SW4240202_Design Calculations_20240617

TWIN OAKS LANDSCAPING
FoscoE, NC
HYDROLOGIC AND HYDRAULIC ANALYSIS REPORT
BREC
lorr
,Atzo
Prepared By: Prepared For: Project Site:
BREC, P.A. Twin Oaks Landscaping, Inc. TBD NC Hwy 105 S
1520 Meadowview Drive 8970 NC-105 PIN:188807132700
Wilkesboro, NC 28697 Boone, NC 28607
NCBELS Firm #C-3448
[phone]
[e-mail]
11 June 2024
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FEssio•.2
SEAL _ 941( . •/''.4C4f3 e(t./7 el"
043863 _
�:� •'�NGINEE�'':'OQ;�
"I PRES " Max Prestwood, PE
Principal Engineer
BREC, P.A. Twin Oaks Landscaping 1

Table of Contents
1.0 General Information 3
2.0 Methodology 3
2.1 Curve Number Calculations 3
2.2 Time of Concentration Calculations 4
2.3 Rainfall Data 5
2.4 Pipe Design 6
2.4.1 Outlet Design 7
2.5 Hydrology Calculations 8
2.6 Modified Curve Number Calculations 8
2.7 Sand Filter Design 9
2.7.1 Chamber and Filter Sizing 9
2.7.2 Underdrain Sizing 10
2.7.3 Anti-floatation Calculations 11
3.0 Results 13
Appendix 14
Pre-construction 1 Year, 24 Hour
Post-construction First Flush
Post-construction 1 Year, 24 Hour
Post-construction 100 Year, 24 Hour
List of Figures
Figure 1 - System Storage of First Flush 13
Figure 2 - SSA Model Configuration (Overall) 15
Figure 3 - SSA Model Configuration (Sand Filter Connectivity) 16
List of Tables
Table 1 - Pre-Construction Drainage Area 4
Table 2 - Post-Construction Drainage Areas 4
Table 3 - Pre-Construction ToC 5
Table 4 - Post-Construction ToC 5
Table 5 - NOAA Rainfall Depths 5
Table 6 - NOAA Rainfall Intensity 5
Table 7 - Composite Rational Coefficients 6
Table 8 - Pipe Design Summary 6
Table 9 - Riprap Outlet Stone Sizing 7
Table 10 - Riprap Apron Dimensions 8
Table 11 - Modified SCS Curve Numbers 9
Table 12 - Post Construction Peak Attenuation 13
Table 13 - Post Construction SCM Peak Elevations 13
BREC P.A. Twin Oaks Landscaping 2

1.0 General Information
This document contains hydrologic and hydraulic calculations demonstrating
compliance with post-construction state and local stormwater regulations for the
construction of a 10,558 f t2 Office / Landscaping Facility at TBD NC Hwy 105 S in
Foscoe area. Specifically, regulations for this area require water quality treatment
of the first flush (1") storm. Peak attenuation was also calculated for the 1 year, 24
hour storm.
The subject tract was composed of a graveled and wooded vacant lot, including a
cemetery. Not Wetlands have been identified on the site. The site and surrounding
drainage is composed of CtD (HSG A), Ur (NA), and AcE (HSG B) soils. Post
construction stormwater requirements will be satisfied with a below ground sand
filter which is approved by NCDEQ as a primary stormwater control measure
(SCM).
2.0 Methodology
One pre-construction drainage area and eleven post-construction drainage areas
covering the subject tract and adjacent off-site areas were identified. See
plansheets for delineation. The pre-construction drainage area outlets at
OUTFALL-1 located at an existing drainage ditch along the southeastern corner of
the site. All proposed impervious areas are routed to the SCM for treatment prior
to discharge. Six drainage areas, POST-CON:6, POST-CON:7, POST-CON:8,
POST-CON:9, POST-CON:10, and POST-CON:11 are mostly off-site drainage
and are not routed to the SCM due to topographic limitations. These drainage
areas do not contain any new built upon area.
2.1 Curve Number Calculations
Composite SCS curve numbers were calculated as weighted averages using
values of 69 for fair grass coverage (pre-construction) and 61 for good grass
coverage (post-construction, maintained), 55 for wooded areas, and 98 for
impervious surfaces. Design values were based on HSG B soils as they are the
majority.
For pre-construction drainage areas, the composite curve number is calculated as:
(Aimp x 98 + Agrass X 61 + Awooded X 55)
CNcomppre —
Atotal
BREC P.A. Twin Oaks Landscaping 3

Table 1 - Pre-Construction Drainage Area
Name Atotal Aimp Agrass Awooded CN
(acres) (acres) (acres) (acres) compere
PRE-CON:1 4.21 1.57 2.63 0.00 74.8
For post-construction drainage areas, the composite curve number is calculated
as:
(Aimp x 98 + Agrass X 61 + Awooded X 55)
CNcompositepost
Atotal
Table 2 - Post-Construction Drainage Areas
Name Atotal Aimp Agrass Awooded CNcom
(acres) (acres) (acres) (acres) pp°St
POST-CON:1+ 0.21 0.21 0.00 0.00 98.0
POST-CON:2 1.65 0.69 0.97 0.00 76.4
POST-CON:3 6.14 2.77 2.15 1 .22 76.5
POST-CON:4+ 0.19 0.18 0.01 0.00 95.6
POST-CON:5+ 0.32 0.31 0.01 0.00 97.2
POST-CON:6 9.86 1.45 7.27 1 .14 65.8
POST-CON:7 0.88 0.01 0.62 0.25 59.8
POST-CON:8 0.11 0.03 0.08 0.00 72.8
TOTAL 19.36 5.65 11.09 2.62 71 .0
SUBTOTAL+ (TO SCM) 0.72 0.70 0.02 0.00 97.0
+ Routed through SCM prior to discharge. See Appendix for Autodesk SSA 2020
model configuration.
2.2 Time of Concentration Calculations
Time of concentration values for vegetated drainage areas were evaluated using
the segmental equations. All majority impervious drainage areas less than one
acre were assigned a design time of concentration value of five minutes.
Tcsegmental(hr) = Tsheet + Tscf
0.007(nl)0.8
Tsheet -
/P2 SM
n = Manning's coefficient
P2 = 2yr,24 hr rainfall (in)
S = slope (ftf)
t
BREC P.A. Twin Oaks Landscaping 4

TSCf 3,600V
V = shallow concentrated flow velocity (St) 1
Table 3 - Pre-Construction ToC
Name Length Slope Tc-calc Tc—assumed
(ft) (ft) (min) (min)
PRE-CON:1 908 0.054 25.8 25.0
Table 4 - Post-Construction ToC
Name Length Slope Tc-calc Tc-assumed
(ft) (ft) (min) (min)
POST-CON:1 145 0.014 3.7 5.0
POST-CON:2 88 0.025 2.6 5.0
POST-CON:3 97 0.052 2.3 5.0
POST-CON:4 187 0.022 3.8 5.0
POST-CON:5 220 0.011 4.8 5.0
POST-CON:6 147 0.238 7.8 8.0
POST-CON:7 385 0.109 14.6 15.0
POST-CON:8 221 0.014 13.3 15.0
POST-CON:9 360 0.103 14.4 15.0
POST-CON:10 472 0.047 19.6 20.0
POST-CON:11 237 0.038 15.0 15.0
2.3 Rainfall Data
Rainfall data was taken from NOAA Atlas 14, Volume 2, Version 3 for Foscoe, NC.
Rainfall depths for each design storm are summarized below.
Table 5 - NOAA Rainfall Depths
Storm Rainfall Depth (in)
First Flush 1.00
1 Year, 24 Hour 3.56
Table 6 - NOAA Rainfall Intensity
10 Year Storm Duration (min) I Rainfall Intensity (in/hr)
5 7.49
8 I 6.59
1 See Table 15-3 of USDA NRCS NEH for shallow concentrated flow velocity equations.
BREC P.A. Twin Oaks Landscaping 5

10 Year Storm Duration (min) Rainfall Intensity (in/hr)
15 5.99
20 4.59
2.4 Pipe Design
A composite post-construction rational coefficient was also assigned to each post
construction drainage area as needed for pipe design. The composite rational
coefficients were calculated using individual coefficients of 0.95 for impervious
surfaces, 0.20 - 0.30 for grass surfaces with HSG A-B soils.
Aimp x 0.95 + Agrass X (0.20,0.30) + Awooded X 0.15
Ccomp -
Atotat
Table 7 -Composite Rational Coefficients
ft3
Name Ccomp Q10
(-s
POST-CON:1 0.95 4.35
POST-CON:2 0.95 1 .44
POST-CON:3 0.95 1 .33
POST-CON:4 0.95 1 .76
POST-CON:5 0.95 2.92
POST-CON:6 0.20 0.35
POST-CON:7 0.23 0.84
POST-CON:8 0.64 0.43
POST-CON:9 0.20 0.50
POST-CON:10 0.45 1 .06
POST-CON:11 0.47 I 0.98
The 10 year rational discharges were used to size pipes by solving Manning's
equation iteratively for the normal depth.
Table 8 - Pipe Design Summary
rs )NAME DIA (in) Qdesign Vdesign (s
PIPE-1 18 4.35 7.6
PIPE-2 24 5.79 5.3
PIPE-3 24 7.12 5.6
PIPE-4 24 8.87 5.9
PIPE-5 36 11.79 10.4
PIPE-6 36 11.79 7.2
PIPE-7 12 0.35 3.9
PIPE-8 12 1.19 5.0
PIPE-9 15 1.61 4.2
BREC P.A. Twin Oaks Landscaping 6

rs ) tNAME DIA (in) Qdesign Qdesign
PIPE-10 36 13.41 6.1
PIPE-11 18 1.06 2.1
PIPE-12 18 2.04 4.0
See Appendix for complete pipe design table.
2.4.1 Outlet Design
Outlet design for PIPE-10, PIPE-11, and PIPE-12 was taken from Chapter 10 of
HEC-14. Riprap D50 was calculated as:
4
3 D(D50 = 0.2D Qdesign/�D2.5 (TW)
Where, V
D50 = riprap size, (f t)
ft3
Qdesign = Design discharge
s
D = Pipe diameter, (ft)
TW = Tailwater depth, (ft)
t
g = gravitational acceleration (32.2 z)
s
Substituting the corresponding pipe diameters and design discharges into the
equation above for PIPE-10, PIPE-11, and PIPE-12 yields:
Table 9 - Riprap Outlet Stone Sizing
NAME DIA (in) Qdesign (fs3) D50calc (in) D50 design (in) NCDOT CLASS
PIPE-10 36 13.41 1.50 5 A
PIPE-11(EXISTING) 18 1.06 0.20 5 A
PIPE-12 18 2.04 0.60 5 A
A minimum D50 of 5 inches was chosen for each pipe which corresponds to
NCDOT Class A stone. Given the design D50, the dimensions of the apron were
taken from Table 10.1 equations from HEC 142.
La = Apron length (ft) = 4D
Da = Apron depth (ft) = 3.5D50
Wl = Upper width (ft) = 3D
2 http://www.fhwa.dot.gov/engineering/hydraulics/pubs/06086/hecl4ch10.cfm
BREC P.A. Twin Oaks Landscaping 7

