20151312 Ver 1_PH II Stormwater Booklet_20161118

STORMWATER
CALCULATIONS,
FIOR
Jordan Manors
Apeaa, Nc rtH Carolin a
May 11, 2016
111701711.I011
C A. P
fA:3ii
WILLIA M G DANIEL & ASSa C IATE S, P.A.
115 G S. E. MAYNA RU ROAD, SUITE 216 0
C ARY, NC 27511
(9191) 467-91708

TA BILE OF CONTENTS
Stormwatcr Impact Stlaillemeint
Wet Paind Detention Calculations Sectlioni 1
Storm Draiinagle, H)idraullic Graidei IJine, &
Guilllleir Spread Calculations
Section 21
Prei-Post DeMelaipmeint Scction 2
Storm Water Run -Off and Routing
Downstream Stormwateir Impact)
& Exhibits AppcndiNi

Jordan Mainors
(New Hill 0114ve Chapel Road, Apex, NC)
Ste rmwiiate r Impact Stbtement
The proposed site contains 121+ acnes and abutls Little Beaver Creek to
the south and New Hill Olive Chapel Road to the eastl. The entire
assemikllagei iisi contributory to Jordan Bake and is located within the
Town of Apem's Primary Water Supply Watershed. The drainage patterin
of the property its primarily south / north to Hittle Beiamf ri Creeeik. The
proposed Jordan Mlanoris project includes 240 single-family deitached
homes. The assemblage of properties that comprise Jordan Manors has
rece iime d zoning approval as PUD -CZ, and a Master Subdimiis coni Alan for
the project has been appromed.
The accomipanypeng Ahase 3 Consitruction Plans conforimis to the
infrastructure and lot configurations shown on the approved Master
Subdivision Allan. Eighty-six. (86; single famielm lots are included iene these
constructieone planes. This Storim-%mater Imipact Statemient ies offered in
support of the proposed Phases 2 Conestruction Plans. Ire conformity to
the representations of the appromed Master Subdivision Alan, the Phase 3
Conestlructieon Alans includes stormwater mianiagementl measures that will
mieiet water quality) and nate-of- disc harige regulatlory requirements of both
the Town of Apex and NCDE NN. Two of the fours wet Mond s derliecte d on
the Master Slubldiemiision Alan are included 4thin the Phase 3
Construction Planes. The infrastructures and proposed 86 lots shown on
these constructieone plans are contributory to these two BMPs. Each of the
BMFIs vaeiriei designed to intercept and tlreat the post-demeloflmieint
sterimwateiri runoff fromi the proposed lots and infrastructure to achieve
conformity to the neutriient emporit and Teak rate i of discharge
requirements of the Town of Apex aped NIC DE N14.
The systami of stormwater managemient measures priorloseid within
Jcerdan Mancrs wuiell ensures that), for thea 1, 10, & 25 year return intlenial
stcrnmis, atl no pcint along thea parimieter of the Jordan Manoris assemblage
will the post-demeilopmientl rate of storimiwatleri point discharges emceeed that
associated with thea prie-development conditions. As such, neo degradation
c f downstreami recaiming wa tleiriceourses and cc nmeyances is anticipated.
The measurers preplosied within Ahase 3 Construction Plans is ai logical
phased iempleimieintlatlion of the overall stormwater managemient plan of
Jordan Pointe to achiemei conforimiitM to nct only the appliii local and
stlatei rieigulatienes, but also the conditions assceciated with appriomail of the
J oridain Manoris PUD.

Section l
WET PIG ND DETENTION
DATA
CALCULATIONS

Jordan Manors
Ar ex, North Carolina
HMP Stermwaiter Wet Detention Raisin Desilrn Cailculatians
Da9ad: `1/11/3(116
Mavised:
SA/DA Ra�io3 for Purruanent Pool Siaing to Achima 90% TSS Reic catiori
IMFORIVIIC US
FORICENT
3.00
FERIMA NONT AQ C H
UEIFI IIHS IN FEET
3.50
4.00
4.50
9.00
10%
(1.90
0.80
0.8(I
(1.70
(1.60
X%
1.50
1.30
1.1(1
1.00
1.00
1.90
1.80
1.1(1
1.50
1.40
40%
2.'10
2.'410
3.00
1.90
1.80
_110%
3.00
2.80
13(1
2.;10
3.00
((1%
3._10
3.:10
7.8(1
2.70
3.50
11%
4.00
3.10
3.3(1
3.10
3.80
£I(1%
4.410
4.10
3.80
3.'10
3.:10
9(1%
5.00
4.J0
4.00
3.80
3.50
BMP Arc v A a. Uescri tion
I 19.02 I Wat Detcmlion Basin
Normal Foall Surlauei Area Calculations
WetDelerition Basun
Valume to bci conti ailed from the V storm
Option 3 Cala
Re uirocl
Frovidcd
BMA
#
IMF.
%
DEPTH
FT
SA/DA
PC C U A R UA
SF
AOC L ARIDA
SF
1
51.95
4
2.56
211,201
27,151
WetDelerition Basun
Valume to bci conti ailed from the V storm
Option 3 Cala
0.5175 = Rlv (Rluncdllaoeffiaierit) Pern. Paal
27.151 sf
Honorr sf alf
23510 sfl
35,739.111 = Val ume to ba conti ailed (cf) Hot1om pone
12995 sfl
102,02 = Volume provided (cf) Pool durjif
_`I.a ft
averagei depth: 4.34 5368109

Pond Report
HydrlflmA Hydraclnarlt s t y InleliSCINEl Wednesday, May '11 2016, 2:216 FIM
Pend No. 1 - Pond 1
Pand Clata
Pend storace is basec cn known cicniC(r areas. AuEragE erlc area rrlEihoc used.
Sialge / Storalgle TaiHie
Stage (fllJ Elevation) Ift)
0.00 291.(0
1.00 519x.(10
51.00
3.00 :194.(1(1
4.0(1 5115ACI
4.5(1 219 ACI
9.0(1 5196.(Ia
9.11,1(1 4196.90
EIA(1 2197 ACI
1.aa 2198.00
EI.(ICI 299.aa
9.(ICI 2160.a0
'10.C1a 2I61AO
10.90 2161.90
C antaur allea isgft;
9,916
14,189
17,168
'19,622
:11,'l42
513,570
.17,'151
31,05:1
33,OgEl
39,7<,17
3g,51d
ia,2£IEI
45,119
4E1,991
Incr. Storage (cufil)
0
1.1,3521
19,978
1 £1,399
51(1,8£11
11,428
151,6£1(1
14,591
1 E1,038
:14,44£1
.11,£19£1
4CI,9CIC1
43,7(111
213,g11
Total storage (cufllj
0
"1:1,353
20,3211
a 6,7510
E11,60EI
7g,03E1
91,710
1 OEI,5161
1.151,309
1f16,7F13
194,x(18
2i19,3(1£I
279,0(19
3(11,9519
Culvert / Orifice Sirucltures
Weir Structures
[A]
[B]
IC] [a]
[A] [Bl
[C]
[al
Rise (inlj
= 18.Cla
2.50
0.0a a.(I(1
C rest Len (fIJ
= 20.0(1 20.00
a.C1a
CLCICI
SFlanl lin)
= 18.00
2.50
0.00 a.aa
C resit El. Iftj
= 259.(1(1 260.00
a.cici
a.cici
Na. Barrels
= '1
1
0 a
WairCoeff.
= 3.33 2.Ela
a.CICI
0.00
Invert El. (fl]
= 252.50
5196.(11
OAO a.aa
Wair Ty Fla
= Real Efoclac
Lerigth (ft;
_ '100.00
(1.0(1
OAO aAa
MLlti-Stage
= Yes No
No
No
Slope (1),)
_ 'i.aa
(I.O(I
0.00 a.C1a
N -'value
= .x13
.Ml
A00 .(ICICI
C rif. C aefil.
= 0.60
(1.6(1
0.00 OACI
Multi -Stage
= nda
No
Na No
Exfillnation = O.OaO iri t n IlContal. IQ TaHWEREM Elee. = CL(ICI ft
t a te: Culvert/Ori lla a outflovu have be an an ah pe d undo a inlet and a utlet control.
EItalgle i EItoralge
/ Discharge Table
Silage
Storage Elevation)
C Iv A
C Iv B
C l% C C Iv 0
Wr A
Wr B Wr C
Wr 0
HAI
Total
ft
Cufll ft
afs
cfs
afs ats
cfsl
Cfs cfs
da
eft
del
CLCICI
0 m,i.aa
(L(I(1
0.00
--- ---
0.00
0.00 ---
---
O.aa
'I.(ICI
'12,393 2192.aa
(1.(l(I
0.00
---
(1.00
0.00
---
---
O.CIa
2.(1(1
28,33.1 xm.aa
(I.CI(I
(1.00
--- ---
(1.00
0.00 ---
---
0.00
3.aCI
46,726 294.00
aaa
(1.00
--- ---
0.00
0.00 ---
---
O.aa
4.0a
67,608 2195.aa
CLCICI
(1.00
--- ---
(1.00
0.00 -
---
---
O.aci
4.9a
79,06 255.9a
a.cia
(1.00
---
(1.00
0.0(1 ---
---
---
OAa
5.C10
91,116 2196.aa
a.aci
(1.0(1
---
(1.00
0.0(1 ---
---
---
0.00
5.90
'106,261 2196.90
OACI
(I.1(I
--- ---
(1.00
0.(1(1
0.110
6.Cla
'1251,305 397.00
aAC1
(1.19
CI.00
0.(1(1 -
---
---
0.119
7.aa
'156,753 5158A0
a.aa
C1.5121
--- ---
CI.0(1
0.0(1 ---
---
---
0.23
8.00
194,408 259.00
am
(1.28
--- ---
CIA(I
0.(1(1 ---
0.28
9.a0
239,308 260A0
20.98
(1.351
51(1.91
OACI
---
---
30.90
IO.a0
27EI,OOEI 261.00
22.x9
C1.21EI
--- ---
CI.(I(I
551.(1(1 ---
---
74.42
10.90
301,921 261.50
22.13
(1.21£1
---
CI. M
89.93 ---
---
1'18.64

Permit
Ito be provded by DMI
0-
14CDENR
D0� \NA7g
Site Characteristics
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
Drainage area
401 CERTIFICATION APPLICATION FORM
Impervious area, post -development
WET DETENTION BASIN SUPPLEMENT
% impervious
chis term must be filed our; Qrinred are sutrmined.
Design rainfall depth
The aegutre Items Clwldisr (Parr ill) mum be printed, filled our and submitted along w1h all of the "used information.
I, PROJECT INFORMATION
Project name
Jordan Manors
Contact person
Bill Daniel
Phone number
919.467-9708
Date
511 V2016 -
Drainage area number
#1
Il. DESIGN INFORMATION
Site Characteristics
Drainage area
$2$,511 ft2
Impervious area, post -development
430,412 ft'
% impervious
51.95 °%
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume- SA Waters
1.5" runoff volume
Pre -development 1 -yr, 24 -hr runoff
Post -development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Plow Calculations
Is the prelpost control of Ute lyr 24hr storm peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: l -yr, 24 -hr storm
Pre -development 1 -yr, 24 -hr peak flow
Post-davelopment 1 -yr, 24 -hr peak flow
PrelPost 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of IOft vegetated shelf elevation
Sediment cleanou 1. top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the top of the additional volume
35,739 ft'
102,692 ft'
0i(, volume provided is equal to or in excess of volume required.
ft3
ft'
ft3
ft'
ft'
Y (Y or N)
2.9 In
0.22 (unitless)
0.60 (unitless)
0.13 inlhr OK
0.54 ft'lsec
1.48 ft'lsec
0.94 ft3lsec
259.00 fmsi
256.00 fmsl
fmsl
256.50 fmsi
255.50 fmsl
251.00 fmsl
250.00 fmsi
1.00 ft
(Y or N)
259.0 Hsi 01(
Form SW441 •Wer Detention Be Sin -Rey 9.4M8112 Parts L & II. Design Summary. Page 1 of 2

It. DESIGN INFORMATION
Surface Areas
Area, temporary pool
42,286 ft'
10:1
Area REQUIRED, permanent pool
21,210 ft'
OK
SAIDA ratio
2.56 (unitless)
3.91
Area PROVIDED, permanent pool, A, �
27,151 fl'
OK
Area, bottom of 10ft vegetated shelf. A., sem,
23,570 ft'
N (Y or N)
Area, sediment cleanout, top elevation (bottom of pond). AW_P+d
9,916 ft'
OK
Volumes
OK
6” Gate Valve @ Box Riser
Volume, temporary pool
102,692 ft'
OK
Volume, permanent pod, Vim,,,, pm,
91,716 ft'
Volume, forebay (sum of forebays if more than one forebay)
22,392 ft3
Forebay °% of permanent pool volume
24-4%%
Insufficient forebay volume.
SAIDA Table Data
Design TSS removal
90 °%
Coastal SAIDA Table lysed?
N (Y or N)
MountairdPiedmont SAIDA Table Used?
Y (Y or N)
SAIDA ratio
2.56 (unittess)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pool, V,, �,
91,716 ft3
Area provided, permanent pod, An. P„
27,151 R
Average depth calculated
ft
Need 3 ft min
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft)
It
Calculation option 2 used? (See Figure 10-21b)
Y (Y or N)
Area provided, permanent pool, A,__,�,
27,151 ftp
Area, bottom of 1 Oft vegetated shelf, Atd dw,
23,570 fl
Area, sediment cleanout, top elevation (bottom of pond), A,,,,,,
9,916 ft2
'Depth' (distance bM bottom of 10ft shelf and top of sediment)
4.50 It
Average depth calculated
4.06 ft
OK
Average depth used in SNDA, d„, (Round to down to nearest 0.511)
4.0 It
OK
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifloe (if -non -circular)
Coefficient of discharge (Ci))
Driving head (Ha)
Drawdown through weir?
Weir type
Coefficient of discharge (C.)
Length of weir (L)
Driving head (H)
Pre -development 1 -yr, 24 -hr peak flow
Post -development 1 -yr, 24 -hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
grain mechanism for maintenance or emergencies is:
Y (Y or N)
2.50 in
int
0.60 (unitless)
1.15 It
(Y or N)
(unitless)
(uniliess)
fl
ft
0.54 ft'Isec
1.48 ft'Isec
0.15 ft'Isec
2.76 days
OK, draws down in 2-5 days.
Permit
(to be provided by DWQ.J
3 :I
OK
10:1
OK
10,0 It
OK
3 :1
OK
3.91
OK
Y (Y or N)
OK
1.0 ft
OK
N (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
6” Gate Valve @ Box Riser
Form SW401-Wel Detention Basin -Rev 9-08112 Paris i & n. Design Summary, Page 2 of 2

Jordan Manors
A fc1x, North Carolina
HMP Stalrm%aiter Wet Detention Basun Deslimn Cadaulaitions
Dated: I !I /aE X12(1 I_I
Rav ise!d:
SA/CIA Ratias for Permarianl Paal Sizirg to Aahie!va 901/8 TS9 Rladucl ion
IMPERVIOIUSI
PERC©NT
21,0(1
HEIRMANEINT FOOL
DEPTHS IIN PIE ET
3.'110
4.(10
4.90
5.0(I
I (10/4
(I.SI(1
U10
0.8(I
(I. W]
(.6(
WO/O
1.5(1
1.30
1.1(1
1.0(I
I.0(
30°/a
1.90
I .E 0
I 'Al
1.51(I
1.4(1
41%
3.50
2.3(1
3.0(1
1.90
1.80
50%
3.00
3.8(1
3.50
213a
'1.00
60%
3..`10
3.20
3.80
3.70
21.50
70%
4.00
3.7(1
3.30
3. i 0
21.80
80%
4.M
4.10
3.80
3.50
3.:10
90%
.11.(I(I
4.50
4.00
3.80
3.M
EMIP Area (A(.) I Description _
2 r 7.519 lWel Datentiari Basin
Nammal Pool Surface Aiea Cailculaliom
Wet DelenI&ii Basini
Volume to be coritrolled 11rom 11he V storm
Clption 3 Cala
(1.4 MI = Rv QRun ollf eaefficient) Aaum. Pool 94451 sf
Botlom shelf) 74B sf
1111,459 = Molume to be coritrulled (cf) Bottom pond 1988 sf
112,067 = Molume provided (cf) Paol depth 51.0 fil
averaga depth: 3.6131 14',151
Re u'fned
Provid(id
BMA IMP. DEPTH
# 0/41 (FT)
SADA
HOIOLAREA
SF
POOLIARHA
SF
2 40.(51 3..1
128
7,538
9,455
Wet DelenI&ii Basini
Volume to be coritrolled 11rom 11he V storm
Clption 3 Cala
(1.4 MI = Rv QRun ollf eaefficient) Aaum. Pool 94451 sf
Botlom shelf) 74B sf
1111,459 = Molume to be coritrulled (cf) Bottom pond 1988 sf
112,067 = Molume provided (cf) Paol depth 51.0 fil
averaga depth: 3.6131 14',151

Pond Rleporl
Hydraflaw H ydnalrar t s li y In9Ellisalve Monc Ely, Nav 9 AICt19, '10:'18 P N
Pond No. 21 - Pond 2
Pond Da1tal
Pc1nd storaglc iS kissed cn knclwn con(aL r alrelals. Average) E1nd circa methad used.
SivEle / Stduage Tat le
Stage (fl) Elevatior (fll)
C.00 2571Aa
1.00 258AC
'IACI 259.CIO
2ACI 260. CIO
3AC1 261.00
4.93 26.1.00
5.9CI 263.00
6.a0 2E11.50
6.90 .IE14.00
7.50 �IEIE.00
EI.50 2EIEL,OCI
9.50 �IEI71.0(I
C ontot, r area (sgftj
1,33'1
1,988
2,354
;1,835
4,951
EI,'1621
1,46SI
S1,459
11,4971
3,X16
14,1981
15,7134
Ir oil. Storage (tuft',
(1
1,6EI(I
,OEI(1
3,099
4,393
9,9971
6,EI1 EI
4,131
5,238
'12,41A
'14,046
'15, 145
Total slarage IlaLft,
CI
1,EIEla
el,7�9
',l,E40
1RA1113
191jincI
�I2,E108
2EI,83A
33,(1719
44,491
98,9371
13,7182
Culaerl !
Crificlel Strudiliesl
(Meir Siructulesl
[A]
[B]
[Cl [D]
[A] [B]
[C]
ID]
Rise Ilin)
= '18ACI
1.50
CLOO (1.00
Clnest l an (flq
= 1EIAICI 1(1.0(1
a.Cla
0.00
Span Qinl
= ' 8.(10
1.50
a.00 Cl. 00
C nest BL lfti
= 2814.4 Cl elE16.CICI
CLCICI
O.aO
No. Barrels
= 1
I
Cl Cl
Weir Coeff.
_ 3.3;1 2.E10
a cici
O.aO
Imarl El.iifl) = 258.90
263.9'
a,OCI CLOO
Weir Npe
= FElal Broac
---
---
Lengtt ifl)
= 70 -CIO
0. CIO
am C3.00
Mulli-Stage
= YElsi No
No
Na
Slope i%)
= 1.00I
O.CIa
OA(I CLO(I
N -Value
= .0'13
A13
(I(I(I .00(1
Or3f. Coeff.
= C1.60
0.EIO
OACI 0.(ICI
Multi -Stage
rlla
No
Nc No
E011tratlori = O.CICIO irirlhr (Cantaua; Tailwalan Be%.
= 0.00 f
H ote:
0ulaert, Oiiii ice ounlovo.. f ave bac n analyzed under in let and outlet control.
Siage ! Steleage I Clislchalrgiel
Table
Stage
Storage) Elevation
C11% P
Cliv B CIV
Cl C11V a WrA
Wr B Ar C
Wr a
ExfiI
Total
ft
aufl fl
afs
afs aft;
ails (Ills
cis da
cfs
als
afs
a.(Ia
0 2971.50
0.(ICI
0.0CI ---
--- (1.00
(IA(I ---
-•-
---
0.00
1.(101
1,660 :198.50
O.fla
0.C1a
--- (1.00
CIAO)
ROO
1.EIICI
2,745 199.00
O.CICI
OACI ---
CLOO
CIACI ---
---
---
CLOCI
2.93
9,E140 .IEICLOCI
O.CICI
O.CIO
--- 3.00
CIACI
---
---
CLOO
3ACI
'10,233 ,IEl1.0(1
O.CIa
O.CIO ---
--- 3.00
CIACI .--
---
a.00I
4. ICI
'15,719(1 2IEIZCICI
O.CICI
0.0CI ---
--- 3.(10
CLCICI
0.(CI
5.90
22,EICIEI 283.(1(1
o. CIO
OACI ---
--- CIACI
a.aci
CIACI
6.00
26,8131 ;IE13AC1
0.00
0. CIO
--- OACI
via
---
---
a.00i
6.90
32,073 264ACI
0.00
OA4 ---
--- O.CICI
am
---
---
CIAO
7.90
44,4191 269.(ia
19.90
0.07
-•- 19.E9
CI.00
---
---
19.971
8.90
58,937 266.Cla
713.05
0.09 ---
--- 22.(12
OAO .--
221.12
9.90
73,il21 2167.Cla
221.66
0.11 •--
23.811
26.00 -
49.12

