1 .. .. ... ...: . ; ' : : ' ' j':, ::.:
: ,.. :.' '': :::: :::: . ... . . Pr ' lipl:::::,
A o a I
.u,...:.1 i.:-..:....i.„...:
.1� me ...60_ .. •r,, • • � ► .01/4
,jrwgvjpj'j .. ,..
.
7 .,
II. s • • . • J �� il � .
40 1111111311111 ..,q .. i. : 50 . . . . .. 1.. .. ii 1 `111111 tl, 3
}} unnna"T�i'11k= • r . irr•.,,"
illiii:..::,)„.:.
. i:: 1
• • ��, :_: Ft .:. . Grp ,I��M�I�M111
20 . ..._T_� 44 co
p .•- ssr attest � ism, v .. r �rai��...rsi m
.. . ,,,, ,,,,,ire
o,
... . . . . , :. ._ - v. 7.25,ilivr b.4 id ird i 0 rflir rk-4 ii--0,:ell 0 sy ,
‘c),AISOrdiffilifirld!"111191#Arr
preirillIWPOr . VP'Ir. rj .-7..::. 1:3
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)

Rip Rap Apron Design
Project Name: 31296.0001 - Grace Church-B1
Drainage Specialist: Ryo Yamamoto Date: March 29, 2024
Checked By: Nestor Hernandez Date: March 29, 2024
Step 1. Determine the tailwater depth from the channel characteristics below the pipe outlet for the
design capacity of the pipe. If the tailwater depth is less than half the outlet pipe diameter, it
is classifies as minimum tailwater conditions. If the tailwater is greater than half the pipe
diameter, it is classified as maximum tailwater conditions. Pipes that outlet onto wide flat
areas with no defined channel are assumed to have a minimum tailwater condition unless
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area(Acres): 10.2
Outlet pipe diameter,Do(in.) 48
Tailwater depth(Feet) 4.8
Tailwater Method To Be Used Max TW(Fig.8.06b)
Discharge(cfs) 52.7
Velocity(ft./s) 8.2
Step 2. Based on the tailwater conditions determined in Step 1, enter Figure 8.06a or Figure 8.06b
and determine the d50 rip rap size and minimum apron length(La). The d50 size is the median
stone size in a well-graded rip rap apron.
Step 3. Determine the apron width at the pipe outlet,the apron shape, and the apron width at the
outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Riprap d50, (ft.) 0.5
Minimum apron length, La(ft.) ** .0 17
Apron width at pipe outlet(ft.) 12
Apron shape W=Do+ .4La
Apron width at outlet end(ft.) 11
**-Minimum Apron Length Is 10 Feet per CLDS 20.23
Step 4. Determine the maximum Stone Diameter. D.= 1.5 X d50
Determine the Apron Thickness,Ta= 1.5 X d,,,
Minimum TW Maximum TW
Max Stone Diameter, dmax(Inches): 9 9
Apron Thickness (Inches): 14
**-Minimum Apron Thickness Is 10 Inches per CLDS 20.23
Step 5. Fit the rip rap apron to the site by making it level for the minimum length La. Extend the
apron farther downstream and along the channel banks until stability is assured. Keep apron
as straight as possible and align it with the flow of the receiving stream. Make any necessary
alignment bends near the pipe outlet so that the entrance into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure stability. It
may be necessary to increase the size of the rip rap where protection of the channel side
slopes is necessary. Where overfalls exist at pipe outlets or flows are excessive, a plunge pool
should be considered.

Figure 8.06b: Design of outlet protection from a round pipe flowing full, maximum
tailwater condition (Tw>=0.5 diameter)
T
.2.utlE•1 W = Do + 0.4La 120 — J - -
pipe r`— III . .11
�i .
filar iator I� 1 — L }- .. ... .. . ... ...
.. . d
a 110 ._ .. ':r,. '
Q �Tallwa er .5Dp i "'1
pi .f..... :. i. -..:...-, .
.. . .. ... ... . .... IMI
1001 .. .., : ...i: . , :, . :iiirryir :, : 1.: :::
411 '
40
ii L'Il-• I
��r 60 _ r
gaNtemml
- - ' J ifirpti'l
1
„ . . .. . . . .: „A-
I lii1iij�inI1i w111 ••i I'• 6IIIlir
I rIqi • ,-,. '
1111111111�III IIIIUI.,„
4D ( I 1 1 1 111111 13
ful1i �11 '. 01411.:.:A . 1.
30 7 .. .,.1 F r
A •1: • M.N�A,,M�IIIIIIIIIM E
20 AIME MP' AsRls!'AISG�IIe ism ; -4 .�orir�ioriiim �r m
'f:=-:t r -... ; : 1(i� • : :::•: :. ... .. .... .. . i .o,: iriA.Zi
�*1 in J.
10 ' _ .I. , .li ( J o ';
•. • •..•
1 : :: .II _b. ,, .si
ArVirrir .' .11.i't 1
iS
_III0P011111101111WalligEr0011
. . i
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)

Rip Rap Apron Design
Project Name: 31296.0001 - Grace Church- Cl
Drainage Specialist: Ryo Yamamoto Date: March 29, 2024
Checked By: Nestor Hernandez Date: March 29, 2024
Step 1. Determine the tailwater depth from the channel characteristics below the pipe outlet for the
design capacity of the pipe. If the tailwater depth is less than half the outlet pipe diameter, it
is classifies as minimum tailwater conditions. If the tailwater is greater than half the pipe
diameter, it is classified as maximum tailwater conditions. Pipes that outlet onto wide flat
areas with no defined channel are assumed to have a minimum tailwater condition unless
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area(Acres): 0.8
Outlet pipe diameter,Do(in.) 30
Tailwater depth(Feet) 1.8
Tailwater Method To Be Used Max TW(Fig.8.06b)
Discharge(cfs) 4.4
Velocity(ft./s) 4.3
Step 2. Based on the tailwater conditions determined in Step 1, enter Figure 8.06a or Figure 8.06b
and determine the d50 rip rap size and minimum apron length(La). The d50 size is the median
stone size in a well-graded rip rap apron.
Step 3. Determine the apron width at the pipe outlet,the apron shape, and the apron width at the
outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Riprap d50, (ft.) 1 0.5
Minimum apron length, La(ft.) ** III .0 11
Apron width at pipe outlet(ft.) 8
Apron shape W=Do+ .4La
Apron width at outlet end(ft.) 7
**-Minimum Apron Length Is 10 Feet per CLDS 20.23
Step 4. Determine the maximum Stone Diameter. D.= 1.5 X d50
Determine the Apron Thickness,Ta= 1.5 X d,nax
Minimum TW Maximum TW
Max Stone Diameter, dmax(Inches): 9
Apron Thickness (Inches): 14
**-Minimum Apron Thickness Is 10 Inches per CLDS 20.23
Step 5. Fit the rip rap apron to the site by making it level for the minimum length La. Extend the
apron farther downstream and along the channel banks until stability is assured. Keep apron
as straight as possible and align it with the flow of the receiving stream. Make any necessary
alignment bends near the pipe outlet so that the entrance into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure stability. It
may be necessary to increase the size of the rip rap where protection of the channel side
slopes is necessary. Where overfalls exist at pipe outlets or flows are excessive, a plunge pool
should be considered.