W2 = Lower width (ft) = 3D + (-3)La
Table 10 - Riprap Apron Dimensions
NAME DIA (in) La (ft) [ Da (ft) [ Wi (ft) [ W2 (ft)
NCDOT-PIPE-1 18 10.5 3.3 4.5 11.5
PIPE-10 36 12..0 1.5 9.0 17.0
PIPE-11 18 6.0 1.5 4.5 8.5
PIPE-12 18 6.0 1.5 4.5 8.5
2.5 Hydrology Calculations
The water quality volume (WQV) required to be treated from the first flush was
calculated using the Schueler method outlined in the NCDEQ Stormwater Design
Manual3. The Schueler method utilizes the following equations:
Rv = 0.05 + 0.9IA
WQV = 3,63ORDR„A
Where IA is the impervious fraction of the drainage area, Rv is a runoff coefficient,
RD is the rainfall depth, A is the drainage area, and WQv is the runoff volume. The
following parameters are used for the drainage routed to the SCM.
Ia = 1.00
Rv = 0.05 + 0.9(1.00) = 0.95
RD = 1.0 inch
A = 1.66
WQV = 3,630(1.0)(0.95)(1.66) = 5,725 ft3
WQVadj = 0.75WQv = 0.75(5,725) = 4,293 f t3
2.6 Modified Curve Number Calculations
To route the WQV through the SCM, it is necessary to calculate a modified SCS
curve number to avoid underrepresenting the first flush. The modified curve
number is calculated as follows:
CN = 1000/ [10 + 5RD + 10Rv - 10IR,? + 1.25R„RD]
3 https://deq.nc.gov/sw-bmp-manual
BREC P.A. Twin Oaks Landscaping 8

The modified curve numbers were used to route the first flush using an SCS 6 hour
balanced storm distribution. The remaining design storms were routed with
standard curve numbers and an SCS type II 24 hour storm distribution.
Table 11 - Modified SCS Curve Numbers
Name Rv CNmod
POST-CON:1 0.95 99.57
POST-CON:2 0.95 99.57
POST-CON:3 0.95 99.57
POST-CON:4 I 0.95 99.57
POST-CON:5 0.95 99.57
POST-CON:6 0.05 77.22
POST-CON:7 0.08 79.95
POST-CON:8 0.60 95.50
POST-CON:9 0.05 77.22
POST-CON:10 0.38 91.59
POST-CON:11 0.41 92.15
2.7 Sand Filter Design
The combined area of the sediment chamber and sand chamber is determined
from the relationship of the max water depth observed during the water quality
event, Hmax, and the adjusted water quality volume.
(As + Af)min W QVadj/Hmax
The design value for Hmax was chosen as 2.75 ft. When coupled with the adjusted
water quality volume, WQVadj = 0.75WQV = 1,807 ft3, the minimum area of the
sand filter is calculates as:
4,293 ft3
(AS + Af)min 2.75 ft 1,561 f t2
(AS + Af)provided = 1,570 f t2
2.7.1 Chamber and Filter Sizing
The sediment chamber and filter chamber are equally sized. The sediment
chamber has a 0.42 ft permanent pool to assist with maintenance and primary
sediment deposition; however, this added volume is not considered in calculations
to meet minimum design criteria requirements. The sediment and sand chamber
sizes were selected from available sizes of traffic rated pre-cast tanks available at
BREC P.A. Twin Oaks Landscaping 9

a local provider. This yields a sand media area, Ascend, of 650 ft2 (3 x 10 x 17 +
10 * 14). Discharge through the sand media is governed by Darcy's Law.
Asandk(ha + df)
Qsand = df
Where,
Asand = Sand media surface area (f t2) = 650f t2
ft ftk = Sand media permeability (-)da 4.0 day=
df = Sand media depth (ft) = 1.5 ft
ha = Average height of water above sand media
2.7.2 Underdrain Sizing
Drawdown time is calculated as:
WQVdf 5,725(1.5)
t = = = 27.5hours
k(ha + df)Asand 4.0(1.38 + 1.5)650
Discharge rate is calculated as:
WQV 5,725 ft3
Qunderdraintotai = t = 27.5
= 0.058 s
3
_ Qunderdraintotai _ 0.058 f-S ft3
Qunderdrainsingle-chamber — 4 4 = 0.0145 s
After applying a safety factor of 10,
Qsandsingle-chamber = 10Qunderdrainsingle_chamber = 0.145 {t3
/S
The diameter of a single pipe is calculated as:
3
nQsandsingle-chamber 8
D = 16
Where,
n = Manning's roughness for pipe
S = pipe slope
BREC P.A. Twin Oaks Landscaping 10

3
0.011(0.145) s
D = 16 = 3.9 inches
0.005
Per Table 1 of Section A-5 of the NCDEQ Stormwater Design Manual, use (4) 4
inch pipes.
2.7.3 Anti-floatation Calculations
The sediment chambers are 10 ft x 20 ft x 4.1 ft pre-cast structures with 8 in side
and bottom thickness and 810in top thickness. Including concrete and reinforcing
steel, the structure has an empty weight, Wsediment-chamber = 80,000 lbf.
The volume of water displaced by the box is calculated from the outside
dimensions.
Vsediment-chamber = 11.3 ft x 21.3 ft x 5.6 ft = 1,348 f t3
The buoyant force on the sediment chamber is defined from the hydraulic forces.
lb
Fbsediment-chamber = Vsediment-chamberPw = 1,348 f t3 x 62.4 ft3 = 84,115 lbf
The buoyant forces are greater than the empty weight of the chamber. This does
not include the weight of the stone and soil cover above the tank and the weight of
water in the permanent pool. Neglecting the stone and soil cover, the weight of
water in the permanent pool is:
lb
Wwater sediment-chamber = 10 ft x 20 ft x 0.42 ft x 62.4 ft3 = 5,241.E lb f
Wsediment-chamber + Wwatersediment-chamber > Fbsediment-chamber
The sand chambers are 10 ft x 20 ft x 5.6 ft pre-cast structures with 8 in side
and bottom thickness and 10 in top thickness. Including concrete and reinforcing
steel, the structure has an empty weight, Wsand-chamber = 96,000 lbf.
The volume of water displaced by the box is calculated from the outside
dimensions.
Vsand-chamber = 11.3 ft x 21.3 ft x 7.1 ft = 1,709 ft3
The buoyant force on the sand chamber is defined from the hydraulic forces.
BREC P.A. Twin Oaks Landscaping 11

lb
Fbsand-chamber = Vsand-chamberPw = 1,709 f t3 x 62.4 f 3 = 106,642 lbf
The buoyant forces are greater than the empty weight of the chamber. This does
not include the weight of the stone and soil cover above the tank or the water in
the plunge pool or the weight of the sand media. Neglecting stone and soil cover,
the weight of water in the plunge pool and sand in the filter area is:
lb
Wwatersand-chamber = 2.5 ft x 10 ft x 2.25 ft x 62.4 f.t3 = 3,510 lbf
lb
Wsandsand chamber = 10 ft x 14 ft x 1.5 ft x 95 f.t3 = 19,950 lbf
Wsand-chamber + Wwatersand-chamber + Wsandsand-chamber > Fbsand-chamber
BREC P.A. Twin Oaks Landscaping 12

3.0 Results
The first flush (1") storm is routed through the SCM and reaches a max storage
depth of 2.39 ft which does not exceed the design Hmax = 2.75 ft. The water
quality volume is discharged over a period of 26.9 hours.
IC—Storage:System(POST-CON_ROUTING_UNDERGROUND-V3 2024-06-05 09:43:00)
4554
4140-
3726 r
fIIIf+
3312-
2898
a,2484
2070
1656
1242
820
414
0 2.88 5.76 o 64 11.52 14.4 17.28 20.16 23.04 25.92
Time(hrs)
Figure 1 - System Storage of First Flush
Table 12 - Post Construction Peak Attenuation
PRE — CONSTRUCTION POST — CONSTRUCTION
Storm f t3 f t3
s s
1 Year, 24 Hour 8.18 7.88
Table 13 - Post Construction SCM Peak Elevations
Storm PEAK ELEVATION (ft)
1 Inch 3072.34 I
11 Year, 24 Hour 3073.06 I
100 Year, 24 Hour I 3073.44
BREC P.A. Twin Oaks Landscaping 13

Appendix
NAME DIA INV UP HGL UP INV HGL LEN S (FT/FT) n V FULL Q MAX Q DESIGN V DESIGN
(IN) DOWN DOWN (FT) (FT/S) (CFS) (CFS) (FT/S)
PIPE-1 18 3074.50 3075.04 3072.29 3072.83 116.6 0.018954 0.012 8.9 15.7 4.35 7.6
PIPE-2 24 3071.79 3072.55 3071.17 3071.93 102.7 0.006040 0.012 6.1 19.0 5.79 5.3
PIPE-3 24 3071.17 3072.02 3070.49 3071.34 111.6 0.006093 0.012 6.1 19.1 7.12 5.6
PIPE-4 24 3070.49 3071.46 3070.00 3070.97 81.7 0.005996 0.012 6.0 19.0 8.87 5.9
PIPE-5 36 3070.00 3070.65 3069.95 3070.60 2.0 0.025000 0.012 16.2 114.2 11.79 10.4
PIPE-6 36 3067.95 3068.80 3067.78 3068.63 27.4 0.006200 0.010 9.7 68.3 11.79 7.2
PIPE-7 12 3076.33 3076.50 3072.68 3072.85 131.2 0.027820 0.012 8.2 6.4 0.35 3.9
PIPE-8 12 3072.50 3072.84 3069.50 3069.84 199.9 0.015010 0.012 6.0 4.7 1.19 5.0
PIPE-9 15 3069.40 3069.84 3069.18 3069.62 32.4 0.006796 0.012 4.7 5.8 1.61 4.2
PIPE-10 36 3067.68 3068.73 3067.50 3068.55 36.9 0.004883 0.012 7.1 50.5 13.41 6.1
PIPE-11(EXISTING) 18 3077.93 3078.42 3077.76 3078.25 35.5 0.004783 0.012 4.5 7.9 1.06 2.1
PIPE-12 18 3070.75 3071.25 3070.17 3070.67 57.9 0.010019 0.012 6.4 11.4 2.04 4.0
BREC, P.A. Twin Oaks Landscaping

TOSTCON}.PORTCON:7
FOSCOE
{POST C4ON:9 I%//�
/ ///
�D /r
ice , 0,,.
r (POSTCON1.PCGICO; 9:41://,
/ /
fre `• i ' . • ' CON) CON:8
e'fir . `,
10
/,USTCONNECT$:. /
/"'
/ // UST34NO
/ ~~ PIP_ �+SITEJUNCTION
�
��-0UfFALL_LINK /UTFALL
4.
Figure 2 -SSA Model Configuration (Overall)
BREC, P.A. Twin Oaks Landscaping

ewe

Pre-construction 1 Year, 24 Hour
BREC, P.A. Twin Oaks Landscaping

Project Description
File Name PRE-CON1YR24HRSPF
Description Folders\PROJECTS\BREC\PROJECTS\443TOMvl REECE\44300
32024 OFFICE\PRODUCTION DWOS\4430032024 C100.dwg
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrologylvlethod SCS TR 55
Time of Concentration(TOC)NEthod Kirpich
Link Routing NEthod Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(ay Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:00:05 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
QtY
Rain Gages 1
Subbasins 1
Nodes 2
Junctions 1
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 0
links 1
Channels 0
Pipes 1
Pumps 0
Orifices 0
Weirs 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 FOSCOE Time Series 1YR24HR Cumulative inches North Carolina Avery 1.00 3.56 SCS Type II24-hr

Subbasin Summary
SN Subbasin Area PeakRate Weighted Average Flow Total Total Total Peak Time of
ID Factor Curve Slope Length Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (%) (ft) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1{PRE-CON}.PRE-CON:1 4.21 484.00 74.80 0.5000 500.00 3.56 1.33 5.61 8.18 0 00:07:10