AMA
MCDENR
Permit No
STORMWATER MANAGEMENT PERMIT APPLICATION FORA
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This farm must be frilad out, printed and suhmiffed.
The Required kerns Checkfisl (Part tit) must be printed, filled out and submitted along with all of the required information.
I. PROACT INFORMATION
Project name Jordan Manor
Contact person Bill Daniel
Phone number 919A67-9708
Date November 9, 2015
Drainage area number #2
fro be provided by DWQ)
II. DESIGN INFORMATION
Site Characteristics
Drainage area
330,620 g2
lmpervicus area, past -development
134,397 e
% impervious
40.65 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1 -yr, 24 -hr runoff
Post -development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the lyr 24hr storm peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre -development
Rational C, poll -development
Rainfall intensity: 1 -yr, 24 -hr storm
Pre -development 1 -yr, 24 -hr peak flow
Past -development 1 -yr, 24 -hr peak tow
PretPcsl 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the peen. pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
11,459 fts
12'067 ft' OK, volume provided is equal to or in excess of volume required.
ft3
ft3
fts
fts
ft'
Y (Y or N)
2.9 in
0.22 (unitless)
0.51 (unikless)
0.13 n1hr OK
0,22 ft'lsec
0.50 ftsisec
0.29 ftsisec
264.40 fmsl
263.50 fmsl
fmsl
264.00 fmsl
263.00 fmsl
256.50 fmsl
257.50 fms.l
1,00 it
Is there additional volume stored above the state -required temp. pool? Y (Y or N)
Elevation of the top of the additional volume
2$4.4 fmsl OK
Fomn SW401-Wel Delenlion Basin-Rev.9-4118112 Parts 1. & It, Design Surnmary, Page 1 of 2

EI. DESIGN INFORMATION
Surface Areas
Area, temporary pool 12,323 ft'
Area REQUIRED, permanent pool 7,538 ft'
SAIDA ratio 2 28 (unilless)
Area PROVIDED, permanent pool, A,,m_pm
Area, bottom of 10ft veg elated shelf, A& 011
Area, sediment deanout, top elevation (bottom of pond), Au„ ,,d
Volumes
Volume, temporary pool
Volume, permanent pool, Vp®rm-pcd
Volume, forebap (sum of forebays if more than one forebey)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table used?
Mountain/Piedmont SAIDA Table Used?
SAIDA rallo
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vvbm per,
Area provided, permanent pool, Apa"J"I
Average depth calculated
Average depth used in SAIDA, d,,, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ap „-Kd
Area, bottom of 10ft vegetated shelf, Ate, 8ml,
Area, sediment cleanout, top elevation (bottom of pond), Aw jmo
9,455 ft` OK
7,469 ft'
1,988 ft`
12,067 ft' OK
26,837 ft'
5,430 ft'
20.2% % OK
go %
N (Y or N)
N (Y or N)
2.28 (unilless)
N (Y or N)
26,837 ft'
9,455 ft`
ft
ft
Y (Y or N)
9,455 ft'
7,489 ft`
1,988 ft,
"Depth" (distance btw bottom of 10R shelf and top of sediment) 4.50 It
Average depth calculated 3.61 ft
Average depth used in SAfDA, d., (Round to down to nearest 0.50) 3.5 ft
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if -non -circular)
Coefficient of discharge (Cc)
Driving head (H j
Drawdown through weir?
Weir type
Coefficient of discharge (Cw)
Length of weir (L)
Driving head (H)
Pre -development 1 -yr, 24 -hr peak flow
Post -development 1 -yr, 24 -hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Add itf on al Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpalh to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vag elated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -cut?
Drain mechanism for maintenance or emergencies is:
Y (Y or N)
1.50 in
int
0.60 (unilless)
0.85 ft
N (Y or N)
(unitless)
(unilless)
R
It
0.22 ftlisec
0.50 ft'Isec
0,06 ft'Isec
221 days
Need 3 ft min.
OK
OK
OK, draws down in 2.5 days.
Permit No
(to be pmvrded by DA10)
3 :1
OK
10 :1
OK
104 ft
OK
3 :1
OK
2,7 :1
OK
Y (Y or N)
OK
1.0 ft
OK
N (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
6m Gate Valve @ Box Riser
Form SW441-Wel Delenlion Basin-Rev.9-4118112 Parts I. & II. Design Summary. Page 2 of 2

Jordaln Manclrs
Apex, North Carc lina
HMP Sto rm wal er Wel Hel enl i a nl Basin Do in Calcu laltieins
Daled: I LI06/20 19
Revised: mpedil
SAADA Railiosi ftr nemmianent Pool 9iaine 1c Achieve 50%1ISS Redualiam
IMPERVIOUS
AIERCENT
3.00
PERMANENTPC 01
DEPTHIS IN FEET
3.50
4.00
4.501
3.00
10%
0.90
(1.80
0.80
(1.70
(1.60
20%
1.10
J0
1.10
1.00
1.00
;10%
1.90
1.80
11.70
1.50
1.40
40%
2.'0
2.10
2.00
.1.90
1.80
10%
i.(I(I
2.80
2.40
2.10
2.00
6(1%
1.!(1
3.30
2.£10
2.70
2.90
7(1%
4.(ICI
3.10
�L10
3.10
2.£10
8CI%
41CI
4.10
1.£1(1
3.'10
3.10
ICI% 1
9.00
4.3(1
4.00
:1.80
3.!10
BMP Anea (Ac.) I Dusicription
3 26.E 1 Writ Dell arition E asin
Normal Brncd Surflaaf Area Calaulatinnsi
Wei Detention Basin
Volume ila to com1rullyd Itum Iliu 1 " storm
Opticri 2 Calc
0.4907 = Rv (Runuffleoefficiunt) nevem. Pool _T1916 sf
Bottom shelf) 11432 sf
47,664 = Wolume to to contial led (af) Bottom pane I _` 863 sf
1111,480 = Mol ume provided (cf) PcaV depth '.0 fil
averagei depth: 4.23048(119
Required
Pnovid'eid
BMIN
#
IMIA. EHHTH1
%I FT
SAjEA
NOOLAREA
SF
POOLARBA
SF
-.1
48.91 4
2.47
28,779
35,9116
Wei Detention Basin
Volume ila to com1rullyd Itum Iliu 1 " storm
Opticri 2 Calc
0.4907 = Rv (Runuffleoefficiunt) nevem. Pool _T1916 sf
Bottom shelf) 11432 sf
47,664 = Wolume to to contial led (af) Bottom pane I _` 863 sf
1111,480 = Mol ume provided (cf) PcaV depth '.0 fil
averagei depth: 4.23048(119

Pond Report
Hydrallaw Hyc uagnaphs I;y IrIelisol%EI Flniday, Noy 3 2019, 21:23 PM
Pond No. 3 - Ponc 3
Por d Data
Rc nd stclrage is based elrl known cantclur areas. AVElralge End alrEla methcd used.
Sta gel J Sto ralgjel llablel
Sllalclel Ifl) Elevadion qft) Conil our arela lvcIfl) Incr. Stoialflel lcuflq Total clorage (cuft)
a.(I(I
24.00
Ele%alion
14,22E
ft
CI
0
afs
a.00
'Lucl
24£1.00
0.00
19,863
'19,045
'15'(149
1',I, (14 9
21.0(1
3:1,969
2.CICI
215(1.00
3-Ou
2211,1:189
2191.00
'18,9214
33,1.1E9
83,11 EI
21921.00
3.aa
2191.00
'111,730
34,51
O.CIa
23,2186
9x,2139
393.50
O.aa
4.CICI
21921.00
2194.0(1
37,2121(1
6.90
25,884
83,118
0.aa
7.Clu
5.00
2193.0(1
0.aO
30,(1(14
328,1 EM
28,E12
1'l1,13a
9. aa
2375,<143
5.90
2193.5(1
10.00
31,4 321
398.00
115,399
1211,09
380,948
399.(10
6.a0
2194.0(1
438,1219
35,91E
3E1.83
116,837
143,926
015
6.90
2194.,'1(1
0.clu
40,EaE
119,'13'1
1E 3,057
---
21.81
7.00
2199.(10
2IA'
42,999
20,800
183,857
22.22
8.00
2196.(1(1
25.33
46,a91
--- ---
44,326
238,183
26.99
9.00
291.CICI
174.06
49,484
47,76'1
9-48,943
10.00
258.(1(1
52,287
50,876
1126,819
11.00
259.CICI
55,167
53,727
380,946
121.00
260. as
60,000
51,584
438,129
Cullaelrl J Crilice
Structlunes
Weir Structures
[A]
[e]
[c]
[a]
[A] [B]
[C]
Ila]
Rise Ili n)
= 18.a0
2I.9a
0X(1(1
13.00
Crest Leur (I'l
= 21(1.0(1 21(1.0(1
a.C1a
OAO
Spain (inj
= 18.00
23. flu
0X0(1
(LOCI
Crest Ell. (NI)
= 219E.9a 2198.(1(1
a.cia
O.QO
No. Barrels
= 1
0
CI
Weir Coeff.
_ 3.33 21.60
a.(la
0.00
In%elrl EL Qfi)
= 21<£1.30
254.a'I
OAa
(1.0(1
Weir Type
= Red Braac
---
Length Qftl)
= Ell 00
OAa
OAa
a.0(1
Multi-Stalde
= Yelsl No
No
Na
Slope II%)
= (1.70
O.CIa
O.CIa
OAa
N -Value
= .013
113
aaa
.(ICICI
Clrif. Coeff.
= (1.60
0.60
O.Oa
O.clu
Multi -Stage
= rila
No
Na
No
Ertfiltratiorl = OAaO irdhr(Clarltatim) 'Itkaler
Ele%.
= 0.130 fl
Stage J Stclrage J 0iscHarglel Tahle
St:algel
Storage
Ele%alion
CIh A
ft
CA fi
fl
afs
a.00
0
22 EI.00
0.00
'I.00
'19,045
229.00
O.CIO
21.0(1
3:1,969
219(1.00
0X(10
3-Ou
91,235
2191.00
O.aa
4.(Ia
83,11 EI
21921.00
o. aa
5.11(1
'111,730
2193.00
O.CIa
5.90
1237,0fKl
393.50
O.aa
6.00
'I43,921E
2194.0(1
O.CIa
6.90
'163,01
394.9(1
0.aa
7.Clu
'I83,flt 1
2199.(1(1
0.aO
8.aa
328,1 EM
2196.(1(1
0.a0
9. aa
2375,<143
2197.(1(1
211.87
10.00
326,819
398.00
213.97
'll.a0
380,948
399.(10
219.45
13.00
438,1219
360.(10
3E1.83
Note: Club Mon lice a utflaa!i 1 ave been analyzed under inlet and outlet aontaal.
Civ B Clly Cl
C Iv cl
Wr A
Wr B WI CI
Wr Q Exfil
Total
clfs afsl
(ills
(Ills
cfsl afs
cfs clls
cels
a.0C1 ---
(1.00
(1.00
0.00
0.0(1 ---
---
(1.00
(1.00
---
0.00
0.11(1 ---
(1.00
(1.011
-
0.00
OACI ---
---
(1.00
(I.0(I
0.00
O.Clu ---
0X(10
(LOCI ---
---
0.00
0. CIO
---
a.(10
CLCICI
(1.00
0.(10 ---
CLCICI
CLCICI
0.00
6.(la
---
cl.C1Cl
CLCICI
---
0.00
0.'Ia ---
CLCICI
11.(1(1
(1.110
0.119
---
CLCICI
CLCICI
015
0.33
0.clu
0X(1(1
(1.23
0.218
---
21.81
CLCICI
--- ---
2IA'
0.32 ---
23.93
0.00 -
22.22
0.36
---
25.33
92.C1a
--- ---
71.68
0.40 ---
26.99
'147.a8
--- ---
174.06

Permit No..
ffo be pfoWbW by aw41
�,y/.
ATF�Q
0 G
NCDENR
p Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be hNed out, printed and submitted.
The Required Items Checkhst (Part 111) must be printed, fitted out and submitted along with ail of the required information.
I. PROJECT INFORMATION
Project name
Jordan Manor
Contact person
Bill Daniel
Phone number
919467.9708
Date
Novemeber 9, 2015
Drainage area number
93
II. DESIGN INFORMATION
Site Characteristics
Drainage area
1,165,666 ft2
Impervious area, post -development
570,826 ft'
%impervious
497 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
47,664 N'
Volume provided
111,480 ft'
OK, volume provided is equal to or in excess of volume required.
Storage volume: $A Waters
1.5° runoff volume
ft3
Pre -development 1 -yr, 24 -hr runoff
ft3
Post -development 1 -yr, 24 -hr runoff
4'
Minimum volume required
$
Volume provided
its
Peak Flow Calculations
Is the prelposl control of the 1 y 24hr storm peak flow required? Y (Y or N)
1 -yr, 24 -hr rainfall depth
2.9 in
Rational C, pre -development
0.22 (unilless)
Rational C, post -development
0.57 (unitless)
Rainfall intensity: 1 -yr. 24 -hr storm
0.13 In/hr OK
Pre -development 1 -yr, 24 -hr peak flow
0.77 ftaisec
Post -development 1 -yr, 24 -hr peak flow
1.98 ftaisec
PrelPost 1 -yr, 24 -hr peak flow control
1.22 ftsisec
Elevations
Temporary pool elevation
256.50 fmsl
Permanent pool elevation
254.00 fmsl
SHWT elevation (approx. at the perm, pool elevation)
fmsl
Top of 1 O vegetated shelf elevation
254.50 fmsl
Bottom of 10R vegetated shelf elevation
253,50 fmsl
Sediment cleanout, top elevation (bottom of pond)
249.00 fmsl
Sediment cleanout, bottom elevation
248.00 first
Sediment storage provided
1.0D it
Is there additional volume stored above the state -required temp. pool? Y (Y or N)
Elevation of the top of the additional volume
256.5 first OK
Form SW491-Wat Delention Basm-Rev.9414a112 Paris I. & n. Design summary. Page 1 of 2

Permit No
(to be provided by DW4)
4. DESIGN INFORMATION
111,480 113
Surface Areas
Volume, permanent pool, VPS,,,-Pw
Area, temporary pool
48,073 ft'
Area REQUIRED, permanent pool
28,792 ft'
SAIDA ratio
2.47 (unitless)
Area PROVIDED, permanent Pool, APrm,_PW
35,916 ft' OK
Area, bottom of 1 oft vegetated shelf, Aw, Ste„
31,432 ft'
Area, sediment cleanout, top elevation (bottom of pond), Ate, � m
15,863 ft`
Volumes
OK
Volume, temporary pool
111,480 113
OK
Volume, permanent pool, VPS,,,-Pw
143,926 ft3
OK
Volume, forebay (sum of forebays if more than one forebay)
32,074 ft'
OK
Forebay % of permanent pool volume
22.3% %
Insufficient forebay volume.
SAIDA Table Data
2 :1
Insufficient flow path to width ratio, Must not short-circuit pond.
Design TSS removal
90 %
OK
Coastal SAIDA Table Used?
N (Y or N)
OK
MountainlPiedmont SAIDA Table Used?
N (Y or N)
OK
SAIDA ralio
2,47 (unitless)
OK
Average depth (used in SAIDA lab le):
Y (Y or N)
OK
Calculation option 1 used? (See Figure 10.2b)
N (Y or N)
OK
Volume, permanent pool. Vpvrkm
143,926 ft'
Area provided, permanent pool, Ars,m.Paa,
35,916 112
Average depth calculated
ft
Need 3 ft min.
Average depth used in SAIDA, da,,, (Round to nearest 0.5ft)
ft
Calculation option 2 used? (See Figure 10-2b)
Y (Y or N)
Area provided, permanent pool, APmm.pod
35,916 ft`
Area, bottom of 10ft vegetated shelf, A,„ ,a
31,432 ft`
Area, sediment cleanout, top elevation (bottom of pond), Ate, Pond
15,863 112
"Depth" (distance b1w bottom of 1Oft shelf and top of sediment)
4.50 ft
Average depth calculated
4.23 It
0K
Average depth used in SAIDA, d.„ (Round to doom to nearest 0.511)
4.0 R
OK
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
2.50 in
Area of orifice (if -non -circular)
int
Coefficient of discharge (Co)
0:60 (unitless)
Driving head (Hj
2.20 ft
Orawdown through weir?
N _ (Y or N)
Weir type
(unifless)
Coefficient of discharge (C.)
(unitless)
Length of weir (L)
R
Driving head (H)
ft
Pre -development 1 -yr, 24 -hr peak flow
0,77 ft'lsec
Post -development 1 -yr, 24-hrpeak flow
1.98 ft'Isec
Storage volume discharge rate (through discharge orifice or weir)
0.24 ft3lsec
Storage volume drawdown time
2.30 days
01 draws down in 2-5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 It
OK
Length of Rowpath to width ratio
2 :1
Insufficient flow path to width ratio, Must not short-circuit pond.
Length to width ratio
2.9 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
1.0 ft
OK
Vegetated filter provided?
N (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate bulld-out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
6" Gate Valve at Box Riser
Fotm SW401-Wet Detention Basin.Rev.9.4118112 Parts. I. & It. Destgn Summary, Page 2 of 2