Figure 8.06b: Design of outlet protection from a round pipe flowing full, maximum
tailwater condition (Tw>=0.5 diameter)
T
.-;utii.t t W = Do + 0.4La 120 1- -
pipe `` 1 I'
La �i 110 ._
r, '
•
Q TailwaAer Q.5D0 I A ...1 .1
, :, : ,„
fl 4411
80 �� pp
IMIM
f
70: .. .. .:1_ .:. . . ...;.. . .. ... ... . $iiil
,:::.....-1 _
ill II
me 6. hHH1.
:
� 1110
‘1�50 �_ r,.. pti `� I 1 MMI
1111111111111AIll • • � 1 W16II I l Mill 340 , nnrnanunnnNi r , + . .. i � � 1 1 nnu
Fri
ir.N . • b.::i ....
ir Mir
ME
30 ....:,•• # �20 .._. it. �1 {{rl��ll�•� . . . .� M.NArr�,,r�1I111it IN 2drialipr : : :Ann
tv
I . . . . 0.
r �1'
iorderdiri
• - 64,00,SreadrAirdrAM5111" ', .11.i't 0
in
.... ..: :::. . . ' '''. ' ' 2.v = 15 l' I plIFOroliOr worry. Pr r.- r ‘dr...:1.. "
_ : . i. 1 , ! 1 ' d0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)

Rip Rap Apron Design
Project Name: 31296.0001 - Grace Church-El
Drainage Specialist: Maris Barden Date: March 27, 2024
Checked By: Ryo Yamamoto Date: March 28, 2024
Step 1. Determine the tailwater depth from the channel characteristics below the pipe outlet for the
design capacity of the pipe. If the tailwater depth is less than half the outlet pipe diameter, it
is classifies as minimum tailwater conditions. If the tailwater is greater than half the pipe
diameter, it is classified as maximum tailwater conditions. Pipes that outlet onto wide flat
areas with no defined channel are assumed to have a minimum tailwater condition unless
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area(Acres): 5.7
Outlet pipe diameter,Do(in.) 30
Tailwater depth(Feet) 1.9
Tailwater Method To Be Used Max TW(Fig.8.06b)
Discharge(cfs) 18.2
Velocity(ft./s) 4.5
Step 2. Based on the tailwater conditions determined in Step 1, enter Figure 8.06a or Figure 8.06b
and determine the d50 rip rap size and minimum apron length(La). The d50 size is the median
stone size in a well-graded rip rap apron.
Step 3. Determine the apron width at the pipe outlet,the apron shape, and the apron width at the
outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Riprap d50, (ft.) 1 0.5
Minimum apron length, La(ft.) ** 1III
Apron width at pipe outlet(ft.) 8
Apron shape W=Do+ .4La
Apron width at outlet end(ft.) 7
**-Minimum Apron Length Is 10 Feet per CLDS 20.23
Step 4. Determine the maximum Stone Diameter. D.= 1.5 X d50
Determine the Apron Thickness,Ta= 1.5 X d,nax
Minimum TW Maximum TW
Max Stone Diameter, dmax(Inches): 9
Apron Thickness (Inches): 14
**-Minimum Apron Thickness Is 10 Inches per CLDS 20.23
Step 5. Fit the rip rap apron to the site by making it level for the minimum length La. Extend the
apron farther downstream and along the channel banks until stability is assured. Keep apron
as straight as possible and align it with the flow of the receiving stream. Make any necessary
alignment bends near the pipe outlet so that the entrance into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure stability. It
may be necessary to increase the size of the rip rap where protection of the channel side
slopes is necessary. Where overfalls exist at pipe outlets or flows are excessive, a plunge pool
should be considered.

Figure 8.06b: Design of outlet protection from a round pipe flowing full, maximum
tailwater condition (Tw>=0.5 diameter)
300
fi
Outlet W = 00 + 0.41a 120 f
pipe Tt I I V . :'11.
diamPtar (
;.__. — La-01 110 - • + . .
— _� Tailwater_o Q.500 .: :I:: f
mieloiliesweelir
100 IiiiI '
,
. . ... , , r.=, .
1
. .. .
rar': :1 i : J;:."..E._:.,-....,'::
, 4 .
, . . .. . . . .
019 7°, . .... ....--:.!-- -7 - --- * Mg: 'V A - ** 'T..
0 . a a . j : .11::
A ,t,a
1 IN
t::-•.,,1.
iii
..
,i,
40 .,\:;I::: • , ' ' . .. r , i
1 , ,. , 1.,.I.,... lJ,i11l
ritliltr.1
"ilillnUn 3
I• VA 4.4:
r:.
, . -:,::1I
F,,
r.
PPP 1111 is ..111
wipti -.E-
1 : . .,...r. a...iitigaii....,, _. 2 —
AirAP211rAtri , . . 4. r i v)
. ... 0.
, O , i ..1, v
ermet
.J� a .A .1 d 1 Q
I: : : . . , v =�— s v��� R' I" ail in
v' . io 6_,....m-apriiiticir.- -1,gredgirr .
_ iiiiiiiiiiii . I 1 , 1 ,0
3 5 10 20 50 100 200 500 1000
Discharge(ft3lsec)