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak MaxHGL Max Mm Tnne of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft2) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 SITE-JUNCTION Junction 3067.78 3080.00 0.00 0.00 0.00 8.18 3068.77 0.00 11.23 0 00:00 0.00 0.00
2 OUIFALL Outfall 3067.44 8.18 3067.44

Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 VIRNAL.OUIFALL UNK Pipe SHE-JUNCTION OUIFALL 36.86 3067.68 3067.50 0.5000 36.000 0.0150 8.18 50.74 0.16 4.60 0.90 0.30 0.00 Calculated

Subbasin Hydrology
Subbasin:{PRE-CON}.PRE-CON:1
Input Data
Area(ac) 4.21
Peak Rate Factor 484
Weighted Curve Number 74.8
Average Slope(%) 0.5
Flow Length(ft) 500
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
4.21 - 74.8
Composite Area&Weighted CN 4.21 74.8
Time of Concentration
TOC Ivkthod:Kupich
Sheet Flow Equation:
Tc=(0.0078*(0`0.77)*(SP-0.385)))
Where:
Tc=Time of Concentration(min)
Lf=Flow Length(ft)
Sf=Slope(ft/ft)
Flow Length(ft) 500
Slope(%) 0.5
Computed TOC(min) 7.18
Subbasin RunoffResults
Total Rainfall(in) 3.56
Total Runoff(in) 1.33
Peak Runoff(cfs) 8.18
Weighted Curve Number 74.8
Time of Concentration(days hh:mm:ss) 0 00:07:11

Subbasin:{PRE-CON}.PRE-CON:1
Rainfall Intensity Graph
5
4.8
4.6 —
4.4
4.2
4 —
3.8
3.6
3.4
3.2
3
2.8
c
2.6
m 2.4
c
'm 2.2
Ce 2-
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time(hrs)
Runoff Hydrograph
9
8.5-
8-
7.5
7-
6.5-
6
5.5 -
N 5_
o
w 4.5
0
c
• 4
3.5-
3
2.5
2-
1.5
1
0.5
•
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time(hrs)

Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Mnimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (d/) (in)
1 STI&JUNCIION 3067.78 3080.00 12.22 0.00 -3067.78 0.00 -3080.00 0.00 0.00

Junction Results
SN Element Peak Peak Iv1axHGL IvfaxHGL Max Mn Average HGL Average HGL Time of Time of Total Total Tune
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth lvhxHGL Peak Flooded Hooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 SL1&JUNCIION 8.18 8.18 3068.77 0.99 0.00 11.23 3067.82 0.04 0 11:57 0 00:00 0.00 0.00

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 VIRTUAL OUIFALL LINK 36.86 3067.68 -0.10 3067.50 0.06 0.18 0.5000 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SNElement Peak Time of Design Flow PeakFlow/ Peak Flow Travel PeakFlow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 VIRTUAL.OUIFALL LINK 8.18 0 11:57 50.74 0.16 4.60 0.13 0.90 0.30 0.00 Calculated

Post-construction First Flush
BREC, P.A. Twin Oaks Landscaping

Project Description
File Name POST-CON ROUTING UNDERGROUND-V3.SPF
Description Folders\PROJECTS\BREC\PROJECTS\443 1OMMY REECE\44300
32024 OFFICEPRODUCIION DWGS\4430032024 C100.dwg
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologylVEthod SCS TR 55
Time of Concentration(TOC)IVEthod User-Defined
Link Routing Ivtthod Hydrodynamic
Enable Overflow Ponding at Nodes NS
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:00:05 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
QtY
Rain Gages 1
Subbasins 11
Nodes 5
Junctions 2
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 2
links 5
Channels 0
Pipes 2
Pumps 0
Orifices 1
Weirs 1
Outlets 1
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 FOSCOE Time Series 1lN 6HR BALANCE Cumulative inches North Carolina As he 1.00 3.56 SCS Type II 24-hr

Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1{POSTCON}.POSTCON:1 0.61 484.00 98.00 1.00 0.79 0.48 1.16 0 00:05:00
2{POSTCON}.POSTCON:10 0.52 484.00 60.90 1.00 0.00 0.00 0.00 0 00:20:00
3{POSTCON}.POSTCON:11 0.41 484.00 62.60 1.00 0.00 0.00 0.00 0 00:15:00
4{POSTCON}.POSTCON:2 0.20 484.00 98.00 1.00 0.79 0.16 0.39 0 00:05:00
5{POSTCON}.POSTCON:3 0.19 484.00 98.00 1.00 0.79 0.15 0.35 0 00:05:00
6{POSTCON}.POSTCON:4 0.25 484.00 98.00 1.00 0.79 0.19 0.46 0 00:05:00
7{POSTCON}.POSTCON:5 0.41 484.00 98.00 1.00 0.79 0.32 0.78 0 00:05:00
8{POSTCON}.POSTCON:6 0.26 484.00 39.00 1.00 0.00 0.00 0.00 0 00:15:00
9{POSTCON}.POSTCON:7 0.73 484.00 41.10 1.00 0.00 0.00 0.00 0 00:15:00
10{POSTCON}.POSTCON:8 0.13 484.00 74.80 1.00 0.03 0.00 0.00 0 00:15:00
11{POSTCON}.POSTCON:9 0.49 484.00 39.00 1.00 0.00 0.00 0.00 0 00:15:00

Node Summary
SNElement Element Invert Ground/Rim Initial Surcharge Ponded Peak IvfaxHGL Mix Mn Time of Total Total Tune
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (IV) (c6) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 SITE-JUNCTION Junction 3067.78 3080.00 0.00 0.00 0.00 0.08 3067.88 0.00 12.12 0 00:00 0.00 0.00
2 UST-OUTLET Junction 3067.95 3080.00 0.00 0.00 0.00 0.08 3068.05 0.00 11.95 0 00:00 0.00 0.00
3 OUTFACE Outfall 3067.44 0.08 3067.44
4 UST-SAND Storage Node 3067.95 3080.00 3069.95 0.00 2.67 3072.34 0.00 0.00
5 UST-SEDIMENT Storage Node 3069.53 3080.00 3069.95 0.00 3.15 3072.35 0.00 0.00

Link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Ivfinning's Peak Design Flow PeakFlow/ Peak Flow Peak Flow Peak Flow Total lime Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity DesignFlow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (8) (8) (%) (in) (cfs) (cfs) (ft/sec) (It) (min)
1 PIPE-6 Pipe UST-OUTLET SHE-JUNCTION 27.40 3067.95 3067.78 0.6100 36.000 0.0150 0.08 44.99 0.00 1.16 0.10 0.03 0.00 Calculated
2 VIRTUAL.OUIFALL LINK Pipe SITE-JUNCTION OUIFALL 36.90 3067.68 3067.50 0.4900 36.000 0.0150 0.08 50.71 0.00 1.57 0.08 0.03 0.00 Calculated
3 UST-CONNECTOR Orifice UST-SIDIIVENT UST-SAND 3069.53 3067.95 36.000 2.67
4 SAND Outlet UST-SAND UST-OUTLET 3067.95 3067.95 0.08
5 FM-SPILLWAY Weir UST-SAND UST-OUTLET 3067.95 3067.95 0.00

Subbasin Hydrology
Subbasin:{POSTCON}.POSTCON:1
Input Data
Area(ac) 0.61
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.61 - 98
Composite Area&Weighted CN 0.61 98
Subbasin RunoffRe sults
Total Rainfall(in) 1
Total Runoff(in) 0.79
Peak l unoff(cfs) 1.16
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:{POSTCON}.POSTCON:1
Rainfall Intensity Graph
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
_c 1.3
c
1.2
m 1.1
c
@ 1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
•
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
1.25
1.2
1.15-
1.1
1.05-
1
0.95
0.9
0.85
0.8-
0.75
n 0.7-
0.65-
o
c 0.6
0.55
0.5-
0.45-
0.4-
0.35-
0.3
0.25
0.2
0.15-
0.1
0.05
•
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:10
Input Data
Area(ac) 0.52
Peak Rate Factor 484
Weighted Curve Number 60.9
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.52 - 60.9
Composite Area&Weighted CN 0.52 60.9
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0
Peak Runoff(cfs) 0
Weighted Curve Number 60.9
Time of Concentration(days hh:mm:ss) 0 00:20:00

Subbasin:{POSTCON}.POSTCON:10
Rainfall Intensity Graph
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
• 1.4
s
• 1.3
m
1.2
1.1
Ce 1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.001
0.001-
0.001-
0.001-
0.001
0.001
0.001- - -
0.001
0.001-
-0.001
0 _
w 0.001
O .
0.000
0.000
0.000 •
0.000- -
0.000
0.000
0.000
0.000 • •
0
0,
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:11
Input Data
Area(ac) 0.41
Peak Rate Factor 484
Weighted Curve Number 62.6
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.41 - 62.6
Composite Area&Weighted CN 0.41 62.6
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0
Peak Runoff(cfs) 0
Weighted Curve Number 62.6
Time of Concentration(days hh:mm:ss) 0 00:15:00

Subbasin:{POSTCON}.POSTCON:11
Rainfall Intensity Graph
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
• 1.4
s
• 1.3
m
1.2
1.1
Ce 1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.001
0.001-
0.001-
0.001-
0.001
0.001
0.001- - -
0.001
0.001-
-0.001
0 _
w 0.001
O .
0.000
0.000
0.000 •
0.000- -
0.000
0.000
0.000
0.000 • •
0
0,
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:2
Input Data
Area(ac) 0.2
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.2 - 98
Composite Area&Weighted CN 0.2 98
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0.79
Peak Runoff(cfs) 0.39
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:{POSTCON}.POSTCON:2
Rainfall Intensity Graph
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
• 1.4
s
• 1.3
m
1.2
1.1
Ce 1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.42
0.4-
0.38-
0.36
0.34
0.32
0.3
0.28 -
0.26
m 0.24-
0.22
0.2
K• 0.18 -
0.16-
0.14-
0.12-
0.1_
0.08
0.06-
0.04-
0.02
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:3
Input Data
Area(ac) 0.19
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.19 - 98
Composite Area&Weighted CN 0.19 98
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0.79
Peak Runoff(cfs) 0.35
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:{POSTCON}.POSTCON:3
Rainfall Intensity Graph
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
• 1.4
s
• 1.3
m
1.2
1.1
Ce 1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.38
0.36
0.34
0.32
0.3
0.28 -
0.26
0.24
m
0.22
0.2
0.18
z
• 0.16 -
0.14
0.12
0.1
0.08
0.06
0.04 -
0.02
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:4
Input Data
Area(ac) 0.25
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.25 - 98
Composite Area&Weighted CN 0.25 98
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0.79
Peak Runoff(cfs) 0.46
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:{POSTCON}.POSTCON:4
Rainfall Intensity Graph
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
C 1.4
s
• 1.3
1.2
cm 1.1
Ce 1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.5
0.48
0.46:
0.42-
0.4-
0.38
0.36
0.34
0.32:
0.3
w 0.28-
0.26-
4 0.24
0.22
0.2
0.18-
0.16
0.14-
0.12
0.1
0.08
0.06
0.04-
0.02-
•
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:5
Input Data
Area(ac) 0.41
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.41 - 98
Composite Area&Weighted CN 0.41 98
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0.79
Peak Runoff(cfs) 0.78
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:{POSTCON}.POSTCON:5
Rainfall Intensity Graph
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
• 1.4
s
• 1.3
m
1.2
1.1
Ce 1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
•
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.85
0.8-
0.75-
0.7
0.65-
0.6-
0.55
0.5- - -
--
15-0.45-
c 0.4
z
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:6
Input Data
Area(ac) 0.26
Peak Rate Factor 484
Weighted Curve Number 39
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.26 - 39
Composite Area&Weighted CN 0.26 39
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0
Peak Runoff(cfs) 0
Weighted Curve Number 39
Time of Concentration(days hh:mm:ss) 0 00:15:00