Jondaln Manors
Aplem, Nonth Canolina
HMP Slolrmwlaler Wet Detention Harlin Design Cadculatian�l
Dal ed: l a)129/2019
Haviscid:
SA/DA Ratios for Barmanent kiol Sizing la Ack ieve 90% ISS Redc aliar
IMPERVIOUS
PE RCENT
3.00
HERMANHNT Pa OIU
DEPTHS IN FEET
3.50
4.00
4.50
_'.00
10%
0.90
0.80
0.£10
0.70
0.60
20%
1.110
1.90
1.10
1.00
1.00
:10%
lA(1
110
1.70
1.50
1.40
40%
2.9CI
2.30
2.0
1.90
1.80
_`0%
].(ICI
2.80
2.110
2.30
2.00
60%
'1.9(1
110
2.£10
2.70
2A0
10%
4.00
:1.1(1
3.30
3.10
2.£10
8(I%
4.50
4.10
3.8(1
:1.510
3.30
q(I%
51.00
4.5 (I
4.C1(I
;1110
3.51(1
BMF I Area (Ac.) I Description
4 1 6.04 Met Dlcileintion Beisin
Normal Bciad Suirf tciei Area Calculations
Wei Dleientiion Basin
Malume to to conlrallcd fiom Ilia 11" storm
Required Piauiccid
BMPI
#
IMP,
%
DHPITH SA/DA
FT
BOOL ARRA POOL ARRA
SF (SF)
4
48.76
15 2.69
7,073 10,674
Wei Dleientiion Basin
Malume to to conlrallcd fiom Ilia 11" storm
avarage depth : 3.110430(14 USI
Opliar 2 Calc
0.4888 = RW (Aunofllcoefficicm t)
Paami. Plool
10674 sf
Bottom shelf
8817 sf
110,7110 = Volume to tc contrcilled (ef)
Bottom flonc
2990 A
32,3411 = Volume provided (cf)
Paal depth
11.0 f91
avarage depth : 3.110430(14 USI

Pond Report
H)dnaflowHydnograritaty Inlalisolve
Pond No. 4 - Pond 4
Pond Data
Ponc ciciiacE is Hased c krlcvan coniCLr arEals. Averace end zimal mEttcd used.
Slag el II Storage Table
Stage ilk Elevatiori Ifi)
Cl. 00
253.90
1.00
254.90
1.50
255.00
21.50
250.00
3.50
257.00
4ACI
215iELOO
5.9(1
25%00
5. CICI
799.50
6.9CI
21EICI.00I
7ACI
216' .00I
8.50
2182.0(1
9.50
21E3ACI
Culvelrl / Orifice Strucltluielsl
Storage
[A]
[B]
Rise Ilinl
= 18.CICI
1.951
S pan Qin)
= 18ACI
1.9(1
No. Barrels
= 1
1
Inv ctrl EI. Ifil)
= 2154.50
259.9
Length (fill
= (1(1.00
O. CIG
Slope I1%)
= C1.60
O.CIG
N -Value
= .0'13
.0'13
Orif. Coeff.
= C1.60
0.80
Multi -stager
=- n/a
Na
Clontol. r area (sciftj
Stalglel / Stclrage / Discharge Tahle
Stacici
Storage
Elev al !on
CIN AI
ft
ca H
Po
cfs
CLOO
0
2993.5(1
O,GG
1.00
21,679
'2194.5(1
OACI
'1.50
4,258
2199.0(1
OAG
2ACI
8,634
2I9E.O(I
0. CIO
3AG
'14,8129
39110
O.GO
4AC1
21,73E
2198.(1(1
0.00
5.9G
30,0(19
299.CICI
(LOCI
6.GCI
34,E11EI
21f19.9131
(L00
6.9G
40,1821
260.CICI
CLOO
7ACI
54,991
216'LGCI
Cl. 00
8.90
70,GGG
262. CIO
9,0111
9.50
86,98G
263AO
211.91
2,368
:1,990
:1,324
9,428
EI, 528
A. 721
El, 811
1 Cl, 674
2,8021
'14,119
'16,183
'16,£137
Iriclr. Slorage (cuftj
(1
21,6751
1,5x9
4, 31EI
9,68
1,1219
8,.169
4,813
5,884
'13,189
' 5,449
'16,960
Talal Morage Ilauft
CI
21,EI719
,2 98
f1,8214
14,812
211,136
3CI,CIC15
:14,E118
� C1,162
94,95'
10,0100
86,560
Monday, Nm c Al 19. -10:90 AN
Weir Structuress
[c] [o] [A] [B] [c] IDiI
GOO
(1.00
Crest L air (fill
= 121.00
1 Cl. OCI
O.CICI
O.GO
G.00I
GOO
Crest EI. (ft)
= 2EI1.39
382.(1(1
OACI
0.00
a
G
Weir Coeff.
= 3.33
21.EM
O. CICI
0.00
G.CI(1
CLOO
Weir Type
= Fled
Eraad
CLCICI --- ---
CLOCI
Cl.c1Cl
G.0(I
Multi•Stagel
= Vels
No
Na
No
011(1(1
0.0(I
--- --- O.CIG
CI.(IQ
CIACI
0.04
- 0.00
AGCI
CI(I(I
(1.07
--- --- O.CICI
G.CIQ --- ---
CLCI1
(1.09
O.GG
OACI
9.(151
(1.1 I
--- --- 21.91
26.00
4 8. (12
No
No
Exfiltratiorl = O.GGG
indhr (C aniaui; Tailwaler 91ev.
= 0.00 f1
hate: Gu hieitQriilice outflows have been analyzed under inlet and outlet control,
CIN B
Clly C CIV 11 Wr A
Wr B Wr C Wr 0 Exftt
Tolal
cis
afs (lis cis
cfs cfs cifsl ofs
afs
o.GG
--- --- CLOO
o.Ocl
CLOO
O. CIO
--- CLOO
(111(10 --- ---
(1.00
0.GG
--- CI.Ocl
CI.(ICI --- ---
(L00
0. CIO
--- --- am
CI.(ICI
CLOO
0.00
--- 0.51(1
CLCICI --- ---
CLOCI
0.00
--- --- 0•CI(1
CI.(ICI
(1.0(1
0.00
--- CIAO
Via --- ---
CLOG
0.00
--- --- O.CIG
CI.(IQ
CIACI
0.04
- 0.00
Q.OQ --- ---
CI.(14
(1.07
--- --- O.CICI
G.CIQ --- ---
CLCI1
(1.09
--- --- 5,00
CI.CIQ --- ---
9.(151
(1.1 I
--- --- 21.91
26.00
4 8. (12

Ar '
NCDENR
Permit
STORMWATER MANAGEMENT PERMIT APPLICATION FORA
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be rifled out, printed and submitted.
The Required Items CheckNst (Pani Ill) must be printed, tilted out and submitted along vdh all of the required Wormation.
I, PROJECT INFORMATION
Project name Jordan Manor
Contact person aill Daniel
Phone number 919167-9708
Date Wovember9, 2015
Drainage area number #4
(to be provided by DW4)
II. DESIGN INFORMATION
Site Characteristics
Drainage area
263,102 ft'
Impervious area, post -development
128,289 ft7
impervious
48.76 %
Design rainfall depth
to in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1 -yr, 24 -hr runoff
Post -development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the l yr 24hr storm peak flow required"?
1 -yr, 24 -hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1 -yr, 24 -hr storm
Pre -development 1 -yr, 24 -hr peak flow
Post -development 1 -yr, 24 -hr peak flow
PrelPost 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx, at the peon, pool elevation)
Tap of loft vegetated shelf elevation
Bottom of 1 oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp- pool?
Elevation of the top of the additional volume
14,710 ft'
32,341 ft5 CK, volume provided is equal to or in excess of volume required.
4a
it,
ftx
fta
ha
Y (Y or N)
2.9 in
0.22 (unitless)
0.57 (unitless)
0.13 in/hr OK
0.17 R'/sec
0.45 fPtsec
0.27 ft'isec
261.75 fmsl
259.50 fmsl
fmsl
260.00 Imsl
259.00 fmsl
254.50 fmsl
253.50 fmsi
1 A0 ft
Y (Y or N)
261.8 fmsl OK
Form SW401•Wel Delenhon Basin-Rev.2-4118112 Parts 1.8 {I. Design Summary, Page 1 or 2

Permit No.
fro be p ova dby D010)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool
15,810 It'
Area REQUIRED, permanent pool
7,077 ft'
OK
SAIDA ratio
2.69 (unitless)
OK
Area PROVIDED, permanent pool, Apprm PW
90,674 ft`
OK
Area, bottom of 1 Off vegetated shelf, Air mop
8,617 ft`
Insufficient flow path to width ratio. Must not short-circuit pond.
Area, sediment cleanout, top elevation (bottom of pond), Aa„_,,,
2,990 ft'
OK
Volumes
Y (Y or N)
OK
Volume, temporary pool
32,341 ff
OK
Volume, permanent pool, V,.,,,
34,878 ft'
OK
Volume, forebay (sum of forebays if more than one forebay)
7,927 ft3
OK
Forebay % of permanent pool volume
22.7% %
Insufficient forebay volume,
SALSA Table Data
6" Gate Valve at Box Riser
Design TSS removal
90 %
Coastal SAIDA Table Used?
N (Y or N)
Mountain/Piedmont SAIDA Table Used?
N (Y or N)
SAIDA ratio
2.69 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10.2b)
N (Y or N)
Volume, permanent pool, Vpe,m_po
34,878 It'
Area provided, permanent pool, Am. pj
10,674 ft`
Average depth calculated
ft
Need 3 It min.
Average depth used in SAIDA, d,,,, (Round to nearest 0.54)
4
Calculation option 2 used? (See Figure 10.2b)
Y (Y or N)
Area provided, permanent pool, Ap, M
10,674 ft'
Area, bottom of 1Oft veg elated shelf, Awt,wj
8,817 ft`
Area, sediment cleanout, top elevation (bottom of pond), A._,,,,
2,990 ftp
"Depth" (distance bfw bottom of 10ft shelf and top of sediment)
4.50 ft
Average depth calculated
3.60 ft
OK
Average depth used in SAIDA, d.„ (Round to down to nearest 0.5h)
3.5 It
Insufficient. Check calculation.
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
1,50 in
Area of orifice (if -non -circular)
int
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (Ho)
0.80 It
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (Q
(unitless)
Length of weir (L)
ft
Driving head (FI)
fl
Pre -development 1 -yr, 24 -hr peak flow
0.17 ft'lsec
Post -development 1 -yr, 24 -hr peak flow
0.45 ftlisec
Storage volume discharge rate (through discharge orifice or weir)
0.05 ft3lsec
Storage volume drawdown time
2.48 days
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of flowpath to width ratio
2 :1
Insufficient flow path to width ratio. Must not short-circuit pond.
Length to width ratio
2.6 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
1.0 It
OK
Vegetated filter provided?
N (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build-oul?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
6" Gate Valve at Box Riser
Form SW401-Nle[ Detention Basin•Rev:9411 W12 Paris I & II. Design Surnmasy.. Page 2 of 2

Jcrldari Manors
Draw dovA In C alar latic n
Date: 11/2(1/19
Re%19ed:
EIM P #11 Dnav, c awr Time
waler quality volume- 4391319 ft^3/sec 4 1 minutu " 11 Haun * 1 cay
dim1-ar61eiIrani21.51"cidilicei4-) 0.715 ft^13/sec (10!ecerds EIO minulci 214hauns = 2.�6 CcYS
BMA #2 Dnawdowr limo
water qc alily vain mcH 4 114159 fi "9/scic * 71 mirulc * 11 haur * 1 day
c ischau€le from J,9' anifice44 0.06 ft^:I/sec f 1 secards 90 min les 214 hours = 2.21 dc YS
BMA #31 Drawd(m ri 1 iniE1
,AatenCIL aIilyvcdumEi341161441ftl"-I/selc * lminuIel * Ihour * 1tay
c isd ang(i hom 3.9" orifice->-) (1.2141 fi" hcc ED seconc s 60 mir c les 24 Hauri 2.30 days
BMP 44 Drawc w ri Time
walen quality volume --)4 lf�
ft"3/9EIc * 1 minula * 1 hoc n * 1 day
disch argEi 11110M1.9" ariflce-" ft"31/9ec 60 sucor c s 6(I miriules NI Hau r: = 2.48 daly 9

Sec Ilion 2
STORM DRAINAGE,
HYDRAULIC C RADE LINE,
C UTTER S PREA D, & SWALE
DATA
CA LCU BA TIONS

,Jordan Manors - Phase 3
Apex, Nora Carcikr
Sklrm Cliart (10 YearFivan0
Llallei: 4,20,20 16
Reivisec:
DOMSAREfM
371RUCTURE
LPSTRBAM
STRL(171URE
TOP ELEV.
UPS71REAM
STRUCTURE
DIF.
in
PIPE SEGMENT DATA
L7W PIPs
ft TYPE
£1%
ARE/ ac
TOTAL
UPS7IREAM
AREA(acl
IND
C
I
IN/HR
Q1111OT)
CFS
GI(YND,
CFS
iNVaI171 INVERT
11OWNSTRM LPSTRM
STAUCTLRE STRUC17IURE
BMP1
FEE1100
CB 901
265.5(1
42
49.92
RCP
C1.6CI
117.15
as4
CL45
7.22
3372
1.75
2:16.(10
256.80
CIB '16111
CS 902
26.1.89
36
73.113
RCP
C1.96
96.61
a(P
(145
7.22
33.97
CL29
257.30
258.CI0
CB '1612
CB 1103
26672
3E
(15.79
RCP
1.28
96.52
a(12
CL45
7.22
33.67
(Lae
258.20
259.30
CB'IC13
CB 904
266.37
361
48.(2
RCP
1.03
7.10
a47
CL45
7.22
23.07
9.53
239.E10
2(0.30
CB'1614
CB 105'
266.57
13
27.00
RCP
1.111
11.26
J.26
CL45
7.22
4.09
4.09
26'1.45
261.75
CIA 110
CB 906
269.22
3CI
193.1H
RCP
1.35
5.37
a43
0.45
7.22
17.45
11.461
26a50
263.10
CIA 1616
CB 1107
269.22
15
27(10
RCP
1.:11
692
a92
0.45
7.22
2.99
2.99
2(4.110
264.40
CIB'IC6
CB 108
272.661
24
200.(10
RCP
1.63
4.62
0.42
0.45
7.22
13.06
9.36
263.E0
266.85
CIB JC18
CB 109
272.60
15
27.00
RCP
1.111
CL97
0.97
C1.45
7.22
3.115
3.15
267.50
267.80
CIB 11018
CEI 91161
276.71
24
2(10.(10
RCP
1.78
2.63
0.611
0.45
7.22
EL54
1.961
267.65
270.60
CIB :110
CEI 1111
276.71
24
27.[10
RCP
1.111
2.02
0.62
0.45
7.22
6.56
2.01
27aE10
27:1.110
CIB :1111
CB 1112
279.63
EI
140.24
RCP
1.93
11.40
0.0
a45
7.22
4.55
(6'16
271.0
274.30
CIB :112
CB 193
282.:19
18
58.36
RCP
4.20
11.33
0.97
CL45
722
4.39
0.53
274.50
276.95
CIB :113
CEI 194
282.38
115
27.50
RCP
1.09
(1.44
0.44
0.45
722
1.43
11.43
277.25
277.55
CIB :113
CEI 195
294.661
115
205.24
RCP
3.83
(1.74
0.0
C1.45
7.22
2.40
0.19
277.30
289.30
CIB :11:1
CEI 196
294.6CI
113
27.00
RCP
1.:11
(1.57
0.57
C1.45
7.22
1.85
1.85
2f 19.50
289110
CB ;113
CEI 1-,17
303.74
13
130.50
RCP
7.03
(1.19
0.111
C1.45
7.22
036
0.36
2(19.70
298.90
CB 1103
CB 1-,161
267.89
361
92.42
RCP
1.061
9.40
0.23
C1.45
7.22
3([34
0.75
2661.10
26'1.90
CB 111(1
CB 119
26EL07
:15
28.(7
RCP
1.22
069
0.0
C1.45
7.22
2.24
2.24
262.90
263.25
CB MEI
CB 120
277.49
361
2°18.72
RCP
2.76
R48
0.63
C1.45
7.22
27.55
CAO
2('1.75
268.90
CB 1120
CS 12'1
277.56
24
48.62
RCP
2.861
I
6.612
0.75
C1.45
7.22
19.56
2.44
21GICI0
27'1.40
CB 129
CB 122
277.56
:15
27.60
RCP
1.'11
CL77
0.77
CL45
7.22
1 2.561
2.561
272.45
272.75

CB 111'I CIS :129
21113.117
24
1 205.75
RCA
2,45
4.561
0165
0.45
7.212
114.Cp
2.1111
:1721061
1177.05
Ca 1113 CIB :12s
2813.17
15
27.0161
RCIA
11',1
01116
0186
(1.45
7.221
2.79
2.79
1178105
1178.35
CB 1113 CB 125
2119.67
214
20CLOCI
RCP
C5
2.519
CL63
CL45
7.221
51.711
2.(15
1177.60
1183.70
CB 1115 CB 1211
2119.61
15
27.061
RCP
1 111
0.91
LLAT
(145
7.22
2.516
2.516
1184.40
21114.70
Cal '125 CB 127
2515.311
15
1100011
RCP
2.60
1.45
CL57
(145
7.22
4.711
1185
2184.115
2L5I0.C15
CB '127 CB 128
295.5111
15
27.00
RCIP
011
688
0118
(145
7.221
2.86
2.E16
K161215
2190.55
Ca'1110 CB 129
271l.&I
214
121.27
RCP
(1611
2.44
110'1
(1.45
7.221
1 19.1
O.CIB
269.40
21x0.40
Cis I lil CB 1311
271.35
24
121.63
RCP
(1.811
2.4"1
61.58
CL45
7.221
1901
11110
2176160
2111.60
CIa 151(1 CB 131
277.35
15
117.(10
RCP
1.11
0.218
CLA
CL45
7.221
(191
0.511
2112.215
1112.55
CIB 1510 CB 132
280, 75
2k
57.119
RCP
4.51
1.51
01110
(145
7.22
5.101
0.65
11111.80
2174.4(1
CIS 132 CB 1351
2EICL75
15
35.00
RCP
1.6111
0.11
0.17
C1.45
722
(155
(1.55
2115.10
275.45
C18 11361 CB 134
293.151
18
251.46
RCP
4.951
1.210
0.210
CL45
7.221
11.901
(1.65
274.85
2117,25
CB 11314 CB 1115
2951.'151
15
515.03
RCP
1.011
0.210
0.2IO
LL45
7.22
CL65
(1.65
287.45
21117.8(
CB 11314 081176
16k.55
15
21111(10
RCP
4.17
0.811
0.23
C45
7.22
2.601
(175
2817.815
2518.7(1
CB 1136 CEI 1,'17
11614.55
.15
515.00
RCP
1.001
(1.57
0.57
CL45
7.212
1.85
1.85
2LI890
299.25
FES 110610 RISER 10CIti
n1a
:I EI
10:1.111
RCP
LL49
(ILLI
OLIO
61.4
7.112
CLOG
OACI
252.LICI
252.5(1
FBa4Cl AES 4:1
as
18
1(19.(10
RCP
7.34
3.611
aClsl
CL49
7.212
51.78
51.761
263.50
271.50
Ca IS( ATCH BF SIN. YI IS YF RD INI ST PBS IS FD RED 9NO Sf1CTICH- NCDOT STD. 310.01;
HW IS FEAOWALI - N CIOC1T STa 838.1'; OIR IS DIJ CTII S IACIA WAE;
HDPE TO BE SMOOTH INTBRIOR AOS N-12 CIA EIQUFL
ELEVATION GIVaN IS RCIR IA VEAT OA H W / AD Pas, TOR CIF CV' STING FOR Y1, TOP OA CLAS FCIR CIS.
Da ble Clakh Basin
"' - sdandefd IVamla and grate
NOIf S:
'1. Risen IS COOL retf I pimca51 5X5' Inside dim E nsian.
^- Sea sizing CF31C inckc eC WIN stcur IWakm CalChlati00S