Rip Rap Apron Design
Project Name: 31296.0001 - Grace Church-Fl
Drainage Specialist: Maris Barden Date: March 27, 2024
Checked By: Ryo Yamamoto Date: March 28, 2024
Step 1. Determine the tailwater depth from the channel characteristics below the pipe outlet for the
design capacity of the pipe. If the tailwater depth is less than half the outlet pipe diameter, it
is classifies as minimum tailwater conditions. If the tailwater is greater than half the pipe
diameter, it is classified as maximum tailwater conditions. Pipes that outlet onto wide flat
areas with no defined channel are assumed to have a minimum tailwater condition unless
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area(Acres): 5.9
Outlet pipe diameter,Do(in.) 24
Tailwater depth(Feet) 1.7
Tailwater Method To Be Used Max TW(Fig.8.06b)
Discharge(cfs) 14.4
Velocity(ft./s) 5.1
Step 2. Based on the tailwater conditions determined in Step 1, enter Figure 8.06a or Figure 8.06b
and determine the d50 rip rap size and minimum apron length(La). The d50 size is the median
stone size in a well-graded rip rap apron.
Step 3. Determine the apron width at the pipe outlet,the apron shape, and the apron width at the
outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Riprap d50, (ft.) 1 0.5
Minimum apron length, La(ft.) ** 10
III
Apron width at pipe outlet(ft.) 6
Apron shape W=Do+ .4La
Apron width at outlet end(ft.) 6
**-Minimum Apron Length Is 10 Feet per CLDS 20.23
Step 4. Determine the maximum Stone Diameter. D.= 1.5 X d50
Determine the Apron Thickness,Ta= 1.5 X d,nax
Minimum TW Maximum TW
Max Stone Diameter, dmax(Inches): 9
Apron Thickness (Inches): 14
**-Minimum Apron Thickness Is 10 Inches per CLDS 20.23
Step 5. Fit the rip rap apron to the site by making it level for the minimum length La. Extend the
apron farther downstream and along the channel banks until stability is assured. Keep apron
as straight as possible and align it with the flow of the receiving stream. Make any necessary
alignment bends near the pipe outlet so that the entrance into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure stability. It
may be necessary to increase the size of the rip rap where protection of the channel side
slopes is necessary. Where overfalls exist at pipe outlets or flows are excessive, a plunge pool
should be considered.

Figure 8.06b: Design of outlet protection from a round pipe flowing full, maximum
tailwater condition (Tw>=0.5 diameter)
300
fi
Outlet W = D0 + 0.4La 120 f r
pipe �t A II V . 'i
. r I
diame1Pr (00);r — La .I
110
—__ , r i1watAer_ , 3;5D0 .1.:' ". f '
100 : . r r �r
NII ,,,-\ 80 --
• • ! • :-. .,-
Fir ' 1 ..A.
sO :.:: :.. W
_ _
" j .. j ii --
:s• A A - .1 ;:: AN :
S/15: I •' . 7 `IA LT. 11,111,111
40 : .: : 1 I I�'Nr
:i..i.. ,;.: : ' - • ..'A . : + 1' ..: Ii,ii iiil 3
aD 4 !9 "
', • .a..1;. : . � � I N11111111
3 0 1 ,;I.• • I i ---j-ill
� ' rW • ...:H: 1 . p.. . . r ia'Alrlitfr.a r•" ,■n u. ... ., , , , , I . .4vt....,limpporAy,Altrofir Akirr•:,“ 1 et
•
lirdWrgliihr
I i 2" = is
4 Ardar 4-, ii:::t ..„2
.�� r .r.
v - 10ss . I r 1
1 /�� � . i . i . ,
a0
_
3 5 10 20 50 100 200 500 1000
Discharge(ft3lsec)

3/29/24, 11:00 AM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Culvert
Name Culvert
Discharge 118.51
Channel Slope 0.0138
Channel Bottom Width 7
Left Side Slope 2
Right Side Slope 2
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Fair 50-64%
Soil Type Sandy Loam(GM)
S200
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
5200 Straight 118.51 cfs 6.54 ft/s 1.73 ft 0.031 2.3 lbs/ft2 1.49 lbs/ft2 1.55 STABLE E
Unvegetated
Underlying Straight 118.51 cfs 6.54 ft/s 1.73 ft 0.031 2.18 lbs/ft2 1.06 lbs/ft2 2.06 STABLE E
Substrate
S200 Reinforced Straight 118.51 cfs 5.11 ft/s 2.08 ft 0.043 10 lbs/ft2 1.79 lbs/ft2 5.59 STABLE E
Vegetation
Underlying Straight 118.51 cfs 5.11 ft/s 2.08 ft 0.043 2.3 lbs/ft2 1.23 lbs/ft2 1.88 STABLE E
Substrate
W3000
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
W3000 Straight 118.51 cfs 6.27 ft/s 1.79 ft 0.033 2.3 lbs/ft2 1.54 lbs/ft2 1.49 STABLE E
Unvegetated
Underlying Straight 118.51 cfs 6.27 ft/s 1.79 ft 0.033 2.18 lbs/ft2 1.09 lbs/ft2 2.01 STABLE E
Substrate
W3000 Straight 118.51 cfs 5.11 ft/s 2.08 ft 0.043 14 lbs/ft2 1.79 lbs/ft2 7.83 STABLE E
Reinforced
Vegetation
Underlying Straight 118.51 cfs 5.11 ft/s 2.08 ft 0.043 2.75 lbs/ft2 1.23 lbs/ft2 2.25 STABLE E
Substrate
D50 of Riprap(in):
Rock Riprap 9
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Rock Riprap Straight 118.51 cfs 2.78 ft/s 3.19 ft 0.1 3 lbs/ft2 1.73 lbs/ft2 1.74 STABLE --
Unvegetated
SC250
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 118.51 cfs 6.05 ft/s 1.83 ft 0.034 3 lbs/ft2 1.58 lbs/ft2 1.9 STABLE E
Unvegetated
Underlying Straight 118.51 cfs 6.05 ft/s 1.83 ft 0.034 2.84 lbs/ft2 1.11 lbs/ft2 2.56 STABLE E
Substrate
https://ecmds.com/project/160234/channel-analysis/262756/show 1/2

3/29/24, 11:00 AM ECMDS 7.0
SC250 Straight 118.51 cfs 5.11 ft/s 2.08 ft 0.043 10 lbs/ft2 1.79 lbs/ft2 5.59 STABLE E
Reinforced
Vegetation
Underlying Straight 118.51 cfs 5.11 ft/s 2.08 ft 0.043 3 lbs/ft2 1.23 lbs/ft2 2.45 STABLE E
Substrate
C350
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C350 Straight 118.51 cfs 6.02 ft/s 1.84 ft 0.034 3.2 lbs/ft2 1.58 lbs/ft2 2.02 STABLE E
Unvegetated
Underlying Straight 118.51 cfs 6.02 ft/s 1.84 ft 0.034 3.03 lbs/ft2 1.11 lbs/ft2 2.73 STABLE E
Substrate
C350 Reinforced Straight 118.51 cfs 5.11 ft/s 2.08 ft 0.043 12 lbs/ft2 1.79 lbs/ft2 6.71 STABLE E
Vegetation
Underlying Straight 118.51 cfs 5.11 ft/s 2.08 ft 0.043 3.2 lbs/ft2 1.23 lbs/ft2 2.61 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
P550 Straight 118.51 cfs 6.29 ft/s 1.78 ft 0.032 3.3 lbs/ft2 1.53 lbs/ft2 2.15 STABLE E
Unvegetated
Underlying Straight 118.51 cfs 6.29 ft/s 1.78 ft 0.032 3.12 lbs/ft2 1.08 lbs/ft2 2.89 STABLE E
Substrate
P550 Reinforced Straight 118.51 cfs 5.11 ft/s 2.08 ft 0.043 14 lbs/ft2 1.79 lbs/ft2 7.83 STABLE E
Vegetation
Underlying Straight 118.51 cfs 5.11 ft/s 2.08 ft 0.043 3.3 lbs/ft2 1.23 lbs/ft2 2.69 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P300 Straight 118.51 cfs 5.96 ft/s 1.86 ft 0.035 2.8 lbs/ft2 1.6 lbs/ft2 1.75 STABLE E
Unvegetated
Underlying Straight 118.51 cfs 5.96 ft/s 1.86 ft 0.035 2.65 lbs/ft2 1.12 lbs/ft2 2.37 STABLE E
Substrate
P300 Reinforced Straight 118.51 cfs 5.11 ft/s 2.08 ft 0.043 12 lbs/ft2 1.79 lbs/ft2 6.71 STABLE E
Vegetation
Underlying Straight 118.51 cfs 5.11 ft/s 2.08 ft 0.043 2.8 lbs/ft2 1.23 lbs/ft2 2.29 STABLE E
Substrate
https://ecmds.com/project/160234/channel-analysis/262756/show 2/2