Subbasin:{POSTCON}.POSTCON:6
Rainfall Intensity Graph
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
• 1.4
s
• 1.3
m
1.2
c 1.1
Ce 1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.001
0.001-
0.001-
0.001-
0.001
0.001
0.001- - -
0.001
0.001-
-0.001
0 _
w 0.001
O .
0.000
0.000
0.000 •
0.000- -
0.000
0.000
0.000
0.000 • •
0
0,
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:7
Input Data
Area(ac) 0.73
Peak Rate Factor 484
Weighted Curve Number 41.1
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.73 - 41.1
Composite Area&Weighted CN 0.73 41.1
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0
Peak Runoff(cfs) 0
Weighted Curve Number 41.1
Time of Concentration(days hh:mm:ss) 0 00:15:00

Subbasin:{POSTCON}.POSTCON:7
Rainfall Intensity Graph
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
• 1.4
s
• 1.3
m
1.2
1.1
Ce 1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.001
0.001-
0.001-
0.001-
0.001
0.001
0.001- - -
0.001
0.001-
-0.001
0 _
w 0.001
O .
0.000
0.000
0.000 •
0.000- -
0.000
0.000
0.000
0.000 • •
0
0,
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:8
Input Data
Area(ac) 0.13
Peak Rate Factor 484
Weighted Curve Number 74.8
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.13 - 74.8
Composite Area&Weighted CN 0.13 74.8
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0.03
Peak Runoff(cfs) 0
Weighted Curve Number 74.8
Time of Concentration(days hh:mm:ss) 0 00:15:00

Subbasin:{POSTCON}.POSTCON:8
Rainfall Intensity Graph
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
• 1.4
s
c 1.3
m
1.2
1.1
Ce 1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.002
0.002: •
0.002-
0.002
0.002
0.002
0.002
0.002
0.002
0.002 •
�0.002 •
44:0.002
o .
50.002 •
0.001
0.001-
0.001 •
0.001
0.001-
0.001-
0.001
0.001 •
0.001 .
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:9
Input Data
Area(ac) 0.49
Peak Rate Factor 484
Weighted Curve Number 39
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.49 - 39
Composite Area&Weighted CN 0.49 39
Subbasin Runoff Results
Total Rainfall(in) 1
Total Runoff(in) 0
Peak Runoff(cfs) 0
Weighted Curve Number 39
Time of Concentration(days hh:mm:ss) 0 00:15:00

Subbasin:{POSTCON}.POSTCON:9
Rainfall Intensity Graph
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.5
• 1.4
s
• 1.3
m
1.2
1.1
Ce 1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.001
0.001-
0.001-
0.001-
0.001
0.001
0.001- - -
0.001
0.001-
-0.001
0 _
w 0.001
O .
0.000
0.000
0.000 •
0.000- -
0.000
0.000
0.000
0.000 • •
0
0,
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Mnimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (8) (ft) (ft) (82) (in)
1 SITE-JUNCTION 3067.78 3080.00 12.22 0.00 -3067.78 0.00 -3080.00 0.00 0.00
2 UST-OUTLET 3067.95 3080.00 12.05 0.00 -3067.95 0.00 -3080.00 0.00 0.00

Junction Results
SN Element Peak Peak Iv1axHGL IvfaxHGL Max Mn Average HGL Average HGL Time of Time of Total Total lime
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth IvhxHGL Peak Flooded Hooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 SITE-JUNCTION 0.08 0.00 3067.88 0.10 0.00 12.12 3067.81 0.03 0 05:07 0 00:00 0.00 0.00
2 UST-OUTLET 0.08 0.00 3068.05 0.10 0.00 11.95 3067.97 0.02 0 05:42 0 00:00 0.00 0.00

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) N (m) (m) (cfs)
1 PIPE-6 27.40 3067.95 0.00 3067.78 0.00 0.17 0.6100 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 VIRTUAL OUIFALL LINK 36.90 3067.68 -0.10 3067.50 0.06 0.18 0.4900 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SNElement Peak Time of Design Flow PeakFlow/ Peak Flow Travel PeakFlow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 PIPE-6 0.08 0 05:06 44.99 0.00 1.16 0.39 0.10 0.03 0.00 Calculated
2 VIRTUAL OUIFALL LINK 0.08 0 05:07 50.71 0.00 1.57 0.39 0.08 0.03 0.00 Calculated

Storage Nodes
Storage Node:UST-SAND
Input Data
Invert Elevation(It) 3067.95
Max(Rim)Elevation(ft) 3080.00
Max(Rim)Offs et(&) 12.05
Initial Water Elevation(ft) 3069.95
Initial Water Depth(ft) 2.00
Ponded Area(fP) 0.00
Evaporation Loss 0.00
Storage Area Volume Curves
Storage Curve:SAND
Stage Storage Storage
Area Volume
(g) (PP) (ft')
0 0 0
2 0 0
2.01 770 3.85
5.6 770 2768.15
5.7 1 2806.7
10 1 2811

Storage Area Volume Curves
Storage Volume(ft3)
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800
9.8. -..................i.....................i......................................................................................................................................... ........... ............ ........... ............ ......_._. -9.8
9.6=................................................................................................................................................................................... ........... ........... ........... ............ ............ 9.6
9.4_.....................i.....................i.........................................}...................._....................}...................._.........................................i..................................... ........... ............ ............ 9.4
9.2......................................................................................................................................................................................................... ........... ............ ............ 9.2
9=..........................................i.....................>........................................>........................................b. ............ ............ ........... ............ ........... ............ ............ 9
8.8:........................................................................................................................................................................................ ........... ............ ........... ............ ................. 7.8.8
8.6.......................................................................................................................................................................................................... ............ ........... ............ ................. 8.6
8.4_.....................i..........................................<.........................................>......................................................... ............ ........... ............ ........... ............ ................ _8.4
8.2-....................... .......... ........... ............ ........... ............ ................ _8.2
8 .....................:.....................i.....................>........................................>....................f. ............ ............ ............ ........... ............ ........... ............ ................ _8
7.8_.....................i..........................................d....................e....................d....................>................ ............ ............ ............ ............ ........... ............ ................ -7.8
7.6: i..................._i.....................................................................................................i..................................... ............ ............ ............ ............ ..................:7.6
7.4.......................................................................................................................................................................................................... _
7.2 ....................... ............ ............ ............ ............ ........... ............ i.. ................ =7.2
7 .....................i.....................i.....................>........................................>.........................................>. ............ ............ ........... ............ ........... ............ ................ =7
6.8................................................................................................................................................................ ............ ........... ............ ........... ............ ..................-6.8
6.6_.....................i.....................i....................._........................................_........................................?.........................................i..................................... ........... ............ .................-6.6
6.4_.....................i................................................................................................................................................................................... ............ ........... ............ .................._6.4
•
•
6.2_................................................................_........................................_........................................_......................................................... ............ ........... ............ ................._6.2
g_....................?..................._............................................................................................................................................_1..................._..................._................ ............ ................._6•
•
•
5.8. ............................................................................................................................................................................................................................. ............ ............ ..................:5.8
5.6 ...................................._......................_...................._........................................_...................._...................._................ ............ ............ 5.6
5.4 ...............i.....................i........................................._........................................_........................................_................ ........... ........... ............. 5.4 r
5.2 ...............i.....................i.................................................................................a................ ............ ............ ........... ............ ........... ....... ............. 7.5.2
rn rn
v) 4.6_.i.....................i.....................i..................................................................................................................... ............. •
............ ............ ........... ............ i.. ............ .4.6 )
4.4:i.....................i.....................i.....................>........................................>......................................................... ........ ............ ............ ............ -4.4
4.2: ...................... : 4. ? .......... 4. ............ ... ..... ............ ............ ........... ............ i.. ............ ..4.2
q= ......................................._i.............................................................d. ............ ............ ............ ............ =q
3.8: ....................... ............ ............ ............ ........... ............ =3.8
3.6=......................i......................................................................................................3 .......................................................i................ ............ ........... ............ ............ =3.6
3.4=.i..........................................i.....................a............................................ ..........>................ i.. ............ ............ ........... ............ ........... ............ ............ =3.4
3.2 .._..................i.....................i......................................._i.......... .....a....................i....................i................. ............ ........... ............ ........... ............ i.. ............ :3.2
3 _........................................................_............... ...................._........................................_.........................................i..................................... =3
2.8 ................i.....................i..................... ................................................................................................................ ............ ............ ........... ............ ............ . =2.8
2.6 _..............i.....................i... ................................................................................................................................ ........... ............ ........... ............ ............ =2.6
2.4=......................i......... .......i.....................?........................................_.................................................................................i..................._i................ ............ ............ ............ =2.4
2.2: .............. .............................................................................................................................................................. ............ ............ ............ ............ ............ .2.2
2=' =2
1.8.......................i.....................i........................................................................................................................._................ ............ ............ ........... ............ ............ ...1.8
1.6.......................i.....................i.............................................................................................................................................................. ..-1.6
1.4-.....................1. ............ ............ ........... ............ ........... ............ ............ 4._1.4
1.2_......................i..................._i .. . ...................... ................_ ..................b.................._4............... ............ ........... ............ ........... ............ •:1.2
1_......................:.....................i.............................................................. ............ ............ ............ ............ ........... ............ ........... ............ t. ............ _1
0.8........................ _0.8
0.6:.....................I..................._i.....................>............................................................................. ............ ............ ............ ............ ............ ............ ............ -0.6
0.4.......................i.......................................................................................................................................... ............ ............ ........... ........... ............ ............ :0.4
0.2.......................i. ...................a. .......... ............ ............ ............ ............ ............ ............ =0.2
0_.....................i..................._:.........................................<....................l.....................4.....................>. ............ ............ ............ ............ ............ ............ ............ _0
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
Storage Area MI
- Storage Area - Storage Volume

Storage Node:UST-SAND(continued)
Outflow Weirs
SN Element Weir Hap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 FM-SPI LWAY Trapezoidal No 3072.70 4.75 10.00 0.91 3.33
Output Summary Results
Peak Inflow(cfs) 2.67
Peak Lateral Inflow(cfs) 0
PeakOutflow(cfs) 2.26
Peak&filtration Flow Rate(cfln) 0
MaxHGLElevation Attained(ft) 3072.34
Max HGLDepth Attained(ft) 4.39
Average HGLElevation Attained(ft) 3070.24
Average HGLDepth Attained(ft) 2.29
Time of MixHGLOccurrence(days hh:mm) 0 05:06
Total Ediltration Volume(1000-ft') 0
Total Hooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Tune(sec) 0

Storage Node:UST-SEDIMENT
Input Data
Invert Elevation(ft) 3069.53
Max(Rim)Elevation(ft) 3080.00
Max(Rim)Offset(ft) 10.47
Initial Water Elevation(ft) 3069.95
Initial Water Depth(ft) 0.42
Ponded Area(ft) 0.00
Evaporation Loss 0.00
Storage Area Volume Curves
Storage Curve:SEDMIMENT
Stage Storage Storage
Area Volume
(ft) (ft') (ft')
0 800 0
4 800 3200
4.1 1 3240.05
10 1 3245.95