Hydraflow Plan View
I
awl
x
mtm
1s t9illA ffi
am na
m 1 W II
' m1a 'aim
S 5 m1t6
m 119 118 fl
S
m 118
10
ss
A�1f m m
17
tz m1x1 M41
amts
mtm
to m sy la€
m to
m 131 m�1J1�
m 1s1 zt
� ml3x
:9m 133
Project File: 100 phase 3.stm No. Lines: 37 05-09-2016
Hydraflow Storm Sewers 2005

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J -loss
Inlet/
line
length
angle
type
Q
area
coeff
time
EI Dn
slope
EI Up
size
type
value
coeff
Rim EI
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
N
(ft)
(in)
(n)
(K)
(ft)
1
End
49.9
113.7
Comb
0.00
0.54
0.45
5.0
256.50
0.60
256.80
42
Cir
0.013
1.46
265.50
fes 100 to cb 101
2
1
73.1
-75.9
Comb
0.00
0.09
0.45
5.0
257.30
0.96
258.00
36
Cir
0.013
1.18
265.89
cb 101 to cb 102
3
2
85.8
48.4
Comb
0.00
0.02
0.45
5.0
258.20
1.28
259.30
36
Cir
0.013
1.33
266.72
cb 102 to cb 103
4
3
48.6
-44.7
Comb
0.00
0.47
0.40
5.0
259.80
1.03
260.30
30
Cir
0.013
1.21
266.57
cb 103 to cb 104
5
4
27.0
39.9
Comb
0.00
1.26
0.45
5.0
261.45
1.11
261.75
15
Cir
0.013
1.00
266.57
cb 104 to cb 105
6
3
92.4
5.4
Comb
0.00
0.23
0.45
5.0
260.10
1.08
261.10
30
Cir
0.013
1.43
267.85
cb 103 to cb 118
7
4
193.1
-50.1
Comb
0.00
0.43
0.45
5.0
260.50
1.35
263.10
30
Cir
0.013
1.50
269.22
cb 104 to cb 106
8
6
28.7
70.3
Comb
0.00
0.69
0.45
5.0
262.90
1.22
263.25
15
Cir
0.013
1.00
268.07
cb 118 to cb 119
9
7
27.0
90.0
Comb
0.00
0.92
0.40
5.0
264.10
1.11
264.40
15
Cir
0.013
1.00
269.22
cb 106 to cb 107
10
6
258.2
0.0
Comb
0.00
0.03
0.45
5.0
261.75
2.77
268.90
30
Cir
0.013
1.59
277.49
cb 118 to cb 120
11
7
200.0
0.0
Comb
0.00
0.42
0.45
5.0
263.60
1.63
266.85
24
Cir
0.013
1.50
272.60
cb 106 to cb 108
12
10
48.6
-50.1
Comb
0.00
0.75
0.45
5.0
270.00
2.88
271.40
24
Cir
0.013
1.21
277.56
cb 120 to cb 121
13
11
27.0
90.0
Comb
0.00
0.97
0.40
5.0
267.50
1.11
267.80
15
Cir
0.013
1.00
272.60
cb 108 to cb 109
14
12
27.0
39.9
Comb
0.00
0.77
0.45
5.0
272.45
1.11
272.75
15
Cir
0.013
1.00
277.56
cb 121 to cb 122
15
10
121.3
-4.3
Comb
0.00
0.01
0.45
5.0
269.40
0.82
270.40
24
Cir
0.013
0.53
278.69
cb 120 to cb 129
16
11
200.0
0.0
Comb
0.00
0.61
0.45
5.0
267.05
1.78
270.60
24
Cir
0.013
1.50
276.71
cb 108 to cb 110
17
12
205.8
-50.1
Comb
0.00
0.65
0.45
5.0
272.00
2.45
277.05
24
Cir
0.013
1.50
283.17
cb 121 to cb 123
18
15
121.9
-17.6
Comb
0.00
0.58
0.45
5.0
270.60
0.82
271.60
24
Cir
0.013
1.67
277.35
cb 129 to cb 130
19
16
27.0
90.0
Comb
0.00
0.62
0.40
5.0
270.80
1.11
271.10
24
Cir
0.013
1.50
276.71
cb 110 to cb 111
20
17
27.0
90.0
Comb
0.00
0.86
0.45
5.0
278.05
1.11
278.35
15
Cir
0.013
1.00
283.17
cb 123 to cb 124
21
18
27.0
88.8
Comb
0.00
0.28
0.45
5.0
272.25
1.11
272.55
15
Cir
0.013
1.00
277.35
cb 130 to cb 131
Project File: 100 phase 3.stm
Number of lines: 37
Date: 05-09-2016
Hydraflow Storm Sewers 2005

Storm Sewer Inventory Report
Page 2
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J -loss
Inlet/
line
length
angle
type
Q
area
coeff
time
EI Dn
slope
EI Up
size
type
value
coeff
Rim EI
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
N
(ft)
(in)
(n)
(K)
(ft)
22
19
140.2
-90.0
Comb
0.00
0.05
0.45
5.0
271.60
1.93
274.30
18
Cir
0.013
1.13
279.63
cb 111 to cb 112
23
22
58.4
45.0
Comb
0.00
0.17
0.45
5.0
274.50
4.20
276.95
18
Cir
0.013
1.13
282.19
cb 112 to cb 113
24
23
27.5
-34.0
Comb
0.00
0.44
0.45
5.0
277.25
1.09
277.55
15
Cir
0.013
1.00
282.38
cb 113 to cb 114
25
17
200.0
0.0
Comb
0.00
0.63
0.45
5.0
277.60
3.05
283.70
24
Cir
0.013
1.50
289.67
cb 123 to cb 125
26
18
57.7
-44.4
Comb
0.00
0.20
0.45
5.0
271.80
4.51
274.40
24
Cir
0.013
1.45
280.75
cb 130 to cb 132
27
23
205.2
45.0
Comb
0.00
0.06
0.45
5.0
277.30
5.85
289.30
15
Cir
0.013
1.50
294.60
cb 113 to cb 115
28
25
27.0
90.0
Comb
0.00
0.91
0.45
5.0
284.40
1.11
284.70
15
Cir
0.013
1.00
289.67
cb 125 to cb 126
29
26
35.0
46.8
Comb
0.00
0.17
0.45
5.0
275.10
1.00
275.45
15
Cir
0.013
1.00
280.75
cb 132 to cb 133
30
27
27.0
-90.0
Comb
0.00
0.57
0.45
5.0
289.50
1.11
289.80
15
Cir
0.013
1.00
294.60
cb 115 to cb 116
31
25
200.0
0.0
Comb
0.00
0.57
0.45
5.0
284.85
2.60
290.05
15
Cir
0.013
1.50
295.38
cb 125 to cb 127
32
26
251.5
-36.4
Comb
0.00
0.20
0.45
5.0
274.85
4.93
287.25
18
Cir
0.013
1.50
293.19
cb 132 to cb 134
33
27
130.5
0.0
Comb
0.00
0.11
0.45
5.0
289.70
7.05
298.90
15
Cir
0.013
1.00
303.74
cb 115 to cb 117
34
31
27.0
90.0
Comb
0.00
0.88
0.45
5.0
290.25
1.11
290.55
15
Cir
0.013
1.00
295.38
cb 127 to cb 128
35
32
35.0
90.0
Comb
0.00
0.20
0.45
5.0
287.45
1.00
287.80
15
Cir
0.013
1.00
293.19
cb 134 to cb 135
36
32
260.0
2.3
Comb
0.00
0.23
0.45
5.0
287.85
4.17
298.70
15
Cir
0.013
1.50
304.55
cb 134 to cb 136
37
36
35.0
90.0
Comb
0.00
0.57
0.45
5.0
298.90
1.00
299.25
15
Cir
0.013
1.00
304.55
cb 136 to cb 137
Project File: 100 phase 3.stm
Number of lines: 37
Date: 05-09-2016
Hydraflow Storm Sewers 2005

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
Junct
line
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
fes 100 to cb 101
34.51
42 c
49.9
256.50
256.80
0.601
258.30
258.60
n/a
258.60
End
2
cb 101 to cb 102
33.57
36 c
73.1
257.30
258.00
0.957
259.15
259.85
n/a
259.85
1
3
cb 102 to cb 103
33.58
36 c
85.8
258.20
259.30
1.282
260.34
261.15
n/a
261.15 j
2
4
cb 103 to cb 104
14.11
30 c
48.6
259.80
260.30
1.028
261.86
261.79
0.41
262.19
3
5
cb 104 to cb 105
4.09
15 c
27.0
261.45
261.75
1.111
262.35
262.56
n/a
262.56 j
4
6
cb 103 to cb 118
23.35
30 c
92.4
260.10
261.10
1.082
261.72
262.72
1.08
262.72
3
7
cb 104 to cb 106
10.91
30 c
193.1
260.50
263.10
1.346
262.45
264.20
n/a
264.20 j
4
8
cb 118 to cb 119
2.24
15 c
28.7
262.90
263.25
1.221
263.50
263.85
n/a
263.85
6
9
cb 106 to cb 107
2.66
15 c
27.0
264.10
264.40
1.111
264.75
265.05
0.26
265.05
7
10
cb118to cb 120
21.65
30 c
258.2
261.75
268.90
2.769
263.30
270.45
1.12
270.45
6
11
cb106to cb 108
8.44
24 c
200.0
263.60
266.85
1.625
264.63
267.88
n/a
267.88
7
12
cb 120 to cb 121
17.47
24 c
48.6
270.00
271.40
2.879
271.48
272.88
0.92
272.88
10
13
cb 108 to cb 109
2.80
15 c
27.0
267.50
267.80
1.111
268.22
268.47
n/a
268.47 j
11
14
cb 121 to cb 122
2.50
15 c
27.0
272.45
272.75
1.111
273.40
273.39
n/a
273.63 j
12
15
cb 120 to cb 129
6.40
24 c
121.3
269.40
270.40
0.825
271.10
271.30
n/a
271.30 j
10
16
cb 108 to cb 110
5.84
24 c
200.0
267.05
270.60
1.775
268.24
271.46
n/a
271.46 j
11
17
cb 121 to cb 123
13.44
24 c
205.8
272.00
277.05
2.454
273.36
278.35
n/a
278.35 j
12
18
cb129to cb 130
6.56
24 c
121.9
270.60
271.60
0.820
271.57
272.51
n/a
272.51j
15
19
cb 110 to cb 111
4.48
24 c
27.0
270.80
271.10
1.111
271.75
271.85
n/a
271.85 j
16
20
cb 123 to cb 124
2.79
15 c
27.0
278.05
278.35
1.111
278.87
279.02
n/a
279.02 j
17
21
cb130to cb 131
0.91
15 c
27.0
272.25
272.55
1.111
272.85
272.93
n/a
272.93j
18
22
cb111to cb 112
3.30
18 c
140.2
271.60
274.30
1.925
272.29
274.99
n/a
274.99
19
23
cb 112 to cb 113
3.22
18 c
58.4
274.50
276.95
4.198
275.21
277.63
n/a
277.63 j
22
24
cb113to cb 114
1.43
15 c
27.5
277.25
277.55
1.091
277.87
278.03
n/a
278.03j
23
25
cb 123 to cb 125
9.31
24 c
200.0
277.60
283.70
3.050
278.81
284.78
n/a
284.78 j
17
26
cb 130 to cb 132
4.33
24 c
57.7
271.80
274.40
4.507
272.83
275.14
n/a
275.14 j
18
27
cb 113 to cb 115
1.86
15 c
205.2
277.30
289.30
5.847
277.86
289.85
n/a
289.85 j
23
28
cb 125 to cb 126
2.96
15 c
27.0
284.40
284.70
1.111
285.14
285.39
n/a
285.39 j
25
29
cb 132 to cb 133
0.55
15 c
35.0
275.10
275.45
1.000
275.40
275.75
n/a
275.75
26
30
cb115to cb 116
1.85
15 c
27.0
289.50
289.80
1.111
290.04
290.34
0.20
290.34
27
31
cb 125 to cb 127
4.67
15 c
200.0
284.85
290.05
2.600
285.72
290.92
n/a
290.92
25
32
cb132to cb 134
3.55
18 c
251.5
274.85
287.25
4.931
Number
275.57
287.97
0.42
287.97
26
Project
File: 100 phase 3.stm
of lines:
37
[Run
Date: 05-09-2016
NOTES: c = cir; e = ellip; b = box; Return period = 10 Yrs. ; j - Line contains hyd. jump.
Hydraflow Storm Sewers 2005

Storm Sewer Summary Report
Page 2
Line
Line ID
Flow
Line
Line Invert
Invert
Line
HGL
HGL Minor
HGL
Dns
No.
rate
size
length EL Dn
EL Up
slope
down
up loss
Junct
line
(cfs)
(in)
(ft) (ft)
(ft)
N
(ft)
(ft) (ft)
(ft)
No.
33
cb 115 to cb 117
0.36
15 c
130.5
289.70
298.90
7.050
290.05
299.14
n/a
299.14 j
27
34
cb127to cb 128
2.86
15 c
27.0
290.25
290.55
1.111
291.24
291.23
n/a
291.50j
31
35
cb 134 to cb 135
0.65
15 c
35.0
287.45
287.80
0.999
288.17
288.16
0.08
288.24
32
36
cb 134 to cb 136
2.56
15 c
260.0
287.85
298.70
4.173
288.49
299.34
n/a
299.34
32
37
cb 136 to cb 137
1.85
15 c
35.0
298.90
299.25
1.000
299.56
299.79
n/a
299.79 j
36
Project File: 100 phase 3.stm
Number of lines: 37
Run Date: 05-09-2016
NOTES: c = cir; e = ellip; b = box; Return period = 10 Yrs. ; j - Line contains hyd. jump.
HydraFlow Storm Sewers 2005

Inlet Report
Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
byp
type
line
Ht
L
area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sqft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
1
cb 101
1.40
0.49
1.89
0.00
Comb
5.0
3.00
3.19
3.00
2.00
Sag
2.00
0.042
0.020
0.000
0.09
2.17
0.21
2.17
2.00
Off
2
cb 102
0.23
0.00
0.23
0.00
Comb
5.0
3.00
0.00
3.00
2.00
0.013
2.00
0.042
0.020
0.013
0.10
2.70
0.14
1.33
2.00
1
3
cb 103
0.05
0.04
0.09
0.00
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.07
1.74
0.10
0.99
2.00
2
4
cb 104
1.08
0.38
1.46
0.00
Comb
5.0
3.00
3.19
3.00
2.00
Sag
2.00
0.042
0.020
0.000
0.05
1.13
0.17
1.65
2.00
Off
5
cb 105
3.26
1.16
4.42
0.00
Comb
5.0
6.00
6.40
6.00
2.00
Sag
2.00
0.042
0.020
0.000
0.16
5.67
0.28
5.67
2.00
Off
6
cb 118
0.60
0.00
0.55
0.04
Comb
5.0
3.00
0.00
3.00
2.00
0.020
2.00
0.042
0.020
0.013
0.13
4.10
0.18
1.73
2.00
3
7
cb 106
1.11
0.39
1.12
0.38
Comb
5.0
3.00
0.00
3.00
2.00
0.015
2.00
0.042
0.020
0.013
0.18
6.75
0.26
4.72
2.00
4
8
cb 119
1.79
0.00
1.30
0.49
Comb
5.0
3.00
0.00
3.00
2.00
0.020
2.00
0.042
0.020
0.013
0.18
6.80
0.26
4.87
2.00
1
9
cb 107
2.12
0.88
1.84
1.16
Comb
5.0
3.00
0.00
3.00
2.00
0.015
2.00
0.042
0.020
0.013
0.22
8.95
0.32
7.57
2.00
5
10
cb 120
0.08
0.00
0.08
0.00
Comb
5.0
3.00
0.00
3.00
2.00
0.020
2.00
0.042
0.020
0.013
0.06
1.43
0.08
0.81
2.00
6
11
cb 108
1.09
0.49
1.18
0.39
Comb
5.0
3.00
0.00
3.00
2.00
0.020
2.00
0.042
0.020
0.013
0.17
6.45
0.25
4.37
2.00
7
12
cb 121
1.94
0.63
2.57
0.00
Comb
5.0
3.00
3.19
3.00
2.00
Sag
2.00
0.042
0.020
0.000
0.13
4.17
0.25
4.17
2.00
Off
13
cb 109
2.23
0.32
1.68
0.88
Comb
5.0
3.00
0.00
3.00
2.00
0.020
2.00
0.042
0.020
0.013
0.20
7.90
0.29
6.32
2.00
9
14
cb 122
1.99
1.21
3.21
0.00
Comb
5.0
3.00
3.19
3.00
2.00
Sag
2.00
0.042
0.020
0.000
0.17
6.17
0.29
6.17
2.00
Off
15
cb 129
0.03
0.00
0.03
0.00
Comb
5.0
3.00
0.00
3.00
2.00
0.010
2.00
0.042
0.020
0.013
0.04
1.07
0.06
0.61
2.00
10
16
cb 110
1.58
0.22
1.31
0.49
Comb
5.0
3.00
0.00
3.00
2.00
0.020
2.00
0.042
0.020
0.013
0.18
6.85
0.26
4.87
2.00
11
17
cb 123
1.68
0.52
1.58
0.63
Comb
5.0
3.00
0.00
3.00
2.00
0.030
2.00
0.042
0.020
0.013
0.18
6.85
0.26
4.87
2.00
12
18
cb 130
1.50
0.00
1.50
0.00
Comb
5.0
3.00
3.19
3.00
2.00
Sag
2.00
0.042
0.020
0.000
0.06
1.37
0.18
1.74
2.00
Off
19
cb 111
1.43
0.00
1.11
0.32
Comb
5.0
3.00
0.00
3.00
2.00
0.020
2.00
0.042
0.020
0.013
0.17
6.20
0.25
3.97
2.00
13
20
cb 124
2.23
1.08
2.09
1.21
Comb
5.0
3.00
0.00
3.00
2.00
0.030
2.00
0.042
0.020
0.013
0.21
8.10
0.30
6.52
2.00
14
21
cb 131
0.73
0.00
0.73
0.00
Comb
5.0
3.00
3.19
3.00
2.00
Sag
2.00
0.042
0.020
0.000
-0.01
-0.30
0.11
1.06
2.00
Off
22
cb 112
0.13
0.00
0.13
0.00
Comb
5.0
3.00
0.00
3.00
2.00
0.022
2.00
0.042
0.020
0.013
0.07
1.71
0.10
0.98
2.00
19
Project File: 100 phase 3.stm
Number of lines: 37
Rate: 05-09-2016
NOTES: Inlet N -Values = 0.016 ; Intensity = 74.06 / (Inlet time + 13.30) 10.88; Return period = 2 Yrs. ; " Indicates Known Q added
Hydraflow Storm Sewers 2005