HT
THOMAS
&
HUTTON
Stormwater Management Report
Grace Church Road Industrial
Salisbury, Rowan County, North Carolina
Appendix F
Spillway Calculations
J - 31296.0001
April 2024
Thomason dhutton.com

3/27/24,5:14 PM ECMDS 7.0
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>Spillway 1
Name Spillway 1
Discharge 35.31
Channel Slope 0.33
Channel Bottom Width 20
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class E<2 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Good 65-79%
Soil Type Sandy Loam(GM)
S200
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
5200 Straight 35.31 cfs 10.81 ft/s 0.16 ft 0.023 2.3 lbs/ft2 3.27 lbs/ft2 0.7 UNSTABLE E
Unvegetated
Underlying Straight 35.31 cfs 10.81 ft/s 0.16 ft 0.023 2.18 lbs/ft2 3.19 lbs/ft2 0.68 UNSTABLE E
Substrate
S200 Reinforced Straight 35.31 cfs 14.58 ft/s 0.12 ft 0.014 10 lbs/ft2 2.44 lbs/ft2 4.09 STABLE E
Vegetation
Underlying Straight 35.31 cfs 14.58 ft/s 0.12 ft 0.014 2.3 lbs/ft2 2.4 lbs/ft2 0.96 UNSTABLE E
Substrate
TMax3k
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
TMax3k Straight 35.31 cfs 9.8 ft/s 0.18 ft 0.027 2.3 lbs/ft2 3.61 lbs/ft2 0.64 UNSTABLE E
Unvegetated
Underlying Straight 35.31 cfs 9.8 ft/s 0.18 ft 0.027 2.18 lbs/ft2 3.51 lbs/ft2 0.62 UNSTABLE E
Substrate
TMax3k Straight 35.31 cfs 14.58 ft/s 0.12 ft 0.014 14 lbs/ft2 2.44 lbs/ft2 5.73 STABLE E
Reinforced
Vegetation
Underlying Straight 35.31 cfs 14.58 ft/s 0.12 ft 0.014 2.3 lbs/ft2 2.4 lbs/ft2 0.96 UNSTABLE E
Substrate
TMax
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
TMax Straight 35.31 cfs 10.78 ft/s 0.16 ft 0.023 2.3 lbs/ft2 3.3 lbs/ft2 0.7 UNSTABLE E
Unvegetated
Underlying Straight 35.31 cfs 10.78 ft/s 0.16 ft 0.023 2.18 lbs/ft2 3.21 lbs/ft2 0.68 UNSTABLE E
Substrate
TMax Reinforced Straight 35.31 cfs 14.58 ft/s 0.12 ft 0.014 16 lbs/ft2 2.44 lbs/ft2 6.55 STABLE E
Vegetation
Underlying Straight 35.31 cfs 14.58 ft/s 0.12 ft 0.014 2.3 lbs/ft2 2.4 lbs/ft2 0.96 UNSTABLE E
Substrate
W3000
https://ecmds.com/project/160234/channel-analysis/262696/show 1/3

3/27/24,5:14 PM ECMDS 7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
W3000 Straight 35.31 cfs 9.92 ft/s 0.17 ft 0.026 2.3 lbs/ft2 3.57 Ibs/ft2 0.64 UNSTABLE E
Unvegetated
Underlying Straight 35.31 cfs 9.92 ft/s 0.17 ft 0.026 2.18 lbs/ft2 3.47 lbs/ft2 0.63 UNSTABLE E
Substrate
W3000 Straight 35.31 cfs 14.58 ft/s 0.12 ft 0.014 14 lbs/ft2 2.44 lbs/ft2 5.73 STABLE E
Reinforced
Vegetation
Underlying Straight 35.31 cfs 14.58 ft/s 0.12 ft 0.014 2.3 lbs/ft2 2.4 lbs/ft2 0.96 UNSTABLE E
Substrate
Rock Riprap
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Rock Riprap Straight 35.31 cfs 8.77 ft/s 0.19 ft 0.032 4 lbs/ft2 3.88 lbs/ft2 1.03 STABLE --
Unvegetated
SC250
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 35.31 cfs 10.03 ft/s 0.17 ft 0.026 3 lbs/ft2 3.53 lbs/ft2 0.85 UNSTABLE E
Unvegetated
Underlying Straight 35.31 cfs 10.03 ft/s 0.17 ft 0.026 2.84 lbs/ft2 3.44 lbs/ft2 0.83 UNSTABLE E
Substrate
SC250 Straight 35.31 cfs 14.58 ft/s 0.12 ft 0.014 10 lbs/ft2 2.44 lbs/ft2 4.09 STABLE E
Reinforced
Vegetation
Underlying Straight 35.31 cfs 14.58 ft/s 0.12 ft 0.014 3 lbs/ft2 2.4 lbs/ft2 1.25 STABLE E
Substrate
C350
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
C350 Straight 35.31 cfs 9.55 ft/s 0.18 ft 0.028 3.2 lbs/ft2 3.69 lbs/ft2 0.87 UNSTABLE E
Unvegetated
Underlying Straight 35.31 cfs 9.55 ft/s 0.18 ft 0.028 3.03 lbs/ft2 3.59 lbs/ft2 0.84 UNSTABLE E
Substrate
C350 Reinforced Straight 35.31 cfs 14.58 ft/s 0.12 ft 0.014 12 lbs/ft2 2.44 lbs/ft2 4.91 STABLE E
Vegetation
Underlying Straight 35.31 cfs 14.58 ft/s 0.12 ft 0.014 3.2 lbs/ft2 2.4 lbs/ft2 1.33 STABLE E
Substrate
P550
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P550 Straight 35.31 cfs 10.52 ft/s 0.16 ft 0.024 3.3 lbs/ft2 3.38 lbs/ft2 0.98 UNSTABLE E
Unvegetated
Underlying Straight 35.31 cfs 10.52 ft/s 0.16 ft 0.024 3.12 lbs/ft2 3.29 lbs/ft2 0.95 UNSTABLE E
Substrate
P550 Reinforced Straight 35.31 cfs 14.58 ft/s 0.12 ft 0.014 14 lbs/ft2 2.44 lbs/ft2 5.73 STABLE E
Vegetation
Underlying Straight 35.31 cfs 14.58 ft/s 0.12 ft 0.014 3.3 lbs/ft2 2.4 lbs/ft2 1.38 STABLE E
Substrate
P300
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
P300 Straight 35.31 cfs 10.05 ft/s 0.17 ft 0.026 2.8 lbs/ft2 3.53 lbs/ft2 0.79 UNSTABLE E
Unvegetated
Underlying Straight 35.31 cfs 10.05 ft/s 0.17 ft 0.026 2.65 lbs/ft2 3.43 lbs/ft2 0.77 UNSTABLE E
Substrate
https://ecmds.com/project/160234/channel-analysis/262696/show 2/3