Storage Area Volume Curves
Storage Volume(ft')
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200
9.8 ... .__ _.. ... ._.. _.._ ...... ..._.._ , :...._9.8
9.6 _..... .....:..........._.......... ........ ....................;..........,...........,...........,.......... ...........,..................._�.....................;..... .. =9.6
9.2= ............................................................................................................................................................................................ _ ......... _ ......... _ ......... ......... ......... =9.2
8.8'--__............................._................5................a................5...............s..................€............. ......... ......... _ ......... _ ......... _ ......... _ ......... ......... ..._._. 7 8.8
8.6-_--_.............................i................................a................a.................................._............................... ......... ......... ......... ......... ......... ......... ......_. _-8.6
8.4=___...............................>.................>.................>..............._t..................i............. ......... ......... ......... ......... ......... ......... ......... ......... ......... =8.4
8.2= _.................................>.................t.................t.................t..................i............. ......... ......... ......... ......... ......... ......... ......... ......... ......_. =8.2
8 _...............i...................................s................................_+ ......... ........ ......... ......... ......... ......... .........H. ......... f........... ......... I.. ......_. =8
7.8= ..................................4..............._t.................t.................a................_.............. ......... ......... ......... ......... ......... ......... ......... ......... ......._ =7.8
7.6= .............._....................................................................................._i................_................_.............. ......... ......... ......... ......... ......... ......... ......... _7.6
7.4= _.................................................................a..............s.................................._................................ ......... ......... ......... ......... ......... ......... ......_. 7 7.4
7.2= ..................................>.................t.................t.................t............................... ......... ......... ......... ......... ......... ......... ft......... ......... ......... =7.2
6.8=--_..........._................._.................................a................a....................................i............. ......... ......... ......... _ ......... ......... ......... ......... ......... -6.8
6.6-..................................................._....................................................................................................................... _ ......... _ ......... _ ......... _ ......... ......... ......_. -6.6
6.4=___...............................t.................................a................a................s.................................................. ......... ......... ......... ......... ......... ......... ......... .6.4
6.2=-_.................................................._................a................5.......................................................................s.............. _ ......... _ ......... _ ......... _ ......... ......... ......._ _=6.2
gS................_...................._.............................a................................._................_j................_............................... ......... ......... ......... _ ......... ......... ......._ _.._6
5.8 ..................................:.......................................................................................................................................... ......... ......... ......... ......... ......... ......_. =5.8
5.6 _..............._.........._......_................._._....._......._.................__....._......._..........._.._............. ....._.. ......... _ ...._... _ ......... _ ......... _ _....._ ......... ......... 75.6
•
•
•
r 5.4-_--_...........................__................a................a................._................................................ • ......... • ......... _ _ ......... _ ......... • ......... • ..._._. 75.4
i i
..5.2_____..........................._;.................a.................a.................t....................................i..................;..................;..................t............. ......... ......... ......... ......... ......... 75.2 4••=.
o 5--.___...........j.................._................._................a.............................. ........ ......... ........ ......... ......... ......... ......... ......... ......... ......_. -5 o
.....:.....
CO4.6-__...............i..................t.................t.................t.................t.....................................i............. ......... ......... ......... ......... ......... 4........... ......... i.. ......_. CO
4.4=......................................t.................t.................t.................t.................................................. ......... ......... ......... ......... ......... ......... ......... F. ......._ =4.4
4.2 _...................................................>.................t..............._t............. ........ ......... ......... ......... ......... ......... ......... ......... ......... ......._ -4.2
3.8 _... _..............................t..............t..............t...............i...............4.......................... ........ ....... ........ ....... ......_ _..._ -3.8
3.6 ____........................._.............. ............................s.............s...............i...............i................i............... ............s........... ....... ........ _.__.. 73.6
3.4=...__...........i..................t.................t.................t.................t..................i............. ......... ......... ......... ......... ......... ......... .._ ......... ......_. =3.4
3.2-___...........i..................t.................t.................t.................t..................i............. ......... ......... ......... ......... ......... ....... ......... ......... i.. ......... =3.2
..............................._................._................a................a.................1................_................................s.................._............. _ ......... ......... _ ......... ......... ......... -3
•
2.8 1,_................................................................._.................................................................................... ......... .......... ....... ......... ......... ......... ......._ =2.8
2.6=1,_..............................._.................................a...................................i....................................i.............. ......... .... ......... ......... ......... ......... ......._ =2.6
2.4=.,...................................................>..................................t................_............................................................... .. ......... ......... ......... ......... ......... ......._ =2.4
2.2=,..................................._..................................................................................................................... ......... _ ......... _ ......... _ ......... _ ......... ......... ......... =2.2
1.8_1,_............._................._................._...................................................5..................i ....... ......... ......... _ ......... _ ......... _ ......... _ ......... ......... ......_. _1.8
1.6',___..........................._......................................................................... ........ ......... ......... ......... ......... ......... ......... ......_. =1.6
1.4_.,__...............................t.................t.................t..............._t........ ......... ......... ......... ......... ......... ......... ......... ......... ......... =1.4
1.2=.__..............................._..................t.................t.........._. _.................i................_i............. ......... ......... ......... ......... ......... ......... ......... i.. ......_. =1.2
•
0.8=.,...................................;.................. ............t.................t..................i............. ......... ......... ......... t. ......... ......... ......._ -0.8
0.4 . .............i............................i...............i...............i...............i............ ........ ....... ........ ....... ........ ....... .. .. 70.4
0.2 .. ... ....... -0.2
0 - __. _. _.. _._. ___. _.__ ,._. __.... _..-0
0 50 100 150 200 250 300 350 400 '450 '500 '550 '600 650 700 750 800
Storage Area(ft')
- Storage Area - Storage Volume 1

Storage Node:UST-SIDIlVIENT(continued)
Outflow Orifices
SN Element Orifice Orifice Hap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (m) (in) (fl)
1 UST-CONNECTOR Side CIRCULAR No 36.00 3069.95 0.61
Output Summary Results
Peak Inflow(cfs) 3.15
Peak lateral Inflow(cfs) 3.15
PeakOutflow(cfs) 2.67
Peak Exflltration Flow Rate(cftn) 0
MaxHGLElevation Attained(ft) 3072.35
Mix HGLDepth Attained(ft) 2.82
Average HGLElevation Attained(ft) 3070.24
Average HGLDepth Attained(ft) 0.71
Time of Max HGLOccurrence(days hh:mm) 0 05:06
Total&filtration Volume(1000-1E) 0
Total Hooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Tame(sec) 0

Post-construction 1 Year, 24 Hour
BREC, P.A. Twin Oaks Landscaping

Project Description
File Name POST-CON ROU➢NG UNDERGROUND-V3.SPF
Description Folders\PROJECTS\BREC\PROJECTS\443TOM 11 REECE\44300
32024 OFFICE\PRODUCTION DWGS\4430032024 C100.dwg
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologylWthod SCS TR 55
Time of Concentration(TOC)NEthod User-Defined
Link Routing NEthod Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:00:05 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
QtY
Rain Gages 1
Subbasins 11
Nodes 5
Junctions 2
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 2
Links 5
Channels 0
Pipes 2
Pumps 0
Orifices 1
Weirs 1
Outlets 1
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 FOSCOE Time Series 1YR24HR Cumulative inches North Carolina Avery 1.00 3.56 SCS Type II24-hr

Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1{POSTCON}.POSTCON:1 0.61 484.00 98.00 3.56 3.33 2.03 2.82 0 00:05:00
2{POSTCON}.POSTCON:10 0.52 484.00 60.90 3.56 0.60 0.31 0.26 0 00:20:00
3{POSTCON}.POSTCON:11 0.41 484.00 62.60 3.56 0.67 0.28 0.29 0 00:15:00
4{POSTCON}.POSTCON:2 0.20 484.00 98.00 3.56 3.33 0.67 0.95 0 00:05:00
5{POSTCON}.POSTCON:3 0.19 484.00 98.00 3.56 3.33 0.62 0.86 0 00:05:00
6{POSTCON}.POSTCON:4 0.25 484.00 98.00 3.56 3.33 0.82 1.13 0 00:05:00
7{POSTCON}.POSTCON:5 0.41 484.00 98.00 3.56 3.33 1.36 1.90 0 00:05:00
8{POSTCON}.POSTCON:6 0.26 484.00 39.00 3.56 0.00 0.00 0.00 0 00:15:00
9{POSTCON}.POSTCON:7 0.73 484.00 41.10 3.56 0.03 0.02 0.00 0 00:15:00
10{POSTCON}.POSTCON:8 0.13 484.00 74.80 3.56 1.33 0.18 0.22 0 00:15:00
11{POSTCON}.POSTCON:9 0.49 484.00 39.00 3.56 0.00 0.00 0.00 0 00:15:00

Node Summary
SNElement Element Invert Ground/Rim Initial Surcharge Ponded Peak IvfaxHGL Max Mn Time of Total Total Tune
ID Type Elevation (Mix) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (IV) (c6) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 SITE-JUNCTION Junction 3067.78 3080.00 0.00 0.00 0.00 7.89 3068.75 0.00 11.25 0 00:00 0.00 0.00
2 UST-OUTLET Junction 3067.95 3080.00 0.00 0.00 0.00 7.56 3069.04 0.00 10.96 0 00:00 0.00 0.00
3 OUTFACE Outfall 3067.44 7.88 3067.44
4 UST-SAND Storage Node 3067.95 3080.00 3069.95 0.00 7.58 3073.06 0.00 0.00
5 UST-SEDIMENT Storage Node 3069.53 3080.00 3069.95 0.00 7.66 3073.11 0.00 0.00

Link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Ivfinning's Peak Design Flow PeakFlow/ Peak Flow Peak Flow Peak Flow Total lime Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity DesignFlow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (8) (8) (%) (in) (cfs) (cfs) (ft/sec) (8) (min)
1 PIPE-6 Pipe UST-OUTLET SHE-JUNCTION 27.40 3067.95 3067.78 0.6100 36.000 0.0150 7.55 44.99 0.17 3.55 1.02 0.34 0.00 Calculated
2 VIRTUAL.OUIFALL LINK Pipe SITE-JUNCTION OUIFALL 36.90 3067.68 3067.50 0.4900 36.000 0.0150 7.88 50.71 0.16 4.56 0.88 0.29 0.00 Calculated
3 UST-CONNECTOR Orifice UST-SIDIIVENT UST-SAND 3069.53 3067.95 36.000 7.58
4 SAND Outlet UST-SAND UST-OUTLET 3067.95 3067.95 0.09
5 FM-SPILLWAY Weir UST-SAND UST-OUTLET 3067.95 3067.95 7.47

Subbasin Hydrology
Subbasin:{POSTCON}.POSTCON:1
Input Data
Area(ac) 0.61
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
-
0.61 - 98
Composite Area&Weighted CN 0.61 98
Subbasin RunoffRe sults
Total Rainfall(in) 3.56
Total Runoff(in) 3.33
PeakRunoff(cfs) 2.82
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:{POSTCON}.POSTCON:1
Rainfall Intensity Graph
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
t 2.8 -
c
2.6
m 2.4
c
m 2.2
IX 2
1.8
1.6
1.4
1.2.-
1.-
0.8
0.6
0.4
0.2
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
3.1
3
2.9
2.8
2.7
2.6 - -2.5 2.4
2.3
2.2
2.1
2
1.9
- 1.8
▪ 1.7
1.6
0 1.5
c 1.4
1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:10
Input Data
Area(ac) 0.52
Peak Rate Factor 484
Weighted Curve Number 60.9
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.52 - 60.9
Composite Area&Weighted CN 0.52 60.9
Subbasin Runoff Results
Total Rainfall(in) 3.56
Total Runoff(in) 0.6
Peak Runoff(cfs) 0.26
Weighted Curve Number 60.9
Time of Concentration(days hh:mm:ss) 0 00:20:00