Inlet Report
Page 2
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
byp
type
line
Ht
L
area
L
W
So
W
Sw
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sqft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
23
cb 113
0.44
0.00
0.44
0.00
Comb
5.0
3.00
0.00
3.00
2.00
0.040
2.00
0.042
0.020
0.013
0.10
2.80
0.14
1.36
2.00
22
24
cb 114
1.14
0.20
1.12
0.22
Comb
5.0
3.00
0.00
3.00
2.00
0.040
2.00
0.042
0.020
0.013
0.15
5.15
0.21
2.32
2.00
16
25
cb 125
1.63
0.34
1.45
0.52
Comb
5.0
3.00
0.00
3.00
2.00
0.030
2.00
0.042
0.020
0.013
0.17
6.50
0.26
4.42
2.00
17
26
cb 132
0.52
0.01
0.52
0.00
Comb
5.0
3.00
0.00
3.00
2.00
0.050
2.00
0.042
0.020
0.013
0.10
2.95
0.14
1.39
2.00
18
27
cb 115
0.16
0.00
0.16
0.00
Comb
5.0
3.00
0.00
3.00
2.00
0.070
2.00
0.042
0.020
0.013
0.06
1.48
0.09
0.83
2.00
23
28
cb 126
2.36
0.71
1.99
1.08
Comb
5.0
3.00
0.00
3.00
2.00
0.030
2.00
0.042
0.020
0.013
0.20
7.85
0.29
6.22
2.00
20
29
cb 133
0.44
0.09
0.53
0.00
Comb
5.0
3.00
0.00
3.00
2.00
0.050
2.00
0.042
0.020
0.013
0.10
2.95
0.15
1.40
2.00
Off
30
cb 116
1.48
0.00
1.27
0.20
Comb
5.0
3.00
0.00
3.00
2.00
0.070
2.00
0.042
0.020
0.013
0.14
4.70
0.20
1.93
2.00
24
31
cb 127
1.48
0.00
1.14
0.34
Comb
5.0
3.00
0.00
3.00
2.00
0.024
2.00
0.042
0.020
0.013
0.16
6.00
0.24
3.72
2.00
25
32
cb 134
0.52
0.01
0.53
0.01
Comb
5.0
3.00
0.00
3.00
2.00
0.050
2.00
0.042
0.020
0.013
0.10
2.95
0.15
1.40
2.00
26
33
cb 117
0.28
0.00
0.28
0.00
Comb
5.0
3.00
0.00
3.00
2.00
0.070
2.00
0.042
0.020
0.013
0.08
1.83
0.11
1.05
2.00
27
34
cb 128
2.28
0.00
1.57
0.71
Comb
5.0
3.00
0.00
3.00
2.00
0.024
2.00
0.042
0.020
0.013
0.19
7.25
0.28
5.47
2.00
28
35
cb 135
0.52
0.28
0.71
0.09
Comb
5.0
3.00
0.00
3.00
2.00
0.024
2.00
0.042
0.020
0.013
0.13
4.50
0.19
1.87
2.00
29
36
cb 136
0.60
0.00
0.58
0.01
Comb
5.0
3.00
0.00
3.00
2.00
0.040
2.00
0.042
0.020
0.013
0.11
3.40
0.16
1.53
2.00
32
37
cb 137
1.48
0.00
1.20
0.28
Comb
5.0
3.00
0.00
3.00
2.00
0.040
2.00
0.042
0.020
0.013
0.15
5.35
0.22
2.72
2.00
35
Project File: 100 phase 3.stm
Number of lines: 37
Run Date: 05-09-2016
NOTES: Inlet N -Values = 0.016 ; Intensity = 74.06 / (Inlet time + 13.30) ^ 0.88; Return period = 2 Yrs. ; " Indicates Known Q added
Hydraflow Storm Sewers 2005

Line Profile (Line 1) - fes 100 to cb 101
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
1
34.51
256.50
256.80
1.80
1.80
1.80
258.30
258.60
258.60
6.93
6.93
4.00
5.20
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Line Profile (Line 2) - cb 101 to cb 102
EIev (ft)
269.00
265.00
259.131)
256r 00o
W-INVIIII
Line 2 - cb 101 to cb 102
1L. .4 rilrb
K'MW
r I,X
256.00
LEIS. 0 0
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
2
33.57
257.30
258.00
1.85
1.85
1.85
259.15
259.85
259.85
7.35
7.35
5.20
4.89
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 3) - cb 102 to cb 103
E Iev (ft)
271).00
.OG
264.00
I.OG
Y2iffli'.11
Line 3 - cb 102 to cb 103
270.1)
264.00
261.{0
firan.
0 5 10 1 E, 20 25 30 35 40 4E, E.0 .5 15 60 6E. TO TLE 90 35 90 9E. 100
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
3
33.58
258.20
259.30
2.14
1.85
1.85
260.34
261.15 j
261.15
6.24
7.35
4.69
4.42
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Line Profile (Line 4) - cb 103 to cb 104
Page 1 of 1
E lev (ft)
Line 4 - cb 103 to cb 104
G
269.00
.{
262.00
26ZOD
_
_ %
259. 0,13
259DO
256.0 0
256.00
0
5
10
15 20 25 30 4'11
60
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
261.86
(ft)
261.79
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
4
14.11
259.80
260.30
2.06
1.49
1.89
262.19
3.26
4.64
4.42
3.77
File:
No. Lines: 37
--TProject
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 5) - cb 104 to cb 105
Elea (ft)
267.00
26 5.00
26x.00
261.00
259.0 0
'7,r-7 nn
0.
10 1:5 20 25 30 40
267.00
26 E°. 0 0
26.010
261.001
.
001
ONFU
45 �°O
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
5
4.09
261.45
261.75
0.90
0.81
0.81
262.35
262.56 j
262.56
4.31
4.87
3.87
3.57
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 6) - cb 103 to cb 118
Elev (ft)
271.00
IS.00
261`.00
262.00
"E9.00
�r-nn
Lire 6 - cb 103 to cb 118
NEWMAN,
IM r
W-416R:hI1
W4�_' N.I
.
00
12rA an.
0 E. 10 1 E. 20 2 E, N 35 40 45 50 55 60 65 70 7E_ 90 BE 90 9E 100 105
Reach. (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
6
23.35
260.10
261.10
1.62
1.62
1.62
261.72
262.72
262.72
6.96
6.96
4.12
4.25
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Line Profile (Line 8) - cb 118 to cb 119
0
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
MM
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
8
2.24
262.90
263.25
0.60
0.60
0.60
263.50
263.85
263.85
3.86
3.86
3.70
3.57
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005
0
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
8
2.24
262.90
263.25
0.60
0.60
0.60
263.50
263.85
263.85
3.86
3.86
3.70
3.57
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 7) - cb 104 to cb 106
Elev (ft�
2-72.00
268.00
-6.0 0
266.0 0-
260.00. -
Line 7 - cb 104 to cb 106
2T2. 0 G
266.00
2' .7 0 0- I I I I I I I I I I I I I I I I I I I I I I E I 2 E DD
uu 0 10 0 ;0 40 O 60 70 90 90 10 0 110 120 1 v O 140 11H 1 0 170 ISO 1 H 0 0 210 X2.0
Reach (ft
Page 1 of 1
Hydraflow Storm Sewers 2005
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
5.22
Dn
(ft)
3.57
Up
(ft)
3.62
7
10.91
260.50
263.10
1.95
1.10
1.10
262.45
264.20 j 264.20—F
2.66
Project File:
No. Lines: 37
Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Line Profile (Line 9) - cb 106 to cb 107
Elea (ft)
270.00
269.00
2.00
.00
262.00
n.nn,
0
5 10 15 20
25 30E. 40
270.00
6-mx '!:
45 �°O
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
9
2.66
264.10
264.40
0.65
0.65
0.65
264.75
265.05
265.05
4.10
4.10
3.87
3.57
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 10) - cb 118 to cb 120
EIelo (ft',
276.00
271.40
216.00
261.00
Lias 10-cb118tocb1D
�1. 11 "&n
L: Lf 1 iL�
291.00
276.00
2'1.00
266.1"1'
256.0 I 1 1 1 1 1 1 1 1 1 1 1 1 1 12 OO
0 21J 40 60 80 100 129 140 160 190 200 220 240 260 290 NO
Reach (ft)
Invert Elevation
Line # Q Dn Up
(cfs) (ft) (ft)
10 21.65 261.75 268.90
Project File:
Page 1 of 1
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
270.45
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
1.55
1.55
1.55
263.30
270.45
6.75
6.75
3.60
6.09
--TNo. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 12) - cb 120 to cb 121
Page 1 of 1
E lev (ft)
290.00
LILF
14U
Line 1
- cb 120 to cb 121
290. GO
277.00
277.00
274-00
2+1.00
2.9.00
266-. 0 0
0 5
10
o
15 20 25
F e
-
30 40
274.00
271.00
269.00
26E•. 0 0
60
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
12
17.47
270.00
271.40
1.48
1.48
1.48
271.48
272.88
272.88
7.01
7.01
5.49
4.16
File:
No. Lines: 37
--TProject
Run Date:
05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 14) - cb 121 to cb 122
Elea (ft)
L 9.00
ZTc�.00
274.00
2x2.01)
-70.00
y'8.fin
0.
10 1:5 20 25 30 40
275.00
x.00
274-00
.001
270.E
_nn
45 L.°O
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
14
2.50
272.45
272.75
0.95
0.64
0.88
273.40
273.39 j
273.63
2.49
3.99
3.86
3.56
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 11) - cb 106 to cb 108
Elev (ft�
275.00
272.00
.01)
x.00
263.00
Lias 11 - cb 106 to cb 108
272.00
269.00
x.00
-N O
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 2613.00 kL rl 00
260.00 0 10 0 ;0 40 E O 60 70 90 90 100 110 120 1 v O 140 11H 1-q-0 170 ISO 1H 200 210 220 L� L�
Reach (ft
Page 1 of 1
Hydraflow Storm Sewers 2005
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
11
8.44
263.60
266.85
1.03
1.03
1.03
264.63
267.88
267.88
5.18
5.18
3.62
3.75
Project File:
No. Lines: 37
Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Line Profile (Line 13) - cb 108 to cb 109
fEle-V (ft)
277.00
271.0E
x.00
267.00
265.00
I. an
5 10 1 30 a�. 40
273.13.0
X71.00
x_00
267.001
.
001
,5m nn
45 �°O
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
13
2.80
267.50
267.80
0.72
0.67
0.67
268.22
268.47 j
268.47
3.85
4.18
3.85
3.55
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Line Profile (Line 15) - cb 120 to cb 129
Eley (ft)
290.00
277.00
274.0 01
271.00
268.00
Line 1 - cb 120 to cb 1 n6.1 "M.
280.00
274.00
271.00
268.00
26E.00 I I I I I I I I I I I I I I I I C GO
0 10 20 30 50 60 70 90 100 110 120 1 aO 140 150 .F l��I
Reach (ft)
Invert Elevation
Line # Q Dn Up
(cfs) (ft) (ft)
15 6.40 269.40 270.40
Project File:
Page 1 of 1
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
1.70
0.90
0.90
271.10
271.30 j
271.30
2.25
4.70
6.09
6.29
--TNo. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 18) - cb 129 to cb 130
Eley (ft)
292.010
279.00
276.00
27100
270.00
ct
15
Line 18 - cb 12.9 to cb 130
x.00
00— 1n1
l
273.0
REA,
267.00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I ar 57-0 1
0 1 IJ 20 30 40 50 60 70 95 90 105 110 120 1 aG 140 150
Reach (f)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
18
6.56
270.60
271.60
0.97
0.91
0.91
271.57
272.51 j
272.51
4.34
4.74
6.09
3.75
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 21) - cb 130 to cb 131
Elea (ft)
NG
274.0
-T2.0 0
7"'.R. n n
0
5 10 15 20
25 30E. 40
275.00
I ,e1:
_nn
45 �°O
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
21
0.91
272.25
272.55
0.60
0.38
0.38
272.85
272.93 j
272.93
1.57
2.87
3.85
3.55
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 16) - cb 108 to cb 110
Page 1 of 1
E (ft)
2- 0 0
Line 16 - cb 108 to cb 11
110-
279.00
2- E.0
275.00
272.00
269.00.
266.00
PEI I I I Ell
0 10 20 30 40 6.0 60
IEE I
70 90 90
I
100 110
272.0 0
269.00
2%.00.�0V.
DO
120 1 v O 140 1 EA- 1-q-0 170 ISO 1H 200 210 220
Reach (ft
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
16
5.84
267.05
270.60
1.19
0.86
0.86
268.24
271.46 j
271.46
2.99
4.55
3.55
4.11
File:
No. Lines: 37
--TProject
Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Line Profile (Line 19) - cb 110 to cb 111
EIe-V (ft)
CL ; Line 19 - cb 110 to cb 11 F
cb 111
275.00
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
273.00
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
19
4.48
270.80
271.10
0.95
271.00
0.75
271.75
271.85 j
271.85
3.06
4.17
3.91
3.61
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005
----------
0
5 10 15 20 25 30 40 45
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
19
4.48
270.80
271.10
0.95
0.75
0.75
271.75
271.85 j
271.85
3.06
4.17
3.91
3.61
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 1) - fes 100 to cb 101
Eley (ft)
2ga.00
Line 2 - cb 111 to cb 112
28.00
2T7.00
274.0
271.00
258.00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 263.00
0 10 0 30 M TO 80 DO 100 110 120 1 M 1X40 1 CEO 1 C-0 170�4RP �PkF
Reach. (ft)
Invert Elevation
Line # Q Dn Up
(cfs) (ft) (ft)
22 3.30 271.60 274.30
Project File:
Depth of Flow
1 .• 1 .• I
Hydraulic Grade Line
Hw Dn Up Jnct
(ft) (ft) (ft) (ft)
0.69 272.29 274.99 274.99
No. Lines: 37
Page 1 of 1
Velocity Cover
Dn Up Dn Up
(ft/s) (ft/s) (ft) (ft)
4.13 4.13 3.61 3.83
Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Line Profile (Line 23) - cb 112 to cb 113
Page 1 of 1
Eley (ft)
Line 23
- cb 112 to cb 113
286.00
2&6.00
11
-eb
2.93.00
1 .
2.90.0
290.00
2. DD
2TT. 0 0
F
274.00
274.00
271.00
271.00
0
10 15
20
2'-; 30
35 40 45 50 55
60 65 70
Rea ch (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
23
3.22
274.50
276.95
0.71
0.68
0.68
275.21
277.63 j
277.63
3.93
4.10
3.63
3.74
File:
No. Lines: 37
--TProject
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 24) - cb 113 to cb 114
Elea (ft)
291.00
279.00
2+7.00
27E.00
"7',� nn
r— C1W
Line 24 - cb 113 to, cb 114 cb. 114
10 15 20 z 30
21.00
x_00
2T7.
001
275.E
,Yrq nn
aE.40 45 E o.
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
24
1.43
277.25
277.55
0.62
0.48
0.48
277.87
278.03 j
278.03
2.33
3.31
3.69
3.58
Project File:
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 17) - cb 121 to cb 123
EIev (ft)
-97.00
293.00
279.00-
2 7 r -.,.
79.00'
27r,. 0 0
271. DO
7
Line 17 - cb 121 to cb 123
Ell
NNW___.
OF M
SIro WWMM 0-0
I
MME
297.00
29x.00
279.00
275.00
271.00
?,W7 an .
0 20 40 6 90 100 120 140 160 190 200 220 240 260
Regi (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
17
13.44
272.00
277.05
1.36
1.30
1.30
273.36
278.35 j
278.35
5.91
6.23
3.56
4.12
Project File:
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 20) - cb 123 to cb 124
Elea (ft)
294.00
2.00
2SO.00
278.00
276.00
7A. M
0
5 10 15 20
25 30E. 40
24.00
R -17;
'A.
45 �°O
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
20
2.79
278.05
278.35
0.82
0.67
0.67
278.87
279.02 j
279.02
3.27
4.18
3.87
3.57
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 25) - cb 123 to cb 125
EIev (ft)
29a. 0 0
29D. 0 0-
285.00
2,91.00
2r'7.0G
27'� n n
Lias 25 - cb 123 to cb 125
W-" ! I
299.00
29L,. 0 0
231.00
27,q an.
0 13 20 30 40 EEO 60 70 90 90 100 110 120 1 N 140 1 EA 160 1 TO 190 1 DO 200 210 220
Reach. (ft)
Invert Elevation
Line # Q Dn Up Dn
(cfs) (ft) (ft) (ft)
25 9.31 277.60 283.70 1.21
Project File:
Page 1 of 1
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
1.08
1.08
278.81
284.78 j
284.78
4.67
5.38
3.57
3.97
--TNo. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Line Profile (Line 28) - cb 125 to cb 126
Elea (ft)
Line 28 - cb 125 to cb 1
0
E 10 15 20 25 30E 40 45 E�
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
299.00
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
0.69
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
285.39
Dn
(ft/s)
3.91
Up
(ft/s)
4.27
Dn
(ft)
4.02
Up
(ft)
3.72
28
2.96
284.40
284.70
0.74
0.69
285.14
285.39 j
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005
0
E 10 15 20 25 30E 40 45 E�
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
0.69
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
285.39
Dn
(ft/s)
3.91
Up
(ft/s)
4.27
Dn
(ft)
4.02
Up
(ft)
3.72
28
2.96
284.40
284.70
0.74
0.69
285.14
285.39 j
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 26) - cb 130 to cb 132
Invert Elevation
Line # Q Dn Up
(cfs) (ft) (ft)
26 4.33 271.80 274.40
Project File:
Depth of Flow
Dn Up
(ft) (ft)
1.03 0.74
Page 1 of 1
mom
Hydraulic Grade Line
Velocity
Cover
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
0.74
272.83
275.14 j
275.14
2.67
4.12
3.55
4.35
--TNo. Lines: 37
Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Line Profile (Line 29) - cb 132 to cb 133
Elea (ft)
Line 29 - cb 132 to cb 13-3
279.00
- --------_ -- -- . 1
5 10 15 20 25 30 40 45 10
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
29
0.55
275.10
275.45
0.30
0.30
0.30
275.40
275.75
275.75
2.46
2.47
4.40
4.05
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 27) - cb 113 to cb 115
Elev (ft.�
R �'1
2�.
0 0-
2R1.00
286.0G
276. DO
1 17 —1- 01-11 -6— —.1 -1-1r. —6 d 11 C
20 #9 60
2.0G
21.00
x.00
2,31.00
1 nn
90 100 120 140 160 1 M 200 M 240 2 C,0
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
27
1.86
277.30
289.30
0.56
0.55
0.55
277.86
289.85 j
289.85
3.49
3.61
3.64
4.05
--TProject File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 30) - cb 115 to cb 116
r 101001 MENEM ■���
i
5 10 15 20 25 30 40 45 so
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
30
1.85
289.50
289.80
0.54
0.54
0.54
290.04
290.34
290.34
3.61
3.61
3.85
3.55
--TProject File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 31) - cb 125 to cb 127
EIev (ft)
299.00
2RE.00-
1.00
29a. 0 0-
771� nn
Line 31 - cb 125 to cb 127
299.00
295.00
2D1.00
237.00
W;A IX
Q.
0 10 20 30 40 EEO 60 70 90 90 100 110 120 1 N 140 1 EA 160 1 TO 190 1 DO 200 210 220
Reach. (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
31
4.67
284.85
290.05
0.87
0.87
0.87
285.72
290.92
290.92
5.16
5.16
3.57
4.08
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 34) - cb 127 to cb 128
0
5 10 15 a�. 40 45 L.O.
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
34
2.86
290.25
290.55
0.99
0.68
0.95
291.24
291.23 j
291.50
2.73
� r ■�'�■��iiiiiiili�i� i ■���
3.88
3.58
Project File:
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005
0
5 10 15 a�. 40 45 L.O.
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
34
2.86
290.25
290.55
0.99
0.68
0.95
291.24
291.23 j
291.50
2.73
4.19
3.88
3.58
Project File:
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 32) - cb 132 to cb 134
Eley (ft)
294.00
2139.00
2M.00
279.01)
274. 01 G
�v,r4nn
Line 32 - cb 132 to cb 134
C. 1 a4
pill
ng
M_lam MMmoo -0. MW Owl -- MC -S emmv W W-Ipi d MonsonS
299.00
294.00
279.00
I"OLIX°
0 20 40 60 80 100 129 140 160 190 200 M 240 260 2'90 NO
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
32
3.55
274.85
287.25
0.72
0.72
0.72
275.57
287.97
287.97
4.24
4.24
4.40
4.44
Project File:
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 35) - cb 134 to cb 135
Elea (ft)
294.00
292.00
.!OD
299.0'0
-x.00
?RA. flfl
0
Line 35 - cb 134 to cb 135
—W +i nC
284.00
x_00
290.00
<001
.
001
ORAnn
45 �°O
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
(cfs)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
35
0.65
287.45
287.80
0.72
0.36
0.44
288.17
288.16
288.24
0.89
2.21
4.49
4.14
File:
--TProject
No. Lines: 37
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 33) - cb 115 to cb 117
Eley (ft)
N E.00
N1.00
297.00
29x.00
289. DO
Line 33 - cb 115 to cb 117
01AW11111
1 41o.
247. GO
.GO
289. GO
29Ic:.00 285. GO
0 10 20 30 40 50 60 70 30 90 100 110 120 1 M 140 150 160
Regi (ft)
Invert Elevation
Line # Q Dn Up
(cfs) (ft) (ft)
33 0.36 289.70 298.90
Project File:
Depth of Flow
0.35 1 0.24
Hydraulic Grade Line
Hw Dn Up Jnct
(ft) (ft) (ft) (ft)
0.24 290.05 299.14 j 299.14
No. Lines: 37
Page 1 of 1
Velocity Cover
Dn Up Dn Up
(ft/s) (ft/s) (ft) (ft)
1.28 2.18 3.65 3.59
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005
MEN
W�s
%�� iowms
d
I�
���11110
01AW11111
1 41o.
247. GO
.GO
289. GO
29Ic:.00 285. GO
0 10 20 30 40 50 60 70 30 90 100 110 120 1 M 140 150 160
Regi (ft)
Invert Elevation
Line # Q Dn Up
(cfs) (ft) (ft)
33 0.36 289.70 298.90
Project File:
Depth of Flow
0.35 1 0.24
Hydraulic Grade Line
Hw Dn Up Jnct
(ft) (ft) (ft) (ft)
0.24 290.05 299.14 j 299.14
No. Lines: 37
Page 1 of 1
Velocity Cover
Dn Up Dn Up
(ft/s) (ft/s) (ft) (ft)
1.28 2.18 3.65 3.59
Run Date: 05-09-2016
Hydraflow, Storm Sewers 2005