3/27/24,5:14 PM ECMDS 7.0
P300 Reinforced Straight 35.31 cfs 14.58 ft/s 0.12 ft 0.014 12 Ibs/ft2 2.44 Ibs/ft2 4.91 STABLE E
Vegetation
Underlying Straight 35.31 cfs 14.58 ft/s 0.12 ft 0.014 2.8 Ibs/ft2 2.4 Ibs/ft2 1.17 STABLE E
Substrate
https://ecmds.com/project/160234/channel-analysis/262696/show 3/3

HT
THOMAS
&
HUTTON
Stormwater Management Report
Grace Church Road Industrial
Salisbury, Rowan County, North Carolina
Appendix G
HEC-22 Report
J - 31296.0001
April 2024
Thomason dhutton.com

HEC-22
Energy Grade Line Computations
Struct. Q EGLo HGLo Total Pipe EGLi HGLi Ea EGLa Surface Elev.
ID (cfs) (ft) (ft) Loss (ft) (ft) (ft) (ft) (ft)
(ft)
Al I 740.27 740.27 _ 740.92
A2 39.3 741.45 741.29 _ _ 741.45 740.43 4.7 741.45 747.63
A3 35.1 741.53 741.32 0.12 741.65 741.44 3.8 741.70 747.64
A4 30.9 741.82 741.52 0.21 742.03 741.73 3.2 742.17 747.63
A5 25.0 742.25 742.05 0.17 742.42 742.22 2.8 742.51 749.47
A6 _ 24.4 742.58 742.39 742.91 742.10 2.5 743.16 754.75
A7 24.2 743.36 742.85 744.37 743.58 2.7 744.68 754.75
A8 23.4 744.82 744.47 0.49 745.31 744.96 3.0 745.82 754.75
A9 22.7 745.95 745.62 0.44 746.40 746.06 2.9 746.93 754.35
A10 18.2 747.01 746.80 0.29 747.30 747.09 2.3 747.46 754.75_
All 15.3 747.63 747.21 748.55 747.78 2.4 748.90 754.75_
Al2 12.3 748.99 748.75 0.30 749.29 749.05 2.1 749.37 754.75_
A13 9.3 749.42 749.29 0.17 749.59 749.46 1.8 749.64 754.75_
A14 6.5 749.67 749.60 749.73 749.31 1.3 749.80 754.75
A15 3.3 749.87 749.70 750.53 750.24 1.1 750.66 754.75
B1 740.27 740.27 739.92
B2 52.7 740.54 740.27 0.07 740.61 740.34 5.1 740.84 747.63
B3 _ 48.7 740.93 740.70 0.11 741.05 740.81 4.8 741.10 747.63
B4 44.6 741.18 740.98 0.10 741.27 741.08 4.6 741.32 747.63
B5 40.2 741.38 741.22 0.05 741.43 741.27 4.5 741.50 747.63
B6 35.3 741.58 741.38 0.23 741.81 741.60 3.4 741.89 754.23
B7 33.0 741.96 741.78 742.46 741.64 2.6 742.60 755.06
B8 33.2 742.71 742.43 743.19 742.37 2.9 743.63 753.06
B9 31.7 743.71 743.50 743.71 742.91 2.9 743.71 753.09
B10 10.1 743.84 743.53 744.42 743.90 1.9 744.67 754.35
B11 9.8 747.75 747.25 0.41 748.16 747.66 2.2 748.71 754.35
B12 8.6 748.79 748.59 0.21 749.00 748.80 2.2 749.08 754.35
B13 7.2 749.14 749.00 0.18 749.32 749.18 2.0 749.39 754.35
B14 3.6 749.41 749.35 0.08 749.49 749.43 1.5 749.55 754.35
B23 2.3 743.72 743.71 744.44 743.84 0.9 744.44 753.30
B15 16.6 743.79 743.60 744.23 743.65 2.4 744.70 756.00
B16 10.1 749.39 748.94 0.45 749.84 749.39 1.8 750.07 756.00
B17 7.8 750.14 749.96 0.45 750.59 750.20 1.8 750.75 756.00
B18 5.4 750.80 750.66 0.24 751.04 750.90 1.5 751.12 756.00
B19 2.9 751.14 751.09 0.45 751.59 751.34 1.7 751.77 756.00
B20 2.7 750.19 749.81 752.69 752.30 0.9 752.69 760.33
B21 2.3 752.71 752.65 753.19 752.83 0.8 753.19 759.45
B22 1.1 753.19 753.17 753.24 753.00 0.6 753.24 759.45
B24 3.3 749.34 748.91 749.72 749.28 1.4 750.01 755.19
Cl 759.52 759.52 760.79
C2 4.4 759.83 759.80 759.83 759.55 1.6 759.83 764.61
C3 3.8 759.86 759.79 759.86 759.59 1.0 759.86 764.61
C4 3.2 759.89 759.82 760.28 760.03 0.9 760.28 766.52
C5 2.2 760.80 760.34 763.87 763.42 0.9 763.87 770.70
C6 1.2 763.88 763.86 764.11 763.78 0.7 764.11 770.70
C7 0.6 761.07 760.97 0.16 761.23 761.13 0.5 761.33 766.52
El 748.00 748.00 748.38
E2 30.7 748.61 748.00 0.71 749.32 748.71 3.5 749.57 754.03
E3 31.2 749.83 749.20 0.76 750.59 749.96 4.2 750.95 757.27
E4 31.8 751.21 750.56 0.95 752.16 751.51 5.1 752.63 752.95
E5 23.4 752.77 752.42 0.34 753.11 752.76 5.1 753.21 754.60
E6 22.5 753.53 752.73 1.85 755.38 754.58 6.9 755.90 757.13
E7 13.6 756.02 755.73 0.80 756.81 756.52 6.7 756.88 757.24
Fl 751.17 751.17 751.42
F2 6.8 751.24 751.17 0.13 751.37 751.30 1.5 751.42 757.17
F3 6.3 751.79 751.45 0.92 752.71 752.36 1.8 753.11 766.17
N THOMAS& HUTTON T:\AutoCADlReports\HEC-221HEC-22 Reporting