Subbasin:{POSTCON}.POSTCON:10
Rainfall Intensity Graph
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
s 3
c 2.8
• 2.6 -
2.4
2.2
2 -
1.8 -
1.6
1.4 -
1.2
1
0.8
0.6
0.4
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.2
0.19 0.18
0.17
0.16
0.15
U
0.14
o
c 0.13
• 0.12
0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:11
Input Data
Area(ac) 0.41
Peak Rate Factor 484
Weighted Curve Number 62.6
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.41 - 62.6
Composite Area&Weighted CN 0.41 62.6
Subbasin Runoff Results
Total Rainfall(in) 3.56
Total Runoff(in) 0.67
Peak Runoff(cfs) 0.29
Weighted Curve Number 62.6
Time of Concentration(days hh:mm:ss) 0 00:15:00

Subbasin:{POSTCON}.POSTCON:11
Rainfall Intensity Graph
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
s 3
c 2.8
- 2.6 -
c 2.4
ix 2.2
2 -
1.8 -
1.6
1.4 -
1.2
1
0.8
0.6 -
0.4
0.2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.31
0.3
0.29
0.28 -
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.2
0.19 -
0.18
40 0.17
0.16
0 0.15
c
� 0.14
0.13
0.12
0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:2
Input Data
Area(ac) 0.2
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.2 - 98
Composite Area&Weighted CN 0.2 98
Subbasin Runoff Results
Total Rainfall(in) 3.56
Total Runoff(in) 3.33
Peak Runoff(cfs) 0.95
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:{POSTCON}.POSTCON:2
Rainfall Intensity Graph
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
_c 3
c 2.8
- 2.6 -
c 2.4
ix 2.2
2 -
1.8 -
1.6
1.4 -
1.2
1
0.8
0.6 -
0.4
0.2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
1
0.95
0.9
0.85
0.8
0.75
0.7
0.65-
0.6
0.55-
o
w 0.5
o .
c
� 0.45
0.4
0.35- -
0.3-
0.25-
0.2
0.15-
0.1-
0.05- - -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:3
Input Data
Area(ac) 0.19
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.19 - 98
Composite Area&Weighted CN 0.19 98
Subbasin Runoff Results
Total Rainfall(in) 3.56
Total Runoff(in) 3.33
Peak Runoff(cfs) 0.86
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:{POSTCON}.POSTCON:3
Rainfall Intensity Graph
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
s 3
c 2.8
- 2.6 -
c 2.4
ix 2.2
2 -
1.8 -
1.6
1.4 -
1.2
1
0.8
0.6
0.4
0.2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.95
0.9
0.85
0.8-
0.75-
0.7-
0.65
0.6- -
0.55
m
0.5
g 0.45-
0.4- -
0.35-
0.3
0.25
0.2
0.15
0.1
0.05-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:4
Input Data
Area(ac) 0.25
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.25 - 98
Composite Area&Weighted CN 0.25 98
Subbasin Runoff Results
Total Rainfall(in) 3.56
Total Runoff(in) 3.33
Peak Runoff(cfs) 1.13
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:{POSTCON}.POSTCON:4
Rainfall Intensity Graph
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
s 3
c 2.8
- 2.6 -
c 2.4
ix 2.2
2 -
1.8 -
1.6
1.4 -
1.2
1
0.8
0.6 -
0.4
0.2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
1.2
1.15
1.1
1.05
1
0.95
0.9 -
0.85
0.8
0.75 -
0.7
m
46 0.65
w 0.6 -
0
S 0.55
0.5
0.45- -
0.4
0.35
0.3
0.25
0.15-
0.1-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:5
Input Data
Area(ac) 0.41
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.41 - 98
Composite Area&Weighted CN 0.41 98
Subbasin Runoff Results
Total Rainfall(in) 3.56
Total Runoff(in) 3.33
Peak Runoff(cfs) 1.9
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:{POSTCON}.POSTCON:5
Rainfall Intensity Graph
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
s 3
c 2.8
- 2.6 -
c 2.4
ix 2.2
2 -
1.8 -
1.6
1.4 -
1.2
1
0.8
0.6 -
0.4
0.2
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
2.1
2-
1.9-
1.8
1.7
1.6
1.5
1.4
1.3-
N 1.2-
1.1
o 1
-
K 0.9 -
0.8
0.7
0.6
0.5-
0.4
0.3
0.2
0.1
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:6
Input Data
Area(ac) 0.26
Peak Rate Factor 484
Weighted Curve Number 39
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.26 - 39
Composite Area&Weighted CN 0.26 39
Subbasin Runoff Results
Total Rainfall(in) 3.56
Total Runoff(in) 0
Peak Runoff(cfs) 0
Weighted Curve Number 39
Time of Concentration(days hh:mm:ss) 0 00:15:00

Subbasin:{POSTCON}.POSTCON:6
Rainfall Intensity Graph
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
_c 3
c 2.8
- 2.6 -
c 2.4
ix 2.2
2 —
1.8 -
1.6
1.4 -
1.2
1
0.8
0.6
0.4
0.2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.001
0.001-
0.001-
0.001-
0.001
0.001
0.001- - -
0.001
0.001-
-0.001
0 _
w 0.001
0 .
0.000
0.000
0.000 •
0.000- -
0.000
0.000
0.000
0.000 • •
0
0,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:7
Input Data
Area(ac) 0.73
Peak Rate Factor 484
Weighted Curve Number 41.1
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.73 - 41.1
Composite Area&Weighted CN 0.73 41.1
Subbasin Runoff Results
Total Rainfall(in) 3.56
Total Runoff(in) 0.03
Peak Runoff(cfs) 0
Weighted Curve Number 41.1
Time of Concentration(days hh:mm:ss) 0 00:15:00

Subbasin:{POSTCON}.POSTCON:7
Rainfall Intensity Graph
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
s 3
c 2.8
- 2.6 -
c 2.4
ix 2.2
2 -
1.8 -
1.6
1.4 -
1.2
1
0.8
0.6 -
0.4
0.2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.003
0.003: •
0.003: —
0.003
0.003
0.003
0.003
0.003
0.002
0.002 •
-
40.002
w0.002
o .
50.002 - •
0.002
0.002-
0.002 •
0.002
0.002-
0.001-
0.001
0.001 •
0.001-
0.001 .
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:8
Input Data
Area(ac) 0.13
Peak Rate Factor 484
Weighted Curve Number 74.8
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.13 - 74.8
Composite Area&Weighted CN 0.13 74.8
Subbasin Runoff Results
Total Rainfall(in) 3.56
Total Runoff(in) 1.33
Peak Runoff(cfs) 0.22
Weighted Curve Number 74.8
Time of Concentration(days hh:mm:ss) 0 00:15:00

Subbasin:{POSTCON}.POSTCON:8
Rainfall Intensity Graph
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
s 3
c 2.8
- 2.6 -
c 2.4
ix 2.2
2 -
1.8 -
1.6
1.4 -
1.2
1
0.8
0.6 -
0.4 •
0.2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.23
0.22
0.21
0.2-
0.19-
0.18
0.17
0.16
0.15
0.14
0.13
0.12-
g ail-
K 0.1-
0.09
0.08
0.07-
0.06-
0.05-
0.04-
0.03
0.02
0.01-
•
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:9
Input Data
Area(ac) 0.49
Peak Rate Factor 484
Weighted Curve Number 39
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.49 - 39
Composite Area&Weighted CN 0.49 39
Subbasin Runoff Results
Total Rainfall(in) 3.56
Total Runoff(in) 0
Peak Runoff(cfs) 0
Weighted Curve Number 39
Time of Concentration(days hh:mm:ss) 0 00:15:00

Subbasin:{POSTCON}.POSTCON:9
Rainfall Intensity Graph
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
s 3
c 2.8
- 2.6 -
c 2.4
ix 2.2
2 -
1.8 -
1.6
1.4 -
1.2
1
0.8
0.6
0.4
0.2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.001
c5
U
•
C
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Mnimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (8) (ft) (ft) (82) (in)
1 SITE-JUNCTION 3067.78 3080.00 12.22 0.00 -3067.78 0.00 -3080.00 0.00 0.00
2 UST-OUTLET 3067.95 3080.00 12.05 0.00 -3067.95 0.00 -3080.00 0.00 0.00

Junction Results
SN Element Peak Peak Iv1axHGL IvfaxHGL Max Mn Average HGL Average HGL Time of Time of Total Total lime
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth lvhxHGL Peak Flooded Hooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 SITE-JUNCTION 7.89 0.74 3068.75 0.97 0.00 11.25 3067.83 0.05 0 11:56 0 00:00 0.00 0.00
2 UST-OUTLET 7.56 0.00 3069.04 1.09 0.00 10.96 3067.99 0.04 0 11:56 0 00:00 0.00 0.00

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) N (m) (m) (cfs)
1 PIPE-6 27.40 3067.95 0.00 3067.78 0.00 0.17 0.6100 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 VIRTUAL OUIFALL LINK 36.90 3067.68 -0.10 3067.50 0.06 0.18 0.4900 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SNElement Peak Time of Design Flow PeakFlow/ Peak Flow Travel PeakFlow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 PIPE-6 7.55 0 11:56 44.99 0.17 3.55 0.13 1.02 0.34 0.00 Calculated
2 VIRTUAL OUIFALL INK 7.88 0 11:56 50.71 0.16 4.56 0.13 0.88 0.29 0.00 Calculated

Storage Nodes
Storage Node:UST-SAND
Input Data
Invert Elevation(It) 3067.95
Max(Rim)Elevation(ft) 3080.00
Max(Rim)Offs et(&) 12.05
Initial Water Elevation(ft) 3069.95
Initial Water Depth(ft) 2.00
Ponded Area(fP) 0.00
Evaporation Loss 0.00
Storage Area Volume Curves
Storage Curve:SAND
Stage Storage Storage
Area Volume
(g) (PP) (ft')
0 0 0
2 0 0
2.01 770 3.85
5.6 770 2768.15
5.7 1 2806.7
10 1 2811