Line Profile (Line 36) - cb 134 to cb 136
Elev (ft)
M7.00
x02.00
297.00
292.00-
297.00
92.00'
297.00
Line 36 - ch 134 to cb 1
M7.11)
iO iX
,.X
P
2 01) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 232 00
LCL illi 0 1J 60 100 129 140 160 190 200 240 260 2'90 �•�OL9��7�F
Reach (ft)
Invert Elevation
Line # Q Dn Up
(cfs) (ft) (ft)
36 2.56 287.85 298.70
Project File:
Depth of Flow
0.64 1 0.64
Hydraulic Grade Line
Hw Dn Up Jnct
(ft) (ft) (ft) (ft)
0.64 288.49 299.34 299.34
No. Lines: 37
Page 1 of 1
Velocity Cover
Dn Up Dn Up
(ft/s) (ft/s) (ft) (ft)
4.04 4.04 4.09 4.60
Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Line Profile (Line 37) - cb 136 to cb 137
Elea (ft:,
aOE%00
203.00
301.00
299.00
2RT00
/4r -.nn
sL- A n0
sL- 11 n -F
10 1 40
3115.00
303-00
3011-00
299.001
297.001
45 �°O
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
37
1.85
298.90
299.25
0.66
0.54
0.54
299.56
299.79 j
299.79
2.82
3.61
4.40
4.05
--TProject File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 1 - Combination Inlet) - cb 101
SII dimensiians in feet
Lisle 1 - Combination Inlet in .fag - Gb 101
Page 1 of 1
Line #
Catch
(cfs)
1 1.40
Q Inlet Gutter Depth Spread Byp
Carry Capt Byp Length Depr Throat Width Slope SW Sx Gutter Inlet Gutter Inlet Line
(cfs) (cfs) (cfs) (ft) (in) (in) (ft) (ft/ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (ft)
0.49 1.89 0.00 3.00 2.00 5.0 2.00 Sag 0.042 0.020 0.09 0.21 2.17 2.17 Sag
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 2 - Combination Inlet) - cb 102
All dimensions. in feet
Line 2 - Camlainution Inlet on Grade Gb 102
Page 1 of 1
Line #
Catch
(cfs)
2 0.23
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
0.23
0.00
3.00
2.00
5.0
2.00
0.013
0.042
0.020
0.10
0.14
2.70
1.33
1
Project File: I No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 3 - Combination Inlet) - cb 103
All dimensions. in feat
Line a - Combination Inlet on Grade -cla103
Page 1 of 1
Line #
Catch
(cfs)
3 0.05
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.04
0.09
0.00
3.00
2.00
5.0
2.00
0.010
0.042
0.020
0.07
0.10
1.74
0.99
2
Project File: I No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 4 - Combination Inlet) - cb 104
SII dimansilans in feet
Line 4 -Combination Inlet in Sag cla104
Page 1 of 1
Line #
Catch
(cfs)
4 1.08
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.38
1.46
0.00
3.00
2.00
5.0
2.00
Sag
0.042
0.020
0.05
0.17
1.13
1.65
Sag
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 5 - Combination Inlet) - cb 105
SII dimensions. in feet
Line 5 -Combination Inlet in Sag -cla105
Page 1 of 1
Line #
Catch
(cfs)
5 3.26
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
1.16
4.42
0.00
6.00
2.00
5.0
2.00
Sag
0.042
0.020
0.16
0.28
5.67
5.67
Sag
Project File: I No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 6 - Combination Inlet) - cb 118
SII dimansions. in faat
Line.6-Combination Inlet on Grade Gb11.9
Page 1 of 1
Line #
Catch
(cfs)
6 0.60
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
0.55
0.04
3.00
2.00
5.0
2.00
0.020
0.042
0.020
0.13
0.18
4.10
1.73
3
Project File: I No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 1 - Combination Inlet) - cb 101
SII dimansions. in feat
Line.9 - Combination Inlet on Grade - cla 11-9
Page 1 of 1
Line #
Catch
(cfs)
8 1.79
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
1.30
0.49
3.00
2.00
5.0
2.00
0.020
0.042
0.020
0.18
0.26
6.80
4.87
1
Project File: I No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 7 - Combination Inlet) - cb 106
SII dimansions. in faet
Line 7 - Combination Inlet on Grade Gb 1
Page 1 of 1
Line #
Catch
(cfs)
7 1.11
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.39
1.12
0.38
3.00
2.00
5.0
2.00
0.015
0.042
0.020
0.18
0.26
6.75
4.72
4
Project File: I No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 9 - Combination Inlet) - cb 107
SII dimensions. in feet
LilneS,- Camlainution Inlet on Grade Gb107
Page 1 of 1
Line #
Catch
(cfs)
9 2.12
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.88
1.84
1.16
3.00
2.00
5.0
2.00
0.015
0.042
0.020
0.22
0.32
8.95
7.57
5
Project File: I No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 10 - Combination Inlet) - cb 120
All dimensions. in faet
Line 10 -Combination Inlet on Grade -eb120
Page 1 of 1
Line #
Catch
(cfs)
10 0.08
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
0.08
0.00
3.00
2.00
5.0
2.00
0.020
0.042
0.020
0.06
0.08
1.43
0.81
6
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 12 - Combination Inlet) - cb 121
All dimens.ions in feet
Line 12 - Combination Inlet in Sag - cla 121
Page 1 of 1
Line #
Catch
(cfs)
12 1.94
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.63
2.57
0.00
3.00
2.00
5.0
2.00
Sag
0.042
0.020
0.13
0.25
4.17
4.17
Sag
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 1 - Combination Inlet) - cb 101
SII dimensions. in feet
Line 14 - Combination Inlet in Sag - cla 122
Page 1 of 1
Line #
Catch
(cfs)
14 1.99
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
Sag
SW
(ft/ft)
0.042
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
1.21
3.21
0.00
3.00
2.00
5.0
2.00
0.020
0.17
0.29
6.17
6.17
Sag
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 11 - Combination Inlet) - cb 108
All dimens.ions in feet
Line 11 - Combination Inlet on Grade - cb 10,3
Page 1 of 1
Line #
Catch
(cfs)
11 1.09
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.49
1.18
0.39
3.00
2.00
5.0
2.00
0.020
0.042
0.020
0.17
0.25
6.45
4.37
7
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 13 - Combination Inlet) - cb 109
All dimensions. in faet
Lime 13 -Combination Inlet on Grade -r -b109,
Page 1 of 1
Line #
Catch
(cfs)
13 2.23
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.32
1.68
0.88
3.00
2.00
5.0
2.00
0.020
0.042
0.020
0.20
0.29
7.90
6.32
9
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 15 - Combination Inlet) - cb 129
SII dimansions. in faet
Line 15 -Combination Inlet on Grade -r -b12-9,
Page 1 of 1
Line #
Catch
(cfs)
15 0.03
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
0.03
0.00
3.00
2.00
5.0
2.00
0.010
0.042
0.020
0.04
0.06
1.07
0.61
10
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 1 - Combination Inlet) - cb 101
All dimens.ions in feet
Lisle 18 - Combination Inlet in Sag - r -b 130
Page 1 of 1
Line #
Catch
(cfs)
18 1.50
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
1.50
0.00
3.00
2.00
5.0
2.00
Sag
0.042
0.020
0.06
0.18
1.37
1.74
Sag
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 21 - Combination Inlet) - cb 131
All dimensions. in feet
Line #
Catch
(cfs)
21 0.73
L
Carry Capt
(cfs) (cfs)
0.00 0.73
0.11
Lisle 21 - Combin tion Inlet in fag -cb 131
2.0
Page 1 of 1
Project File: I No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005
Inlet
Gutter
Depth
Spread
Byp
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
3.00
2.00
5.0
2.00
Sag
0.042
0.020
-0.01
0.11
-0.30
1.06
Sag
Project File: I No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 16 - Combination Inlet) - cb 110
All d imen sio n s. in feet Line 1�-Combination Inlet on Grade -cb 110
Page 1 of 1
Line #
Catch
(cfs)
16 1.58
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.22
1.31
0.49
3.00
2.00
5.0
2.00
0.020
0.042
0.020
0.18
0.26
6.85
4.87
11
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 19 - Combination Inlet) - cb 111
All dimens.ions in feet
Line 19 - Combination Inlet on Grade - r -b 111
Page 1 of 1
Line #
Catch
(cfs)
19 1.43
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
1.11
0.32
3.00
2.00
5.0
2.00
0.020
0.042
0.020
0.17
0.25
6.20
3.97
13
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 22 - Combination Inlet) - cb 112
All dimensions. in feet
Line #
Catch
(cfs)
22 0.13
L
Carry Capt
(cfs) (cfs)
0.00 0.13
Line 22 -Combination Inlet on Grade -cb 112
0.1
2.01
Page 1 of 1
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005
Inlet
Gutter
Depth
Spread
Byp
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
3.00
2.00
5.0
2.00
0.022
0.042
0.020
0.07
0.10
1.71
0.98
19
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 23 - Combination Inlet) - cb 113
All dimens.ions in feet Line 23 - Combination Inlet on Grade - eb 113
Page 1 of 1
Line #
Catch
(cfs)
23 0.44
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
0.44
0.00
3.00
2.00
5.0
2.00
0.040
0.042
0.020
0.10
0.14
2.80
1.36
22
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 24 - Combination Inlet) - cb 114
All d imen sio n s. in faet Line 24 -Combination Inlet on Grade -eb114
Page 1 of 1
Line #
Catch
(cfs)
24 1.14
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.20
1.12
0.22
3.00
2.00
5.0
2.00
0.040
0.042
0.020
0.15
0.21
5.15
2.32
16
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 17 - Combination Inlet) - cb 123
All d imen sio n s. in faet Line 17 -Combination Inlet on Grade -eb123
Page 1 of 1
Line #
Catch
(cfs)
17 1.68
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.52
1.58
0.63
3.00
2.00
5.0
2.00
0.030
0.042
0.020
0.18
0.26
6.85
4.87
12
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 20 - Combination Inlet) - cb 124
All d imen sio n s. in faet Line 20 -Combination Inlet on Grade -eb124
Page 1 of 1
Line #
Catch
(cfs)
20 2.23
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
1.08
2.09
1.21
3.00
2.00
5.0
2.00
0.030
0.042
0.020
0.21
0.30
8.10
6.52
14
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 25 - Combination Inlet) - cb 125
All dimens.ions in feet
Line 25 - Combination Inlet on Grade - cb 125
Page 1 of 1
Line #
Catch
(cfs)
25 1.63
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.34
1.45
0.52
3.00
2.00
5.0
2.00
0.030
0.042
0.020
0.17
0.26
6.50
4.42
17
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 28 - Combination Inlet) - cb 126
All dimensions. in faet
Line 213 -Combination Inlet on Grade -eb12.6
Page 1 of 1
Line #
Catch
(cfs)
28 2.36
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.71
1.99
1.08
3.00
2.00
5.0
2.00
0.030
0.042
0.020
0.20
0.29
7.85
6.22
20
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 26 - Combination Inlet) - cb 132
All dimens.ions in feet Line 2� - Combination Inlet on Grade - eb 132
Page 1 of 1
Line #
Catch
(cfs)
26 0.52
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.01
0.52
0.00
3.00
2.00
5.0
2.00
0.050
0.042
0.020
0.10
0.14
2.95
1.39
18
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 29 - Combination Inlet) - cb 133
All dimens.ions in feet Line 2-9 - Combination Inlet on Grade - eb 13a
Page 1 of 1
Line #
Catch
(cfs)
29 0.44
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.09
0.53
0.00
3.00
2.00
5.0
2.00
0.050
0.042
0.020
0.10
0.15
2.95
1.40
Offsite
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 27 - Combination Inlet) - cb 115
All dimensions. in faet
Line 27 - Combination Inlet on Grade - eb 115
Page 1 of 1
Line #
Catch
(cfs)
27 0.16
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
0.16
0.00
3.00
2.00
5.0
2.00
0.070
0.042
0.020
0.06
0.09
1.48
0.83
23
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 30 - Combination Inlet) - cb 116
All dimensions in feet
Line M- - Combination Inlet on Grade - cb 116
Page 1 of 1
Line #
Catch
(cfs)
30 1.48
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
1.27
0.20
3.00
2.00
5.0
2.00
0.070
0.042
0.020
0.14
0.20
4.70
1.93
24
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 31 - Combination Inlet) - cb 127
All dimensions. in faet Line 31 - Combination Inlet on Grade - eb 127
Page 1 of 1
Line #
Catch
(cfs)
31 1.48
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
1.14
0.34
3.00
2.00
5.0
2.00
0.024
0.042
0.020
0.16
0.24
6.00
3.72
25
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 34 - Combination Inlet) - cb 128
All dimensions. in faet Line 34 - Combination Inlet on Grade - eb 128
Page 1 of 1
Line #
Catch
(cfs)
34 2.28
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
1.57
0.71
3.00
2.00
5.0
2.00
0.024
0.042
0.020
0.19
0.28
7.25
5.47
28
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 32 - Combination Inlet) - cb 134
SII dimansilans in feet
Line 32 -Combination Inlet on Grade -eb134
Page 1 of 1
Line #
Catch
(cfs)
32 0.52
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.01
0.53
0.01
3.00
2.00
5.0
2.00
0.050
0.042
0.020
0.10
0.15
2.95
1.40
26
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 35 - Combination Inlet) - cb 135
All d imen sio n s. in faet Line 35 -Combination Inlet on Grade -eb135
Page 1 of 1
Line #
Catch
(cfs)
35 0.52
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.28
0.71
0.09
3.00
2.00
5.0
2.00
0.024
0.042
0.020
0.13
0.19
4.50
1.87
29
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 33 - Combination Inlet) - cb 117
All dimensions. in faet
Line 33 - Combination Inlet on Grade - eb 117
Page 1 of 1
Line #
Catch
(cfs)
33 0.28
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
0.28
0.00
3.00
2.00
5.0
2.00
0.070
0.042
0.020
0.08
0.11
1.83
1.05
27
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 36 - Combination Inlet) - cb 136
All dimens.ions in feet Line 36 - Combination Inlet on Grade - eb 136
Page 1 of 1
Line #
Catch
(cfs)
36 0.60
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
0.58
0.01
3.00
2.00
5.0
2.00
0.040
0.042
0.020
0.11
0.16
3.40
1.53
32
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Inlet Section (Line 37 - Combination Inlet) - cb 137
All d imen sio n s. in faet Line 3T -Combination Inlet on Grade -eb137
Page 1 of 1
Line #
Catch
(cfs)
37 1.48
Q
Inlet
Gutter
Depth
Spread
Byp
Carry
(cfs)
Capt
(cfs)
Byp
(cfs)
Length
(ft)
Depr
(in)
Throat
(in)
Width
(ft)
Slope
(ft/ft)
SW
(ft/ft)
Sx
(ft/ft)
Gutter
(ft)
Inlet
(ft)
Gutter
(ft)
Inlet
(ft)
Line
(ft)
0.00
1.20
0.28
3.00
2.00
5.0
2.00
0.040
0.042
0.020
0.15
0.22
5.35
2.72
35
Project File: No. Lines: 37 Run Date: 05-09-2016
Hydraflow Storm Sewers 2005

Section 31
FIRE -POST DIE VIDIJO FIMENII
STORMWATERJ RUNOFF
ANU RIO UT ING
DATA
CA IJCULATIO NS

Jond an Man c CSI 11 /20/201 _
Apem, North Caroilina
SIbirmwaiter Run -Off Data (On -Sika o nly]
Eatisling Conditional :
1121.10 = Tolal C rods Areia (Aa
1.00 — lmpeirvious Area (Au.)
1155 = C Ieareic - glramed (Am.;
106.55 = Wooded (Am.;
Type C
0.17 = Coml1osite Runaff Cloeff. (Cc) Imp. I
C ras;ied 0._15
Wooded 0.25
hirci-Mmelower11 NRCE Rcinoff Values
Conilributory Com pasiteRun-
Area Off Ca
121.10 (1.17
NRIC c CN llable
Wooded 77
C ultivatod 80
Im (l iOLS 98
Composite Composite NRCS h
[m pervious (°/a) CN
(1.01 78