HEC-22
Energy Grade Line Computations
Struct. Q EGLo HGLo Total Pipe EGLi HGLi Ea EGLa Surface Elev.
ID (cfs) (ft) (ft) Loss (ft) (ft) (ft) (ft) (ft)
(ft)
F4 6.4 753.19, 752.99 0.26 753.45 753.25 2.0 753.60I 757.24,
Ili T HOM AS& H U T T O N T:\AutoCADlReports\HEC-221HEC-22 Reporting

HEC-22
Storm Drain Computations
Structure ID Length Drainage Runoff Tc Rain"I" Runoff Known Q Total Q Pipe Full Q Velocity Velocity Invert Elevation Slope
(ft) Area Coeff"C" (min) (in/hr) "Q" (cfs) (cfs) Dia. (cfs) Full Design
From To (ac) (cfs) (in) (ft/s) (ft/s) U/S D/S
A2 Al 49 0.80 0.94 9 5.96 39.3 39.3 48 111.4 8.86_ 8.09 736.79 736.50 0.60%
A3 A2 100_ 0.80 0.94 9 6.01 35.1 35.1 42 78.0 8.11 7.89 737.89 737.29 0.60%
A4 A3 97_ 1.08 0.94 8 6.07 30.9 _ 30.9 36 51.7 7.32 7.63 738.97 738.39 0.60%
A5 A4 120_ 0.22 0.70 8 6.15 25.0 25.0 36 51.7 7.32 7.25 739.70 738.97 0.60%
A6 A5 158- 0.10 0.81 8 6.26 24.4 24.4 36 51.7 7.32 7.21 740.65 739.70 0.60%
A7 A6 133_ 0.22 0.81 7 6.34 24.2 24.2 30 31.8 6.48 7.13 741.95 741.15 0.60%
A8 A7 151_ 0.20 0.78 7 6.44 23.4 _ 23.4 30 31.8 6.48 7.08 742.85 741.95 0.60%
A9 A8 145_ 0.79 0.91 7 6.53 22.7 22.7 30 36.7 7.48 7.87 744.01 742.85 0.80%
A10 A9 146_ 0.51 0.91 6 6.62 18.2 18.2 30 36.7 7.48 7.46 745.17 744.01 0.80%
All A10 100_ 0.51 0.91 6 6.69 15.3 _ 15.3 24 20.3 6.45 7.08 746.47 745.67 0.80%
Al2 All 100_ 0.51 0.91 6 6.76 12.3 12.3 24 20.3 6.45 6.76 747.27 746.47 0.80%
A13 Al2 100_ 0.51 0.83 6 6.84 9.3 9.3 24 17.5 5.58 5.66 747.87 747.27 0.60%
A14 A13 100_ 0.51 0.91 5 6.93 6.5 _ 6.5 24 17.5 5.58 5.15 748.47 747.87 0.60%
A15 A14 100 0.51 0.91 5 7.04 3.3 3.3 18 8.1 4.61 4.35 749.57 748.97 0.60%
B2 B1 52_ 0.80 0.94 9 5.95 52.7 _ 52.7 48 101.7 8.09 8.16 735.76 735.50 0.50%
B3 B2 100_ 0.80 0.94 9 6.01 48.7 _ 48.7 48 101.7 8.09 8.00 736.26 735.76 0.50%
B4 B3 100_ 0.80 0.94 8 6.07 44.6 _ 44.6 48 101.7 8.09 7.82 736.76 736.26 0.50%
B5 B4 59_ 1.00 0.91 8 6.11 40.2 40.2 48 101.7 8.09 7.61 737.05 736.76 0.50%
B6 B5 185_ 0.08 0.83 8 6.23 35.3 35.3 42 71.2 7.40 7.38 738.48 737.55 0.50%
B7 B6 296 0.06 0.83 7 6.42 33.0 33.0 42 71.2 7.40 7.26 739.96 738.48 0.50%
B8 B7 146 0.28 0.83 7 6.51 33.2 33.2 42 71.2 7.40 7.27 740.69 739.96 0.50%
B9 B8 34 0.87 0.63 7 6.54 31.7 31.7 42 71.2 7.40 7.18 740.87 740.69 0.50%
B10 B9 75 0.07 0.83 6 6.77 10.1 10.1 24 17.5 5.58 5.78 742.81 742.37 0.60%
B11 B10 69 0.30 0.63 6 6.83 9.8 9.8 21 12.3 5.11 5.67 746.48 746.06 0.60%
B12 B11 70 0.26 0.82 6 6.89 8.6 8.6 21 12.3 5.11 5.52 746.90 746.48 0.60%
B13 B12 87 0.61 0.86 5 6.97 7.2 7.2 21 12.3 5.11 5.31 747.42 746.90 0.60%
B14 B13 69 0.55 0.90 5 7.04 3.6 3.6 18 8.1 4.61 4.45 748.08 _ 747.67 0.60%
B23 B9 66 0.44 0.74 5 7.04 2.3 2.3 30 64.9 13.23 6.24 743.51 _ 741.87 2.50%
B15 B9 184 0.67 0.89 6 6.68 16.6 16.6 30 29.0 5.91 6.11 742.29 _ 741.37 0.50%
B16 B15 90 0.38 0.92 6 6.76 10.1 10.1 24 16.0 5.10 5.39 748.24 747.79 0.50%
B17 B16 90 0.39 0.92 6 6.84 7.8 7.8 21 11.2 4.66 5.03 748.94 748.49 0.50%
B18 B17 90 0.41 0.89 5 6.93 5.4 5.4 18 7.4 4.21 4.59 749.64 749.19 0.50%
B19 B18 90 0.48 0.85 5 7.04 2.9 2.9 18 7.4 4.21 3.94 750.09 749.64 0.50%
B20 B15 250 0.07 0.80 5 6.95 2.7 2.7 18 10.5 5.95 4.97 751.79 749.29 1.00%
B21 B20 57 0.20 0.83 5 7.00 2.3 2.3 18 10.5 5.95 4.75 752.36 _ 751.79 1.00%
B22 B21 31 0.19 0.83 5 7.04 1.1 1.1 18 10.5 5.95 3.89 752.67 _ 752.36 1.00%
B24 B6 37 0.52 0.89 5 7.04 3.3 3.3 15 6.5 5.27 5.28 748.66 748.28 1.00%
C2 C1 47 0.11 0.83 6 6.67 4.4 4.4 30 29.0 5.91 4.26 758.23 758.00 0.50%
C3 C2 31 0.11 0.83 6 6.70 3.8 3.8 24 16.0 5.10 4.17 758.89 758.73 0.50%
C4 C3 108 0.10 0.83 6 6.83 3.2 3.2 24 16.0 5.10 3.98 759.43 758.89 0.50%
I C5 C4 205 0.15 0.89 5 7.01 2.2 2.2 18 12.9 7.29 5.41 763.00 759.93 1.50%
Ili T H OM AS& H U T T O N T:\AutoCADiReports\HEC-22 HEC-22 Reporting