Storage Area Volume Curves
Storage Volume(ft3)
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800
9.8. -..................i.....................i......................................................................................................................................... ........... ............ ........... ............ ......_._. -9.8
9.6=................................................................................................................................................................................... ........... ........... ........... ............ ............ 9.6
9.4_.....................i.....................i.........................................}...................._....................}...................._.........................................i..................................... ........... ............ ............ 9.4
9.2......................................................................................................................................................................................................... ........... ............ ............ 9.2
9=..........................................i.....................>........................................>........................................b. ............ ............ ........... ............ ........... ............ ............ 9
8.8:........................................................................................................................................................................................ ........... ............ ........... ............ ................. 7.8.8
8.6.......................................................................................................................................................................................................... ............ ........... ............ ................. 8.6
8.4_.....................i..........................................<.........................................>......................................................... ............ ........... ............ ........... ............ ................ _8.4
8.2-....................... .......... ........... ............ ........... ............ ................ _8.2
8 .....................:.....................i.....................>........................................>....................f. ............ ............ ............ ........... ............ ........... ............ ................ _8
7.8_.....................i..........................................d....................e....................d....................>................ ............ ............ ............ ............ ........... ............ ................ -7.8
7.6: i..................._i.....................................................................................................i..................................... ............ ............ ............ ............ ..................:7.6
7.4.......................................................................................................................................................................................................... _
7.2 ....................... ............ ............ ............ ............ ........... ............ i.. ................ =7.2
7 .....................i.....................i.....................>........................................>.........................................>. ............ ............ ........... ............ ........... ............ ................ =7
6.8................................................................................................................................................................ ............ ........... ............ ........... ............ ..................-6.8
6.6_.....................i.....................i....................._........................................_........................................?.........................................i..................................... ........... ............ .................-6.6
6.4_.....................i................................................................................................................................................................................... ............ ........... ............ .................._6.4
•
•
6.2_................................................................_........................................_........................................_......................................................... ............ ........... ............ ................._6.2
g_....................?..................._............................................................................................................................................_1..................._..................._................ ............ ................._6•
•
•
5.8. ............................................................................................................................................................................................................................. ............ ............ ..................:5.8
5.6 ...................................._......................_...................._........................................_...................._...................._................ ............ ............ 5.6
5.4 ...............i.....................i........................................._........................................_........................................_................ ........... ........... ............. 5.4 r
5.2 ...............i.....................i.................................................................................a................ ............ ............ ........... ............ ........... ....... ............. 7.5.2
rn rn
v) 4.6_.i.....................i.....................i..................................................................................................................... ............. •
............ ............ ........... ............ i.. ............ .4.6 )
4.4:i.....................i.....................i.....................>........................................>......................................................... ........ ............ ............ ............ -4.4
4.2: ...................... : 4. ? .......... 4. ............ ... ..... ............ ............ ........... ............ i.. ............ ..4.2
q= ......................................._i.............................................................d. ............ ............ ............ ............ =q
3.8: ....................... ............ ............ ............ ........... ............ =3.8
3.6=......................i......................................................................................................3 .......................................................i................ ............ ........... ............ ............ =3.6
3.4=.i..........................................i.....................a............................................ ..........>................ i.. ............ ............ ........... ............ ........... ............ ............ =3.4
3.2 .._..................i.....................i......................................._i.......... .....a....................i....................i................. ............ ........... ............ ........... ............ i.. ............ :3.2
3 _........................................................_............... ...................._........................................_.........................................i..................................... =3
2.8 ................i.....................i..................... ................................................................................................................ ............ ............ ........... ............ ............ . =2.8
2.6 _..............i.....................i... ................................................................................................................................ ........... ............ ........... ............ ............ =2.6
2.4=......................i......... .......i.....................?........................................_.................................................................................i..................._i................ ............ ............ ............ =2.4
2.2: .............. .............................................................................................................................................................. ............ ............ ............ ............ ............ .2.2
2=' =2
1.8.......................i.....................i........................................................................................................................._................ ............ ............ ........... ............ ............ ...1.8
1.6.......................i.....................i.............................................................................................................................................................. ..-1.6
1.4-.....................1. ............ ............ ........... ............ ........... ............ ............ 4._1.4
1.2_......................i..................._i .. . ...................... ................_ ..................b.................._4............... ............ ........... ............ ........... ............ •:1.2
1_......................:.....................i.............................................................. ............ ............ ............ ............ ........... ............ ........... ............ t. ............ _1
0.8........................ _0.8
0.6:.....................I..................._i.....................>............................................................................. ............ ............ ............ ............ ............ ............ ............ -0.6
0.4.......................i.......................................................................................................................................... ............ ............ ........... ........... ............ ............ :0.4
0.2.......................i. ...................a. .......... ............ ............ ............ ............ ............ ............ =0.2
0_.....................i..................._:.........................................<....................l.....................4.....................>. ............ ............ ............ ............ ............ ............ ............ _0
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
Storage Area MI
- Storage Area - Storage Volume

Storage Node:UST-SAND(continued)
Outflow Weirs
SN Element Weir Hap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 FM-SPI LWAY Trapezoidal No 3072.70 4.75 10.00 0.91 3.33
Output Summary Results
Peak Inflow(cfs) 7.58
Peak Lateral Inflow(cfs) 0
PeakOutflow(cfs) 7.56
Peak&filtration Flow Rate(cfln) 0
MaxHGLElevation Attained(ft) 3073.06
Max HGLDepth Attained(ft) 5.11
Average HGLElevation Attained(ft) 3070.61
Average HGLDepth Attained(ft) 2.66
Time of MixHGLOccurrence(days hh:mm) 0 11:55
Total Ediltration Volume(1000-ft') 0
Total Hooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

Storage Node:UST-SEDIMENT
Input Data
Invert Elevation(ft) 3069.53
Max(Rim)Elevation(ft) 3080.00
Max(Rim)Offset(ft) 10.47
Initial Water Elevation(ft) 3069.95
Initial Water Depth(ft) 0.42
Ponded Area(ft) 0.00
Evaporation Loss 0.00
Storage Area Volume Curves
Storage Curve:SEDMIMENT
Stage Storage Storage
Area Volume
(ft) (ft') (ft')
0 800 0
4 800 3200
4.1 1 3240.05
10 1 3245.95

Storage Area Volume Curves
Storage Volume(ft')
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200
9.8 ... .__ _.. ... ._.. _.._ ...... ..._.._ , :...._9.8
9.6 _..... .....:..........._.......... ........ ....................;..........,...........,...........,.......... ...........,..................._�.....................;..... .. =9.6
9.2= ............................................................................................................................................................................................ _ ......... _ ......... _ ......... ......... ......... =9.2
8.8'--__............................._................5................a................5...............s..................€............. ......... ......... _ ......... _ ......... _ ......... _ ......... ......... ..._._. 7 8.8
8.6-_--_.............................i................................a................a.................................._............................... ......... ......... ......... ......... ......... ......... ......_. _-8.6
8.4=___...............................>.................>.................>..............._t..................i............. ......... ......... ......... ......... ......... ......... ......... ......... ......... =8.4
8.2= _.................................>.................t.................t.................t..................i............. ......... ......... ......... ......... ......... ......... ......... ......... ......_. =8.2
8 _...............i...................................s................................_+ ......... ........ ......... ......... ......... ......... .........H. ......... f........... ......... I.. ......_. =8
7.8= ..................................4..............._t.................t.................a................_.............. ......... ......... ......... ......... ......... ......... ......... ......... ......._ =7.8
7.6= .............._....................................................................................._i................_................_.............. ......... ......... ......... ......... ......... ......... ......... _7.6
7.4= _.................................................................a..............s.................................._................................ ......... ......... ......... ......... ......... ......... ......_. 7 7.4
7.2= ..................................>.................t.................t.................t............................... ......... ......... ......... ......... ......... ......... ft......... ......... ......... =7.2
6.8=--_..........._................._.................................a................a....................................i............. ......... ......... ......... _ ......... ......... ......... ......... ......... -6.8
6.6-..................................................._....................................................................................................................... _ ......... _ ......... _ ......... _ ......... ......... ......_. -6.6
6.4=___...............................t.................................a................a................s.................................................. ......... ......... ......... ......... ......... ......... ......... .6.4
6.2=-_.................................................._................a................5.......................................................................s.............. _ ......... _ ......... _ ......... _ ......... ......... ......._ _=6.2
gS................_...................._.............................a................................._................_j................_............................... ......... ......... ......... _ ......... ......... ......._ _.._6
5.8 ..................................:.......................................................................................................................................... ......... ......... ......... ......... ......... ......_. =5.8
5.6 _..............._.........._......_................._._....._......._.................__....._......._..........._.._............. ....._.. ......... _ ...._... _ ......... _ ......... _ _....._ ......... ......... 75.6
•
•
•
r 5.4-_--_...........................__................a................a................._................................................ • ......... • ......... _ _ ......... _ ......... • ......... • ..._._. 75.4
i i
..5.2_____..........................._;.................a.................a.................t....................................i..................;..................;..................t............. ......... ......... ......... ......... ......... 75.2 4••=.
o 5--.___...........j.................._................._................a.............................. ........ ......... ........ ......... ......... ......... ......... ......... ......... ......_. -5 o
.....:.....
CO4.6-__...............i..................t.................t.................t.................t.....................................i............. ......... ......... ......... ......... ......... 4........... ......... i.. ......_. CO
4.4=......................................t.................t.................t.................t.................................................. ......... ......... ......... ......... ......... ......... ......... F. ......._ =4.4
4.2 _...................................................>.................t..............._t............. ........ ......... ......... ......... ......... ......... ......... ......... ......... ......._ -4.2
3.8 _... _..............................t..............t..............t...............i...............4.......................... ........ ....... ........ ....... ......_ _..._ -3.8
3.6 ____........................._.............. ............................s.............s...............i...............i................i............... ............s........... ....... ........ _.__.. 73.6
3.4=...__...........i..................t.................t.................t.................t..................i............. ......... ......... ......... ......... ......... ......... .._ ......... ......_. =3.4
3.2-___...........i..................t.................t.................t.................t..................i............. ......... ......... ......... ......... ......... ....... ......... ......... i.. ......... =3.2
..............................._................._................a................a.................1................_................................s.................._............. _ ......... ......... _ ......... ......... ......... -3
•
2.8 1,_................................................................._.................................................................................... ......... .......... ....... ......... ......... ......... ......._ =2.8
2.6=1,_..............................._.................................a...................................i....................................i.............. ......... .... ......... ......... ......... ......... ......._ =2.6
2.4=.,...................................................>..................................t................_............................................................... .. ......... ......... ......... ......... ......... ......._ =2.4
2.2=,..................................._..................................................................................................................... ......... _ ......... _ ......... _ ......... _ ......... ......... ......... =2.2
1.8_1,_............._................._................._...................................................5..................i ....... ......... ......... _ ......... _ ......... _ ......... _ ......... ......... ......_. _1.8
1.6',___..........................._......................................................................... ........ ......... ......... ......... ......... ......... ......... ......_. =1.6
1.4_.,__...............................t.................t.................t..............._t........ ......... ......... ......... ......... ......... ......... ......... ......... ......... =1.4
1.2=.__..............................._..................t.................t.........._. _.................i................_i............. ......... ......... ......... ......... ......... ......... ......... i.. ......_. =1.2
•
0.8=.,...................................;.................. ............t.................t..................i............. ......... ......... ......... t. ......... ......... ......._ -0.8
0.4 . .............i............................i...............i...............i...............i............ ........ ....... ........ ....... ........ ....... .. .. 70.4
0.2 .. ... ....... -0.2
0 - __. _. _.. _._. ___. _.__ ,._. __.... _..-0
0 50 100 150 200 250 300 350 400 '450 '500 '550 '600 650 700 750 800
Storage Area(ft')
- Storage Area - Storage Volume 1

Storage Node:UST-SIDIlVIENT(continued)
Outflow Orifices
SN Element Orifice Orifice Hap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (m) (in) (fl)
1 UST-CONNECTOR Side CIRCULAR No 36.00 3069.95 0.61
Output Summary Results
Peak Inflow(cfs) 7.66
Peak Lateral Inflow(cfs) 7.66
PeakOutflow(cfs) 7.58
Peak Exfltration Flow Rate(cfin) 0
MtxHGLElevation Attained(ft) 3073.11
Mix HGLDepth Attained(ft) 3.58
Average HGLElevation Attained(ft) 3070.61
Average HGLDepth Attained(ft) 1.08
Time of MaxHGLOccurrence(days hh:mm) 0 11:55
TotalExfiltration Volume(1000-ft3) 0
Total Hooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