Jordan Manlors
Ap(m, Nor1H Carolina
Stcirmvealer Run -Off Dalai
Existing Conditions Total: (Pre-D(melcipment�
4 i 111/2016
Are -Dem l Year 2 Year 51 year 1C yeat 251 year 5C year 1C0 year
Ruin -off (cfs) 38.32 47.51 118.95 188.61 307.711 391.06 485.28
Proposed Ccinditlicins ToltIaL (Bast-Dlevelaipmentl)
BMP A]
Past-Dcm
Rhin -aff cfs
1 'hear
2 Year
51 year
]IO year
25 yeat
510 yeay
1 1100 year
0.18
0.23 1.54 1(1.02 28.29 51.18
MIA
BMP h2
Past-Dev
Hun-aff cfs
1 Year
:1.87
2 Year
-.1.419
5 yeat
19.25
10 year
20.83
2_'I yeat
22.412
510 year
31.031
100 yeat
43.04
BMP 43
Post-Dev
Rhin-aff cfs
1 Year
0.19
2 hear
0.24
5 yeat
6.6E
10 year
251 year
510 ycar
100 yeai
23.05 4141.08 83.76
123.8
BMP 44
Host-Dev
Run-off (cfs)
]I Year
0.0E
2 Year
(1.(17
51 year
0.54
10 yeat
41.13
2 51 year
24111
510 ycar
:12.51
100 year
39.93
Pcst-17em 11 Year 2 Year 51 year 10 ycar 251 year 510 year 10C year
Run-ofll(cfs) 24.44 30.67 7(1.17 11051.27 174.17 2151.18 265.831
Total
Past-Dfim 1 Year 2 Year 51 year 110 year 251 year 50 year 100 year
Hun -aff(cfs) 1 27.8 341.8 98.7E 1(7.9 2514.71 423.66 `.65.92

Hydrograph Plot
Hydraflow Hydrographs by lntelisolve
Hyd. No, 1
Curve number
Pre-Dev
Hydraulic length
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 121.100 ac
Basin Slope
= 0.7%
Tc method
= KIRPICH
Total precip.
= 2.20 in
Storm duration
= 24 hrs
Pre-Dev
Hyd. No. 1 -- 2 Yr
Thursday, Nov 5 2015, 8:5 AM
Peak discharge = 47.90 cfs
Time interval
= 4 min
Curve number
= 78
Hydraulic length
= 5020 ft
Time of cont, (Tc)
= 37.26 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 253,983 tuft
40.00
30.00
20,00
10.00
a.Oa
0
3 5 $ 11
Hyd No. 1
Q (Cfs)
50M
40.00
30.00
20.00
10.00
o.oa
13 16 19 21 24 27
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Nov 5 2015. &5 AM
Hyd. No. I
Pre-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 118.95 cfs
Storm frequency
= 5 yrs
Time interval
= 4 min
Drainage area
= 121.100 ac
Curve number
= 78
Basin Slope
= 0.7%
Hydraulic length
= 5020 ft
Tc method
= KIRPICH
Time of cone. (TO
= 37.26 min
Total precip.
= 3.30 in
Distribution
= Type IG
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
120.00
100.00
80.00
s0M
40.00
20.00
0.00
0 3 5 8
Hyd No. 1
Hydrograph Volume = 592,183 Cuft
Pre-Dev
Hyd. No. 1 -- 5 Yr
Q (Cfs)
120.00
100.00
40.00
20.00
a.aa
11 13 15 19 21 24 27
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre-Dev
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 121.100 ac
Basin Slope
= 0.7%
Tc method
= KIRPICH
Total precip.
= 4,25 in
Storm duration
= 24 hrs
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.40
30.00
0.00
0 3 5 8
Hyd No. 1
Pre-Dev
Hyd. No. 1 -- 10 Yr
Thursday, Nov 5 2015, 8:5 RM
Peak discharge = 188.61 cfs
Time interval
= 4 min
Cure number
= 78
Hydraulic length
= 5020 ft
Time of cone. (Tc)
= 37.26 min
Distribution
= Type Il
Shape factor
= 484
Hydrograph Volume = 917,901 cult
1 s0. ©a
150.00
120.00
30.00
0.00
11 13 16 19 21 24 27
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by fnWisoive
Hyd. No. 1
Pre-Dev
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Drainage area
= 121.100 ac
Basin Slope
= 0.7%
Tc method
= KIRPICH
Total precip.
= 5.77 in
Storm duration
= 24 hrs
Q (of s)
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
0
Thursday, Nov 5 2015, 8:5 AIM
Peak discharge = 307.71 cfs
Time interval
= 4 min
Curve number
= 78
Hydraulic length
= 5020 ft
Time of cone. (Tc)
= 37.216 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 1,484,297 cuff
Pre-Dev
Hyd. No. 1 -- 25 Yr
3 5 8 11 13 16 19 21 24
Hyd No. 1
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
27
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No, I
Pre-Dev
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Drainage area
= 121.100 ac
Basin Slope
= 0.7%
Tc method
= KIRPICH
Total precip.
= 6.80 in
Storm duration
= 24 hrs
Q (Cfs)
420.00
360.00
300.00
240.00
180.00
12.0.00
60.00
0.00
0 3 5 8 11
Hyd No. 1
Thursday, Nov 5 2015, 8:5 AM
Peak discharge = 391.06 cfs
Time interval
= 4 min
Curve number
= 78
Hydraulic length
= 5020 ft
Time of cone. (Tc)
= 37.26 min
Distribution
= Type Il
Shape factor
= 484
Hydrograph Volume = 1,887,523 tuft
(ire-Dev
Hyd. Na. 1 -- 50 Yr
Q {cfs}
420.00
360.00
300.00
240.00
180.00
120.00
0.00
13 16 19 21 24 27
Time {hrs}

Hydrograph Plot
Hydraflow Hydrographs by Inteiisoive Thursday, Nov 5 2015, 8;5 AM
Hyd. No. 1
Pre-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 485.28 cfs
Storm frequency
= 100 yrs
Time interval
= 4 min
Drainage area
= 121.100 ac
Curve number
= 78
Basin Slope
= 0.7 %
Hydraulic length
= 5020 ft
Tc method
= KI'RPICH
Time of conc. (Tc)
= 37.26 min
Total precip.
= 7.95 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
490.{]0
420.00
350.00
280.00
210.00
140.00
70.00
0.00
0 3 5 8
Hyd No. 1
Hydrograph Volume = 2,349,548 cult
Pre-Dev
Hyd. No. 1 -- 100 Yr
Q (cfs)
490.00
420.00
350,00
280.00
210.40
140.00
70.00
0.00
11 13 16 19 21 24 27
Time (hrs)

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve
Wednesday, May 11 2016,2:5 PM
Hyd. No. 4
Pond 1 Routing
Hydrograph type
= Reservoir
Peale discharge = 0.23 cfs
Storm frequency
= 2 yrs
Time interval = 4 min
Inflow hyd. No.
= 2
Max. Elevation = 258.07 ft
Reservoir name
= Pond 1
Max. Storage = 159,417 cuft
Storage Indication method used. Vliet pond routing start elevation = 256.00 ft.
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 19
Hyd No. 4
Pond 1 Routing
Hyd. No. 4 -- 2 Yr
Hydrograph Volume = 75.234 cult
39 58 77 97 115 135 155 174
Hyd No. 2 fM I 1 1 Req. Stor = 159,417 cult
Q (cfs)
35,00
30.00
25.00
20.00
15.00
10.00
5.00
coo
193
Time (hrs)

Hydrograph Plot
Hydraflow Hyd rographs by Intelisolve
Wednesday, May 112016, 2:6 PM
Hyd. No. 4
Pond 1 Routing
Hydrograph type =
Reservoir
Peak discharge = 1.54 cfs
Storm frequency =
5 yrs
Time interval = 4 min
Inflow hyd. No. =
2
Max. Elevation = 259.06 ft
Reservoir name =
Pond 1
Max. Storage = 195,854 cult
Storage Indication method used.
Wet pond routing start elevation = 256.00 ft.
Hydrograph Volume = 136,072 tuft
Pond 1 Routing
Hyd. No. 4 -- 5 Yr
50.00
40.00
30.00
20.00
10.00
0.00
0 19
Hyd No. 4
39 58 77 97 116 135 165 174
Hyd No. 2 11 1 1 1 1 1 Req. Star = 196,854 cuft
Q (cfs)
60.00
50.00
40.00
30.00
10.00
0.00
193
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, May 11 2016, 2:6 PM
Hyd. No. 4
Pond 1 Routing
Hydrograph type = Reservoir Peak discharge = 11.02 cfs
Storm frequency = 10 yrs Time interval = 4 min
Inflow hyd. No. = 2 Max. Elevation = 259.28 ft
Reservoir name = Pond 1 Max. Storage = 205„583 cult
Storage Indication method used. Wet pond routing start elevation = 256.00 tt.
Q (cfs)
80.00
70.00
60.00
501.00
40.00
30.00
20.00
10.00
0.00
0 15
Hyd No. 4
Hydrograph Volume = 193,364 tuft
Pond 1 Routing
Hyd. No. 4 10 Yr Q (cfs)
80.00
70.00
60,00
50.00
40.00
30.00
20.00
10.00
0.0{7
77 92 107 123 138 153
Time (hrs)
1 1 1 1 1 1 Req. Stor = 205,683 cuft
31 46 61
Hyd No. 2

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, May 11 2018, 2:6 PM
Hyd. No. 4
Pond 1 'Routing
Hydrograph type = Reservoir Peak discharge = 2 8.2 9 cfs
Storm frequency = 25 yrs Time interval = 4 min
Inflow hyd, No. = 2 Max. Elevation = 260.26 ft
Reservoir name = Pond 1 Max. Storage = 246,660 cult
Storage Indication method used. Wet pond routing start elevation = 256.00 ft.
Pond 1 Routing
Hyd. No. 4 -- 25 Yr
Hydrograph Volume = 287,483 cult
100,00
:m
40.00
20.00
0.00
0 3
Hyd No. 4
5 8 11 13 16 19 21
Hyd No. 2 1-1.1 1 1 1 Req. Stor = 246,660 cuff
Q (cfs)
120.00
100.00
40.00
20.00
000
24 27
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by intelisolve Wednesday, May 11 2016,2:7 PM
Hyd. No. 4
Pond 1 Routing
Hydrograph type = Reservoir Peak discharge = 87,18 cfs
Storm frequency = 50 yrs Time interval = 4 min
Inflow hyd, No. = 2 Max. Elevation = 260.77 ft
Reservoir name = Pond 1 Max. Storage = 268,903 cuff
Storage Indication method used. Wet pond routing start elevation = 256.00 ft. Hydrograph Volume = 352,206 cult
Q (cfs)
140,00
120.00
100.00
.1 i1
40.00
20.00
0.00
0 3
Hyd No. 4
Pond 1 Routing
Hyd. No. 4 -- 50 Yr
5 8 11 13 16 19 21
Hyd No. 2 SCI Req. Stor = 268,903 cuft
Q (Cf S)
140.00
120.00
100.00
40.00
20.00
o. Qo
24 27
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Inteiisolve
Wednesday, May 11 2016.2:7 PM
Hyd. No. 4
Pond 1 Routing
Hydrograph type
= Reservoir
Peak discharge = 89.32 cfs
Storm frequency
= 100 yrs
Time interval = 4 min
Inflow hyd, No.
= 2
Max. Elevation = 261.18 ft
Reservoir name
= Pond 1
Max. Storage = 287,252 tuft
Storage Indication method used. Wet pond routing start elevation = 256.00 ft.
Q (cfs)
180.00 -
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 3
Hyd No. 4
Pond 1 Routing
Hyd, No. 4 -- 100 Yr
Hydrograph Volume = 424,999 cult
5 8 11 13 16 19 21 24
Hyd No. 2 U=J i Req. Stor = 287,252 cuft
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
27
Time (hrs)

Hydrograph Plat
Hydraflow Hydrographs by Intelisolve
Monday, Nov 9 2015, 130 PM
Hyd. No. 5
Pond 2 Routing
Hydrograph type
= Reservoir
Peak discharge
= 3.59 cfs
Storm frequency
= 2 yrs
Time interval
= 2 min
Inflow hyd. No.
= 3
Max. Elevation
= 264.55 ft
Reservoir name
= Pond 2
Max. Storage
= 39,625 cuft
Storage Indication method used. Wet pond routing start elevation = 263.50 ft.
Q (cfs)
14.00
12.00
10.00
MI
AM
4.00
2.00
Pond 2 Routing
Hyd. No. 5 -- 2 Yr
Hydrograph Volume = 26,179 cuff
Q (cfs)
14.00
12.00
10.00
:IM
we]
4.00
2.00
0.00 -1 1r r 0.00
0 6 12 18 24 30 36 42 48 54 60
Hyd No. 5 Hyd No. 3 ir1= Req. Stor = 39,025 cuff Time (hrs)

Hydrograph Plat
Hydraflow Hydrographs by Intelisolve
Monday, Nov 9 2015, 3:30 PM
Hyd. Na 5
Pond 2 Routing
Hydrograph type =
Reservoir
Peak discharge = 19,25 cfs
Storm frequency =
5 yrs
Time interval = 2 min
Inflow hyd. No. =
3
Max. Elevation = 254.93 ft
Reservoir name =
Pond 2
Max. Storage = 43,649 tuft
Storage Indication method used.
Wet pond routing start elevation = 263.50 ft.
Hydrograph volume = 50,430 cult
Pond 2 Routing
Hyd. No. 5 w- 5 Yr
24.00
20.00
16.00
12.00
8.00
4.00
0.0a
0 2 5 7 9
Hyd No. 5 Hyd No. 3
Q (cfs)
28.00
24.00
20.00
16.00
12.00
MN
4.00
0.00
12 14 16 19 21 23 26
Time (hrs}
Req. Star = 43,649 cult

Hydrograph plat
Hydraflow Hydrographs by Intelisolve
Hyd, No. 5
Pond 2 Routing
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 3
Reservoir name = Pend 2
Storage Indication method used. Wet pond routing start elevation = 263.50 ft.
0 (Gfs)
40.00
30.00
20M
10.00
Pond 2 Routing
Hyd. No. 5 -- 10 Yr
,Monday, Nov 9 2015, 3:30 PM
Peak discharge
= 20.83 cfs
Time interval
= 2 min
Max. Elevation
= 265.30 ft
Max. Storage
= 48,718 cuft
Hydrograph Volume = 72,728 cuff
2 5 7 9 12 14 16 19 21
Hyd No. 5 Hyd No. 3 LJI; J-1 Req. Stor = 48,718 tuft
23
0 (cfs)
40.00
30.00
20.00
10.00
0.00
26
Time (hrs)

Hydrograph Plot
Hydraflaw Hydrographs by lntelisolve
Monday, Nov 9 2015, 3:31 PM
Hyd. No. 5
Pond 2 Routing
Hydrograph type
= Reservoir
Peak discharge
= 22.52 cfs
Storm frequency
= 25 yrs
Time interval
= 2 min
Inflow hyd. No.
= 3
Max. Elevation
= 266.04 ft
Reservoir name
= Pond 2
Max. Storage
= 59,158 tuft
Storage Indication method used. Wet pond routing start elevation = 263.50 h.
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 5
Hyd No. 5
Pond 2 Routing
Hyd. No. 5 -- 25 Yr
Hydrograph Volume = 109,674 cuff
7 9 12 14 16 19 21
Hyd No. 3 OU -011 I Req. Stor = 59,158 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
23 26
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Cntelisolve
Monday, Nov 9 2015. 3:31 PM
Hyd. No. 5
Pond 2 Routing
Hydrograph type =
Reservoir
Peak discharge = 31.03 cfs
Storm frequency =
50 yrs
Time interval = 2 min
Inflow hyd. No. =
3
Max. Elevation = 266.46 ft
Reservoir name =
Pond 2
Max. Storage = 65,549 tuft
Storage Indication method used.
Wet pond routing start elevation = 263.64 ft.
Hydrograph Volume = 135,211 tuft
Pond 2 Routing
Hyd. No. 5 -- 50 Yr
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 5 7 9 12
Hyd No. 5 Hyd No. 3
0 (cfs)
70.00
.M MM
40.00
30.00
20.00
10.00
0.00
14 16 19 21 23 26
Time (hrs)
[L[1 Req. Stor = 65,549 cuff

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Nov 9 2015, 3:31 PM
Hyd. No. 5
Pond 2 Routing
Hydrograph type =
Reservoir
Peak discharge
= 43.04 cfs
Storm frequency =
100 yrs
Time interval
= 2 min
Inflow hyd. No. =
3
Max. Elevation
= 266.83 ft
Reservoir name =
Pond 2
Max. Storage
= 71,177 cult
Storage Indication method used.
Wet pond routing start elevation = 263.50 ft.
Hydrograph Volume = 164,006 cult
Pond 2 Routing
Hyd. No. 5 -- 100 Yr
70,00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
2 5 7 9
Hyd No. 5 Hyd No. 3
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
12 14 16 19 21 23 26
Time (hrs)
U-111_I_U_i Req. Stor = 71,177 cult

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Pond 3 Routing
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 6
Reservoir name = Pond 3
Storage Indication method used. wet pond routing start elevation = 254.00 ft.
Pond 3 Routing
Hyd. No. 8 -- 2 Yr
Monday, Nov 9 2015, 3:31 PM
Peals discharge
= 0.24 cfs
Time interval
= 4 min
Max. Elevation
= 256.30 ft
Max. Storage
= 242,621 cult
Hydrograph Volume = 100,946 tuft
•1 !R
30.00
20.00
10.00
19 39 58 77 97 116 135 155 174
Hyd No. 8 Hyd No. 6 IFFEELI_i l Rea. Stor = 242,621 tuft
40.00
30.00
20.00
10.00
0.00
193
Time (hrs)

Hydrograph Plot
Hyd rafIow Hydrograp hs 6y Intelisolve
Monday, Nov 9 2015, 3:31 PM
Hyd. No. S
Pond 3 Routing
Hydrograph type
= Reservoir
Peak discharge
= 6.66 cfs
Storm frequency
= 5 yrs
Time interval
= 4 min
Inflow hyd. No.
= 6
Max. Elevation
= 256.71 ft
Reservoir name
= Pond 3
Max. Storage
= 262,031 cult
Storage Indication method used. Wet pond routing start elevation = 254.00 ft.
Pond 3 Routing
Hyd. No. 8 -- 5 Yr
Hydrograph Volume = 187,601 cult
70.00
60.00
50.00
40.00
30.00
20.00
10.00
a, on
0
19 39 58 77
Hyd No. 8 Hyd No. 6
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
97 116 135 155 374 193
Cf1-f 1] Req. Stor = 262,031 cuff Time (hrs)