HEC-22
Storm Drain Computations
Structure ID Length Drainage Runoff Tc Rain"I" Runoff Known Q Total Q Pipe Full Q Velocity Velocity Invert Elevation Slope
(ft) Area Coeff"C" (min) (in/hr) "Q" (cfs) (cfs) Dia. (cfs) Full Design
From l To _ (ac) (cfs) (in) (ft/s) (ft/s) U/S D/S
C6 C5 31 0.19 0.91 5 7.04 _ 1.21 1.2 18 12.9 7.29 4.61 763.47 763.00 1.50%
C7 C4 31 0.09 0.83 5 7.04 0.6 0.6 15 4.6 3.73 2.52 760.84 760.68 0.50%
E2 El 126_ 7 7.10 30.7 _ 30.7 30 29.0 5.91 6.67 746.13 745.50 0.50%
E3 E2 132_ 7 7.21 31.2 31.2 30 29.0 5.91 6.36 746.79 746.13 0.50%
E4 E3 158- 2.60 0.45 6 7.34 31.8 31.8 30 29.0 5.91 6.47 747.58 746.79 0.50%
E5 E4 104_ 0.37 0.45 6 7.42 23.4 _ 23.4 30 29.4 6.00 6.65 748.11 747.58 0.51%
E6 ES 187_ 2.71 0.45 6 7.56 22.5 22.5 24 16.0 5.10 7.17 749.04 748.11 0.50%
E7 E6 220 3.86 0.45 5 7.76 13.6 13.6 24 16.0 5.10 5.72 750.15 749.04 0.50%
F2 Fl 142_ 0.19 0.45 6 7.48 6.8 _ 6.8 24 16.0 5.10 4.89 749.88 749.17 0.50%
F3 F2 183_ 5 7.68 6.3 6.3 18 7.4 4.21 4.72 751.30 750.38 0.50%
F4 F3 70 1.82 0.45 5 7.76 6.4 6.4 18 7.4 4.21 4.73 751.65 751.30 0.50%
Ili T H OM AS& H U T T O N T:\AutoCADiReports\HEC-22 HEC-22 Reporting

HEC-22
Inlet Capacity Results
Structure Q=CIA/Kc Known Longitudinal Cross Cross Prey. Total Depth Gutter Spread Inlet Type Grate Grate Curb Curb Intercept Bypass Bypass Remark
(cfs) Q Slope Slope Slope Bypass Gutter d Width T Length Width Opening Opening Flow Flow Structure
(cfs) SL Sx Sw Flow Flow (ft) (ft) (ft) (in) (in) Length Height Qi Qb
(ft/ft) (ft/ft) (ft/ft) (cfs) (cfs) (in) (in) (cfs) (cfs)
A15 3.3 -1.00 0.02 0.08 3.3 0.3 1.0 9.8 Combination 35.5 23.6 35.5 4.2 3.31
A14 3.3 -1.00 0.02 0.081 3.3 0.3 1.0 9.8 Combination 35.5 23.6 35.5 4.2 3.3
A13 3.0 -1.00 0.02 0.08 3.0 0.2 1.0 9.1 Combination 35.5 23.6 35.5 4.2 3.0
Al2 3.3 -1.00 0.02 0.08 3.3 0.3 1.0 9.8 Combination 35.5 23.6 35.5 4.2 3.3
All 3.3 -1.00 0.02 0.081 3.3 0.3 1.0 9.8 Combination 35.5 23.6 35.5 4.2 3.3
A10 3.3 -1.00 0.02 0.08 3.3 0.3 1.0 9.8 Combination 35.5 23.6 35.5 4.2 3.3
A9 5.1 -1.00 0.02 0.08 5.1 0.4 1.0 14.8 Combination 35.5 23.6 35.5 4.2 5.1
A8 1.1 -1.00 0.02 0.08 1.1 0.2 1.0 5.6 Combination 35.5 23.6 35.5 4.2 1.1
A7 1.3 -1.00 0.02 0.08 1.3 0.2 1.0 6.5 Combination 35.5 23.6 35.5 4.2 1.3
A6 0.6 0.01 0.02 0.08 0.6 0.2 1.0 5.0 Combination 35.5 23.6 35.5 4.2 0.4 0.2 A5
A5 1.1 0.05 0.02 0.08 0.2 1.2 0.2 1.0 4.9 Combination 35.5 23.6 35.5 4.2 0.8 0.5 A4
A4 7.2 -1.00 0.02 0.08 0.5 7.7 0.5 1.0 21.0 Combination 35.5 23.6 35.5 4.2 7.7
A3 5.3 -1.00 0.02 0.08 5.3 0.4 1.0 15.4 Combination 35.5 23.6 35.5 4.2 5.3
A2 5.3 -1.00 0.02 0.08 5.3 0.4 1.0 15.4 Combination 35.5 23.6 35.5 4.2 5.3
1
B14 3.6 -1.00 0.02 0.08 3.6 0.3 1.0 10.6 Combination 35.5 23.6 35.5 4.2 3.6
B13 3.7 -1.00 0.02 0.08 3.7 0.3 1.0 11.1 Combination 35.5 23.6 35.5 4.2 3.7
B12 1.5 0.02 0.02 0.08 1.5 0.2 1.0 6.4 Combination 35.5 23.6 35.5 4.2 0.8 0.7 B11
B11 1.3 -1.00 0.02 0.08 0.8 2.1 0.2 1.0 6.7 Combination 35.5 23.6 35.5 4.2 2.1
B10 0.4 0.02 0.02 0.08 0.4 0.1 1.0 3.5 Combination 35.5 23.6 35.5 4.2 0.3 0.1 B11
B9 3.8 -1.00 0.02 0.08 1.7 5.6 0.4 1.0 16.0 Combination 35.5 23.6 35.5 4.2 5.6
B8 1.7 -1.00 0.02 0.08 0.5 2.2 0.2 1.0 6.7 Combination 35.5 23.6 35.5 4.2 2.2
B7 0.4 0.02 0.02 0.08 0.4 0.1 1.0 3.3 Combination 35.5 23.6 35.5 4.2 0.3 0.1 B8
B6 0.5 0.05 0.02 0.08 0.5 0.1 1.0 2.9 Combination 35.5 23.6 35.5 4.2 0.4 0.1 B5
B5 6.4 -1.00 0.02 0.08 1.9 8.4 0.5 1.0 22.5 Combination 35.5 23.6 35.5 4.2 8.4
B4 5.3 -1.00 0.02 0.08 5.3 0.4 1.0 15.4 Combination 35.5 23.6 35.5 4.2 5.3
B3 5.3 -1.00 0.02 0.08 5.3 0.4 1.0 15.4 Combination 35.5 23.6 35.5 4.2 5.3
B2 5.3 -1.00 0.02 0.08 5.3 0.4 1.0 15.4 Combination 35.5 23.6 35.5 4.2 5.3
B23 2.3 0.01 0.02 0.08 2.3 0.2 1.0 8.9 Combination 35.5 23.6 35.5 4.2 1.1 1.2 B9
B19 2.9 -1.00 0.02 0.08 2.9 0.2 1.0 8.6 Combination 35.5 23.6 35.5 4.2 2.9
B18 2.6 -1.00 0.02 0.08 2.6 0.2 1.0 7.0 Combination 35.5 23.6 35.5 4.2 2.6
B17 2.5 -1.00 0.02 0.08 2.5 0.2 1.0 6.8 Combination 35.5 23.6 35.5 4.2 2.5
B16 2.5 -1.00 0.02 0.08 2.5 0.2 1.0 6.8 Combination 35.5 23.6 35.5 4.2 2.5
B15 4.2 -1.00 0.02 0.08 4.2 0.3 1.0 12.5 Combination 35.5 23.6 35.5 4.2 4.2
B20 0.4 -1.00 0.02 0.08 0.4 0.1 1.0 1.2 Combination 35.5 23.6 35.5 4.2 0.4
B22 1.1 0.02 0.02 0.08 1.1 0.2 1.0 6.0 Combination 35.5 23.6 35.5 4.2 0.7 0.5 B8
B21 1.2 0.02 0.02 0.08 1.2 0.2 1.0 6.1 Combination 35.5 23.6 35.5 4.2 0.7 0.5 B9
B24 3.3 0.04 0.02 0.08 3.3 0.2 1.0 7.7 Combination 35.5 23.6 35.5 4.2 1.4 1.8 B5
Ili T HOM AS& H U T T O N T:\AutoCADlReports\HEC-221HEC-22 Reporting

HEC-22
Inlet Capacity Results
Structure Q=CIA/Kc Known Longitudinal Cross Cross Prey. Total Depth Gutter Spread Inlet Type Grate Grate Curb Curb Intercept Bypass Bypass Remark
(cfs) Q Slope Slope Slope Bypass Gutter d Width T Length Width Opening Opening Flow Flow Structure
(cfs) SL Sx Sw Flow Flow (ft) (ft) (ft) (in) (in) Length Height Qi Qb
(ft/ft) (ft/ft) (ft/ft) (cfs) (cfs) (in) (in) (cfs) (cfs)
J 1_
C6 1.2 0.02 0.02 0.08 1.2 0.2 1.0 5.8 Combination 35.5 23.6 35.5 4.2 0.71_ 0.5 C7
C5 0.9 0.02 0.02 0.081 0.9 0.2 1.0 5.1 Combination 35.5 23.6 35.5 4.2 0.6 0.3 C4
C4 0.6 0.02 0.02 0.08 0.3 0.9 0.2 1.0 5.1 Combination 35.5 23.6 35.5 4.2 0.6 0.3 C3
C3 0.7 -1.00 0.02 0.08 0.3 1.0 0.2 1.0 4.9 Combination 35.5 23.6 35.5 4.2 1.0
C7 0.6 0.02 0.02 0.08 0.5 1.1 0.2 1.0 5.5 Combination 35.5 23.6 35.5 4.2 0.7 0.4 C2
C2 0.7 -1.00 0.02 0.08 0.4 1.1 0.2 1.0 5.5 Combination 35.5 23.6 35.5 4.2 1.1
E4 9.2 -1.00 0.33 0.33 9.2 0.8 3.0 2.4 Grate inlet 47.5 23.8 9.2
E5 1.3 -1.00 0.33 0.33 1.3 0.1 3.0 0.8 Grate inlet 47.5 23.8 1.3
E6 9.5 -1.00 0.33 0.33 9.5 0.8 3.0 2.4 Grate inlet 47.5 23.8 9.5
E7 13.6 -1.00 0.33 0.33 13.6 0.9 3.0 2.8 Grate inlet 47.5 23.8 13.6
F4 6.4 -1.00 0.33 0.33 6.4 0.7 3.0 2.1 Grate inlet 47.5 23.8 6.4
F2 0.7 -1.00 0.33 0.33 0.7 0.0 3.0 0.5 Grate inlet 47.5 23.8 0.7
Ili T HOM AS& H U T T O N T:\AutoCADlReports\HEC-221HEC-22 Reporting

HT
THOMAS
&
HUTTON
Stormwater Management Report
Grace Church Road Industrial
Salisbury, Rowan County, North Carolina
Appendix H
Channel Protection Analysis
J - 31296.0001
April 2024
Thomason dhutton.com

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Apr 1 2024
Grace Church - S Offsite Bypass Swale
Hydrograph type = Rational Peak discharge (cfs) = 19.19
Storm frequency (yrs) = 25 Time interval (min) = 1
Drainage area (ac) = 4.500 Runoff coeff. (C) = 0.55
Rainfall Inten (in/hr) = 7.753 Tc by User (min) = 5
IDF Curve = 31296.0001 - Grace Church IDF fR n M ti'a L = 1.00
Hydrograph Volume=5,757(cuft);0.132(acft)
Runoff Hydrograph
Q (cfs) 25-yr frequency Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd -Qp = 19.19 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Apr 1 2024
Grace Church - S Bypass Swale
Trapezoidal Highlighted
Bottom Width (ft) = 5.00 Depth (ft) = 0.86
Side Slopes (z:1) = 5.00, 5.00 Q (cfs) = 19.19
Total Depth (ft) = 1.00 Area (sqft) = 8.00
Invert Elev (ft) = 757.00 Velocity (ft/s) = 2.40
Slope (%) = 0.50 Wetted Perim (ft) = 13.77
N-Value = 0.030 Crit Depth, Yc (ft) = 0.63
Top Width (ft) = 13.60
Calculations EGL (ft) = 0.95
Compute by: Known Q
Known Q (cfs) = 19.19
Elev (ft) Section Depth (ft)
759.00 2.00
758.50 1.50
•
758.00 1.00
v -
757.50 0.50
•
757.00 0.00
756.50 -0.50
0 2 4 6 8 10 12 14 16 18 20
Reach (ft)