Hydrograph Piot
Hydrafiow Hydrographs by lntelisolve
Monday, Nov 9 2015, 3:31 PM
Hyd. No. 8
Pond 3 Routing
Hydrograph type =
Reservoir
Peak discharge = 23.05 cfs
Storm frequency =
10 yrs
Time interval = 4 min
Inflow hyd. No. =
6
Max. Elevation = 257.29 ft
Reservoir name =
Pond 3
Max. Storage = 290,765 cuft
Storage lndicatlon method used.
Wet pond routing start elevation = 254.00 R.
Hydrograph Volume = 268,192 cult
Q (cfs)
120.00
100.00
:M
EM
20.00
©.00
0
Pond 3 Routing
Hyd. No. 8 -- 10 Yr
5 9 14 19 23 28 33 37 42 47
Hyd No. 8 Hyd No. 6 11 FJMJ Req. Stor = 290,765 tuft
Q (cfs)
120.00
100.00
40.00
20,00
0.00
51
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Nov 9 2015, 3:31 PM
Hyd. No. 8
Pond 3 Routing
Hydrograph type
= Reservoir
Peak discharge
= 45.08 cfs
Storm frequency
= 25 yrs
Time interval
= 4 min
Inflow hyd. No.
= 5
Max. Elevation
= 258.53 ft
Reservoir name
= Pond 3
Max. Storage
= 355,211 cuff
Storage Indication method used. Wet pond routing start elevation = 254.00 ft.
Q (cfs)
160.00
140.00
120,00
100.00
80.00
60.00
40.00
20.00
0.00
0
Pond 3 Routing
Hyd, No. 8 -- 25 Yr
Hydrograph Volume = 400,594 cult
3 5 8 11 13 16 19 21 24
— Hyd No. 8 Hyd No. 6 [TTTT.7 111 Req. Stor = 355,211 cuft
Q (cfs)
160.04
140.00
120.00
100.00
80.00
60.04
40.00
20.00
0.00
27
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisoive
Monday, Nov 9 2015, 3:31 PM
Hyd. No. 8
Pond 3 Routing
Hydrograph type =
Reservoir
Peak discharge
= 83.76 cfs
Storm frequency =
50 yrs
Time interval
= 4 min
Inflow hyd, No. =
6
Max. Elevation
= 259,08 ft
Reservoir name =
Pond 3
Max. Storage
= 384,909 cuft
Storage Indication method used.
Wet pond routing start elevation = 254.00 ft.
Hydrograph Volume = 491,647 tuft
Q (cfs)
2.10.00
180.00
150.00
120.00
•r it
30.00
0.00
0 3
Hyd No. 8
Pond 3 Routing
Hyd. No. 8 -- 50 Yr
5 8 11 13 16 19 21 24
Hyd No. 6 111111) I 1 Req. Stor = 384,909 cult
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00
27
Time (hrs)

Hyd rag raph Plot
Hydraflow Hydrographs by Inteliso'lve
Monday, Nov 9 2015, 3:31 PM
Hyd. No. S
Pond 3 Routing
Hydrograph type
= Reservoir
Peak discharge
= 123.80 cfs
Storm frequency
= 100 yrs
Time interval
= 4 min
Inflow hyd. No.
= 6
Max. Elevation
= 259.52 ft
Reservoir name
= Pond 3
Max. Storage
= 410,461 tuft
Storage Indication method used. wet pond routing start elevation = 254.00 ft.
Q (cfs)
240. UU
210.00
180.00
150.00
120.00
90.00
60.00
30.00
o.00
0
Pond 3 Routing
Hyd. No. 8 -- 100 Yr
Hydrograph Volume = 594,053 cuft
3 5 8 11 13 16 19 21 24
Hyd No. 8 Hyd No. 6 U-LLIJTI I Req. Stor = 410,461 cuft
Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
27
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intefsolve
Monday, Nov 9 2095, 3:29 PM
Hyd. No. 10
Pond 4 Routing
Hydrograph type =
Reservoir
Peak discharge = 0.07 cfs
Storm frequency =
2 yrs
Time interval = 4 min
Inflow hyd. No. =
7
Max. Elevation = 261.12 ft
Reservoir name =
Pond 4
Max. Storage = 56,342 cult
Storage Indication method used.
Wet pond routing start elevation = 259.50 ft.
Hydrograph Volume = 24,030 cuft
Q (cfs)
12.00
10.00
MR
. it
4.00
2.00
Pond 4 Routing
Hyd. No. 10 -- 2 Yr
19 39 58 77 97 116 135 155 174
Hyd No. 10 Hyd No. 7 CITFM f l Req. Stor = 56,342 cu ft
10.00
ri E
M
4M
2.00
a.00
193
Time (hrs)

Hydrograph Plot
Hydra►low Hydrographs by Intelisolve
Monday, N'ov 9 2015, 3:29 PM
Hyd. No. 10
135 155
Hyd No. 10
Pond 4 Routing
11 1 1.1 1 1 IL; Req.
Stor = 66,915 tuft
Hydrograph type =
Reservoir
Peak discharge = 0.54 cfs
Storm frequency =
5 yrs
Time interval = 4 min
Inflow hyd. No. =
7
Max. Elevation = 261.80 ft
Reservoir name =
Pond 4
Max. Storage = 66,915 cuft
Storage 'Indication method used.
Wet pond routing start elevation = 259.50 ft,
Hydrograph Volume = 43,622 cult
Pend 4 Routing
Hyd. No. 10 -- 5 Yr
15.00
12.00
• it
WC
3.00
19 39
58 77
97 116
135 155
Hyd No. 10
Hyd No. 7
11 1 1.1 1 1 IL; Req.
Stor = 66,915 tuft
174
Q (cfs)
18.00
15.00
- 12.00
3.00
0.00
193
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Nov 9 2015, 3:29 PM
Hyd. No. 10
Pond 4 Routing
Hydrograph type
= Reservoir
Peak discharge
= 4.73 cfs
Storm frequency
= 10 yrs
Time interval
= 4 min
Inflow hyd. No.
= 7
Max. Elevation
= 261.99 ft
Reservoir name
= Pond 4
Max. Storage
= 69,792 tuft
Storage Indication method used. 'Wet pond routing start elevation = 259.50 ft.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
ra r
4.00
0.00
0
Pond 4 Routing
Hyd. No. 10 -- 10 Yr
Hydrograph Volume = 61,813 cuft
Q (cfs)
28.00
24.00
20.00
12.00
M
4.00
0.00
11 23 34 45 57 68 79 91 102 113 125
Hyd No. 10 Hyd No. 7 M.JJJ i Req. Stor = 69,792 cuff Time (hrs)

Hydrograph Plot
Hydraflow Hyd rographs by Intel isolve
Hyd. No. 10
Pond 4 Routing
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 7
Reservoir name = Pond 4
Storage Indication method used. Wet pond routing start elevation = 259.50 ft.
Q (cfs)
40.00
30.00
20.00
10.00
Pond 4 Routing
Hyd, No. 10 -- 25 Yr
Monday, Nov 9 2015, 3:29 PM
Peak discharge = 24.65 cfs
Time interval = 4 min
Max. Elevation = 262.36 ft
Max. Storage = 76,013 tuft
Hydrograph Volume = 91,700 cuft
3 5 8 11 13 1E 19 21 24
Hyd No. 10 Hyd No. 7 B=111 Req. Scor= 78,013 cuff
Q (cfs)
40.00
30.00
20.00
0.00
27
Time (hrs)

Hydrograph Plot
Hyd raflow Hyd rograp hs by Intel iso lve
Monday, Nov 9 2015, 129 PM
Hyd. No. 10
Pond 4 Routing
Hydrograph type =
Reservoir
Peak discharge = 3151 cfs
Storm frequency =
50 yrs
Time interval = 4 min
Inflow hyd. No. =
7
Max. Elevation = 262.58 ft
Reservoir name =
Pond 4
Max. Storage = 79,532 cult
Storage Indication method used.
Wet pond routing start elevation = 259.50 ft.
Hydrograph Volume = 112,252 cult
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Pond 4 Routing
Hyd, No. 10 -- 50 Yr
3 5 8 11 13 16 19 21 24
Hyd NQ. 10 Hyd No. 7 Illllllll Req. Star = 79,532 cult
Q (cfs)
50.00
40.00
20.00
BE
0.00
27
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Nov 9 2015, 3:29 I'M
Hyd, No, 10
Pond 4 Routing
Hydrograph type =
Reservoir
Peak discharge = 39.93 cfs
Storm frequency =
100 yrs
Time interval = 4 min
Inflow hyd, No. =
7
Max. Elevation = 2612,79 ft
Reservoir name =
Pond 4
Max. Storage = 83,100 tuft
Storage Indication method used.
Wet pond routing start elevation = 259.50 ft.
Hydrograph Volume = 135,367 tuft
Pond 4 Routing
Hyd, No. 10 -- 100 Yr
50.00
40.00
30.00
20.00
10.00
0.00
0 3
Hyd No. 10
5 8 11 13 16 19 21
Hyd No. 7 11 1 1 1 1 1 11 Req. Stor = 83,100 cuff
24
Q (cfs)
60.00
50.00
40.00
30.00
20.00
O.00
27
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Friday, Nov 6 2015, 2:56 PM
Hyd. No. 9
Remaining Site Area
Hydrograph type =
SCS Runoff
Peak discharge
= 30.617 cfs
Storm frequency =
2 yrs
Time interval
= 4 min
Drainage area =
64.760 ac
Curve number
= 80
Basin Sfope =
0.7%
Hydraulic length
= 5020 ft
Tc method =
KIRPICH
Time of cone. (Tc)
= 37.2E min
Total precip. =
2.20 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 3 5 8
Hyd No. 9
Hydrograph Volume = 161,756 cult
Remaining Site Area
Hyd. No, 9 -- 2 Yr
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
11 13 16 19 21 24 27
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Remaining Site Area
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Drainage area
= 64.760 ac
Basin Slope
= 0.7%
Tc method
= KIRPICH
Total precip.
= 3.30 in
Storm duration
= 24 hrs
Q (cfs)
sa.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
Friday, Nov 6 2015, 2:56 FM
Peak discharge = 70.77 cfs
Time interval
= 4 min
Curve number
= 80
Hydraulic length
= 5020 ft
Time of cane. (Tc)
= 37.26 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 347,739 cuff
Remaining Site Area
Hyd. No. 9 -- 5 Yr
3 5 8 11 13 16 19 21
-- Hyd No. 9
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
24 27
Time (hrs)
56 F
S
27 c
Ql
12�
I&
IMM
40
20
O.0
(hr

Hydrograph Plot
Hydraflow Hydrographs by IMelisolve
Hyd. No. 9
Curve number
Remaining Site Area
Hydraulic length
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Drainage area =
64.760 ac
Basin Slope =
0.7%
Tc method =
KIRPICH
Total precip. =
7.95 in
Storm duration =
24 hrs
Q (cfs)
280.00
240.00
200.00
160.00
120.00
80.00
40.00
n.Oa
0 3 5 8
Hyd No. 9
Friday, Nov 6 2015, 2:57 PM
Peak discharge = 269.83 cfs
Time interval
= 4 min
Curve number
= 80
Hydraulic length
= 5020 ft
Time of cone. (Tc)
= 37.26 min
Distribution
= Type lI
Shape factor
= 484
Hydrograph Volume = 1,311,302 tuft
Remaining Site Area
Hyd, No. 9 -- 100 Yr
Q (cfs)
280.00
240.00
200.00
160.00
124.00
40.00
0.00
11 13 16 19 21 24 27
Time (hrs)

Jo rdain Manors
IINew Hill Olive Chapell Road, Apex, NC)
Downstream Stlarmwratler Impacts
In accordance with 1lhe repluire ri cif Seatien 6.1 of the Mown cif Apex's ICIO rEiaeiving mileraoL rse!
dowr <itiieam cif Jcirdan Mancirs were evaluateid to deiile,rmine 1 hEi location cf pc inis at which the
cciriilributony atie a within Jcirdar Marcuis is leis than 10% cif lihe tcillal ccirtributleiry area. This
point is designated as (tlhE "10%i ploiniP";. Fein Jorcar Manors, this pciint is onsite,, and isi
deipictEc on the acccirrpanyiing Exhibill eirtitled"101A gcint Exhibit".
THe Ili poiril is IocallEe along Liiltle BEaver CreEk aplproximatEly 31000f'EE1t (as nrEasured alcngl
11HE sitream) west of New Hill CHVE CHapel Rciad. The ccintlriftliciry area atilhei analysis pcirtl is
1,544 acres. ThE tollal area of Jorcar Mancirs is apprcximallely 121 acres,, cir aboull E.21%o1 llhE
tleital corilributory area all the analysis poiril. An exHibitl is attached depicilingl ilHese areas.
VE rEceivinglwatericciursEieciwnstlrearr ofJcrdar Mancirs isicharaclleriaed by well-defined
cHarnels,, establishes fllooc plains,, and relatively 11at longitudinal channel sleipE_i cif
less tH an % 'Y.
The ar alysis point which was eivaluatE c is at thei farilHE sil downstream extents ciflJordar
Mancirs. llhisi poinil is onsite cue tici the flact thattifiel properilies comprising Jordan Manors are
wholly ceintribuilory ilci the analysis p oinll, and the ticital area cif icirc an Mancirs is less ilhar 1CI%
of the tectal contributory basin arEia.
THe Silormwatler Man ageirrE r tl Fllan for Jar d an N ar ors corn rr its lie emp Iciy ing BE sitl Van agErT E nll
PraCCCe9 to ensurE thall at no poi nil cif) c ischargE along) tlHE pro,jecll perimetE r, shall the AEak ratE
of stormwateir runciflfelxcEEIc the peak ralle eifstarmwallEir runofflassociated wit[ pre -developed
conditions. nuc[ measurEis adereiss storm events fcirtfle 1-yEiar, 24-hour; 10-yEiar, 24-hour; &
2151 -year, 24 -Hour storms.
As such, nci sEglrrents of sitrearr channel cowrsllreiam of Jordan Mancrs will be subjected Ile
increased ratles of stormwatler flow as a result of the develeiprrEnt cii.lordan Manors,, and nci
neglatlive impacts related to flooding or channel sllabilitly are 2nlliaipatlec. `\,`i111'r11/,j,,�

—M
r
X e --
w
c
D
za)
_ Cl)
hCG o

Note: Jordan Manors is located within Creedmore & White Store Soils, designated as
Hydrologic Soils Group D Existing Conditions Total: (Pre -Development)
A
Storm a ter rumo-OffData (Cln-Site Oniv)
---------- f
F xis t � Conditions
1.10 T
BOUNDARY ;''PROJECT 13OUND
- ------ I.UQ n kmpei =t Am L -le j
- C�1_-d ---a CA�j
------ - -- - --
11
I06M W..&A 0.1
------ --------
T�_P' C
U C.M.'teR. L
'7
Pm -D eyelanment N RCS RmGff Va
Cm b'd_y C..W_iwR_0ff CnompaSGte C. pan.
NRCS CN IjUa
'WeDded -,7
90
99
----------
------ -------
----------
V
:7-: J-1,
----------
- - - --------
7 ------ F"
0
An
'z
A
----------------
V
%
------ — — — — —
j
�7
- ---------- -
ANALYSIS POINT 13 UN
- ---------- - DARY
PR T 0
sN "R 0JF_U
- ----- - -----
I'M
Z, - -----
Pre-Development
25 Year - 24 Hour
Stormwater Run -Off Exhibit
for
Jordan Manor
Apex North Carolina
01 400' Boo, 1200'
I INCH = 400 FT
Pre-DevI
Year
2 Year
5 Wear
10 year
25 year 50 year 100 year
Run-off (CfS)
38.32
47.9
118.95
188.61
307.71 391.06 485.28
A
Storm a ter rumo-OffData (Cln-Site Oniv)
---------- f
F xis t � Conditions
1.10 T
BOUNDARY ;''PROJECT 13OUND
- ------ I.UQ n kmpei =t Am L -le j
- C�1_-d ---a CA�j
------ - -- - --
11
I06M W..&A 0.1
------ --------
T�_P' C
U C.M.'teR. L
'7
Pm -D eyelanment N RCS RmGff Va
Cm b'd_y C..W_iwR_0ff CnompaSGte C. pan.
NRCS CN IjUa
'WeDded -,7
90
99
----------
------ -------
----------
V
:7-: J-1,
----------
- - - --------
7 ------ F"
0
An
'z
A
----------------
V
%
------ — — — — —
j
�7
- ---------- -
ANALYSIS POINT 13 UN
- ---------- - DARY
PR T 0
sN "R 0JF_U
- ----- - -----
I'M
Z, - -----
Pre-Development
25 Year - 24 Hour
Stormwater Run -Off Exhibit
for
Jordan Manor
Apex North Carolina
01 400' Boo, 1200'
I INCH = 400 FT

Note: Jordan Manors is located v6thin Creedmore & White Store Soils, designated as
InIP Contributor- Area
Brealcdonn
2 Year
5 near
10 sear
25 near
50 sear
100 near
27.8
34.8
Oji-
167.9
294.71
423.66
565.92
37
BMP 3
037
48.97
Hydrologic Soils Group D I
BMP 4
057
48.76
89
Remaining Asea
0.27
1216
SO
area
Run-OffCoeffrimt
%Impemous
NRCSCane#CN
RV
0.73
9rea R`ithin RP1V
Urea Within
Area'45`itmn Rec.
Area'4'1`itmn OlS
9reaWithm (YS 9rea (7H -site
I©tal @utriI)utorr-
OiSCleared
0.25
5.00
SO
Lots (,kc)
site (.kc)
Cleared(.1c)
Uncleared (.3c)
{.3c}
area(.4c)
so
89
i
BN.IP 1
4.73
11.75
0.00
2.16
0.00
038
19.02
r
>
Bh>g 2
1.43
1.80
2.05
1.40
0.02
0.90
759
-
BNIP 3
BNIP 4
6.41
1.71
1536
3.08
0.00
0.00
3.33
1.13
0.00
0.00
1.65
0.13
26.76
6,04
?
] i h
Rerrtamng Site Area
2,65
9.56
0.13
13.84
38.57
0.00
64.76
r,
`"-+---=r-=ter
.,,� }', "`•
Total On -Site Areas
16.93
4155
3.17
21.86
38.59
----__--- -<=�=r-s•-,
I
� 1 Ft lii
Total Site Area
121.10
Proposed Conditions Total: (Post -Development)
Total
Post -Des°
Run-off(cfs)
1 Year
2 Year
5 near
10 sear
25 near
50 sear
100 near
27.8
34.8
1 98.76
167.9
294.71
423.66
565.92
---------------
S_11PRun-0ff Coefficient (Cc) Calculation
Contrtlulrr- Area
Composite Run-off
Composite
Composite MRCS#
Cc
Imperciuus(45)
CN
BNIP 1
060
51.95
59
BNIP 2
051
40.65
37
BMP 3
037
48.97
89
BMP 4
057
48.76
89
Remaining Asea
0.27
1216
SO
area
Run-OffCoeffrimt
%Impemous
NRCSCane#CN
RV
0.73
70.00
93
Lots
0.62
55.00
90
OiSCleared
0.25
5.00
SO
O'S Uncleared & off-site
0.15
0.00
77
Recreation Site
0.59
50.00
89
NRCS CN Table
Wooded 77
Culmated 80
.. "1L'u5 98
Post -Development
25 Year - 24 Hour
Stormwater Run -Off Exhibit
for
Jordan Manor
Apex North Carolina
0' 400' 800' 1200'
1 INCH = 400 FT