Post-construction 100 Year, 24 Hour
BREC, P.A. Twin Oaks Landscaping

Project Description
File Name POST-CON ROUDNG UNDERGROUND-V3.SPF
Description Folders\PROJECTS\BREC\PROJECTS\443 TOMMY REECE443003
2024 OFFICEPRODUCTION DWGS\4430032024 C100.dwg
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologylWthod SCS TR 55
Time of Concentration(TOC)1VEthod User-Defined
Link Routing Ivtthod Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(ay Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:00:05 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
QtY
Rain Gages 1
Subbasins 11
Nodes 5
Junctions 2
Outfalls 1
Flow Diversions 0
Inlets 0
Storage Nodes 2
Links 5
Channels 0
Pipes 2
Pumps 0
Orifices 1
Weirs 1
Outlets 1
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 FOSCOE Time Series 100YR24HR Cumulative inches North Carolina Avery 100.00 10.30 SCS Type II24-hr

Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1{POSTCON}.POSTCON:1 0.61 484.00 98.00 10.30 10.06 6.14 8.25 0 00:05:00
2{POSTCON}.POSTCON:10 0.52 484.00 60.90 10.30 5.27 2.71 2.97 0 00:20:00
3{POSTCON}.POSTCON:11 0.41 484.00 62.60 10.30 5.50 2.26 2.80 0 00:15:00
4{POSTCON}.POSTCON:2 0.20 484.00 98.00 10.30 10.06 2.03 2.78 0 00:05:00
5{POSTCON}.POSTCON:3 0.19 484.00 98.00 10.30 10.06 1.87 2.52 0 00:05:00
6{POSTCON}.POSTCON:4 0.25 484.00 98.00 10.30 10.06 2.47 3.30 0 00:05:00
7{POSTCON}.POSTCON:5 0.41 484.00 98.00 10.30 10.06 4.11 5.56 0 00:05:00
8{POSTCON}.POSTCON:6 0.26 484.00 39.00 10.30 2.25 0.59 0.65 0 00:15:00
9{POSTCON}.POSTCON:7 0.73 484.00 41.10 10.30 2.54 1.85 2.10 0 00:15:00
10{POSTCON}.POSTCON:8 0.13 484.00 74.80 10.30 7.13 0.95 1.17 0 00:15:00
11{POSTCON}.POSTCON:9 0.49 484.00 39.00 10.30 2.25 1.11 1.22 0 00:15:00

Node Summary
SNElement Element Invert Ground/Rim Initial Surcharge Ponded Peak IvfaxHGL Mix Mn Time of Total Total Tune
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (IV) (c6) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 SITE-JUNCTION Junction 3067.78 3080.00 0.00 0.00 0.00 28.80 3069.92 0.00 10.08 0 00:00 0.00 0.00
2 UST-OUTLET Junction 3067.95 3080.00 0.00 0.00 0.00 22.37 3070.24 0.00 9.76 0 00:00 0.00 0.00
3 OUTFACE Outfall 3067.44 28.78 3067.44
4 UST-SAND Storage Node 3067.95 3080.00 3069.95 0.00 22.42 3073.44 0.00 0.00
5 UST-SEDIMENT Storage Node 3069.53 3080.00 3069.95 0.00 22.39 3073.85 0.00 0.00

Link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Ivfinning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity DesignFlow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (8) (8) (%) (in) (cfs) (cfs) (ft/sec) (11) (min)
1 PIPE-6 Pipe UST-OUTLET SHE-JUNCTION 27.40 3067.95 3067.78 0.6100 36.000 0.0150 22.32 44.99 0.50 4.07 2.21 0.74 0.00 Calculated
2 VIRTUAL.OUIFALL LINK Pipe SITE-JUNCTION OUIFALL 36.90 3067.68 3067.50 0.4900 36.000 0.0150 28.78 50.71 0.57 6.19 1.88 0.63 0.00 Calculated
3 UST-CONNECTOR Orifice UST-SIDIIvFNT UST-SAND 3069.53 3067.95 36.000 22.42
4 SAND Outlet UST-SAND UST-OUTLET 3067.95 3067.95 0.10
5 FM-SPILLWAY Weir UST-SAND UST-OUTLET 3067.95 3067.95 22.27

Subbasin Hydrology
Subbasin:{POSTCON}.POSTCON:1
Input Data
Area(ac) 0.61
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
-
0.61 - 98
Composite Area&Weighted CN 0.61 98
Subbasin RunoffRe sults
Total Rainfall(in) 10.3
Total Runoff(in) 10.06
Peak Runoff(cfs) 8.25
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:{POSTCON}.POSTCON:1
Rainfall Intensity Graph
14.5_
14 —
13.5
13
12.5
12
11.5
11_-
10.5
10
9.5_-
9
• 8.5
t 8 ,
c
7.5
m 7
6.5
Ce 6
5.5
5
4.5_
4
3.5
3
2.5
2
1.5
1
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
9
8.5-
8-
7.5
7-
65-
6
5.5 -
w 5
0 .
4.5
0
c
• 4_
3.5
3
2.5
2
1.5
1
0.5
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:10
Input Data
Area(ac) 0.52
Peak Rate Factor 484
Weighted Curve Number 60.9
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.52 - 60.9
Composite Area&Weighted CN 0.52 60.9
Subbasin Runoff Results
Total Rainfall(in) 10.3
Total Runoff(in) 5.27
Peak Runoff(cfs) 2.97
Weighted Curve Number 60.9
Time of Concentration(days hh:mm:ss) 0 00:20:00

Subbasin:{POSTCON}.POSTCON:10
Rainfall Intensity Graph
15.5
15 -
14.5
14 -
13.5
13
12.5
12
11.5
11
10.5_-
10_-
9.5
s
9
c 8.5
8-
m- 7.5-
c 7-
ce 6.5
6-
5.5-
5-
4.5
4
3.5
3
2.5
2
1.5
1
0.5
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
3.1
3
2.9
2.8
2.7
2.6 -
2.5
2.4
2.3
2.2
2.1
2
1.9
- 1.8
1.7
1.6
0 1.5
z 1.4
• 1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:11
Input Data
Area(ac) 0.41
Peak Rate Factor 484
Weighted Curve Number 62.6
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.41 - 62.6
Composite Area&Weighted CN 0.41 62.6
Subbasin Runoff Results
Total Rainfall(in) 10.3
Total Runoff(in) 5.5
Peak Runoff(cfs) 2.8
Weighted Curve Number 62.6
Time of Concentration(days hh:mm:ss) 0 00:15:00

Subbasin:{POSTCON}.POSTCON:11
Rainfall Intensity Graph
15.5 15 -
14.5
14 -
13.5
13
12.5
12_
11.5
11
10.5_-
10_-
9.5_
_c
9
c 8.5
8-
m 7.5-
c 7-
ce 6.5
6-
5.5-
5-
4.5
4
3.5_
3
2.5
2
1.5
1
0.5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
2.9
2.8-
2.7
2.6
2.5 2.4
2.3
2.2-
2.1-
2-
1.9_
1.8
1.7
1 1.6
U
0 1.4-
c
1.3
K
1.2
1.1-
1
0.9
0.8_
0.7
0.6_
0.5
0.4
0.3-
0.2
0.1
•
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:2
Input Data
Area(ac) 0.2
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.2 - 98
Composite Area&Weighted CN 0.2 98
Subbasin Runoff Results
Total Rainfall(in) 10.3
Total Runoff(in) 10.06
Peak Runoff(cfs) 2.78
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:{POSTCON}.POSTCON:2
Rainfall Intensity Graph
15.5
15 -
14.5
14 -
13.5
13
12.5
12
11.5
11
10.5_-
10_-
9.5
_c
9
c 8.5
8-
m 7.5-
c 7-
ce 6.5
6-
5.5-
5-
4.5
4
3.5
3
2.5
2
1.5
1
0.5
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
2.9
2.8-
2.7
2.6
2.5 2.4
2.3
2.2-
2.1
2-
1.9
1.8
1.7
1 1.6
U
0 1.4-
c
• 1.3
K
1.1-
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3-
0.2
0.1
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:3
Input Data
Area(ac) 0.19
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.19 - 98
Composite Area&Weighted CN 0.19 98
Subbasin Runoff Results
Total Rainfall(in) 10.3
Total Runoff(in) 10.06
Peak Runoff(cfs) 2.52
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:{POSTCON}.POSTCON:3
Rainfall Intensity Graph
15.5 15 -
14.5
14 -
13.5
13
12.5
12_
11.5
11
10.5_-
10_-
9.5
_c
9
c 8.5
8-
m 7.5-
c 7-
ce 6.5
6-
5.5-
5-
4.5
4
3.5_
3
2.5
2
1.5
1
0.5
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
2.7
2.6-
2.5
2.4-2.3
2.2
2.1- - -
2
1.9
1.8
1.7
1.6-
m 1.5-
U
1.4
o
c 1.3
• 1.2
1.1
1
0.9
0.8 0.7 -
0.6-
0.5
0.4
0.3
0.2
0.1
. I
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:4
Input Data
Area(ac) 0.25
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.25 - 98
Composite Area&Weighted CN 0.25 98
Subbasin Runoff Results
Total Rainfall(in) 10.3
Total Runoff(in) 10.06
Peak Runoff(cfs) 3.3
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:{POSTCON}.POSTCON:4
Rainfall Intensity Graph
15.5_
15 —
14.5
14 —
13.5
13
12.5
12
11.5
11
10.5 10 -
9.5 —
9
_c
c 8.5
m 7.5
c 7-
ce
6.5-
6-
5.5.
5 ,
4.5
4
3.5
3
2.5
2
1.5
1
0.5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
3.6
3.4-
3.2-
3
2.8-
2.6 - - -
2.4
2.2 U -
m 2 - - -
.
w 1.8
0
c
1.4
1.2
0.8 - - -
0.6
0.4
0.2
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:5
Input Data
Area(ac) 0.41
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.41 - 98
Composite Area&Weighted CN 0.41 98
Subbasin Runoff Results
Total Rainfall(in) 10.3
Total Runoff(in) 10.06
Peak Runoff(cfs) 5.56
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:{POSTCON}.POSTCON:5
Rainfall Intensity Graph
15.5
15 -
14.5
14 -
13.5
13
12.5
12
11.5
11
10.5_-
10_-
9.5
s
9
c 8.5
8-
m 7.5-
c 7-
ce 6.5
6-
5.5-
5-
4.5
4
3.5
3
2.5
2
1.5
1
0.5
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
6.2
6
5.8
5.6
5.4
5.2 -
5
4.8
4.6
4.4
4.2
4
3.8- 3.6
3.4
3.2
O 3
o 2.8
• 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.42
O 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:6
Input Data
Area(ac) 0.26
Peak Rate Factor 484
Weighted Curve Number 39
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.26 - 39
Composite Area&Weighted CN 0.26 39
Subbasin Runoff Results
Total Rainfall(in) 10.3
Total Runoff(in) 2.25
Peak Runoff(cfs) 0.65
Weighted Curve Number 39
Time of Concentration(days hh:mm:ss) 0 00:15:00

Subbasin:{POSTCON}.POSTCON:6
Rainfall Intensity Graph
15.5_
15 —
14.5
14 —
13.5
13
12.5
12
11.5
11
10.5 10 -
9.5 —
9
s
c 8.5
8
m 7.5
c
' 7-
m
ce 6.5-
6-
5.5.
5 ,
4.5
4
3.5
3
2.5
2
1.5
1
0.5
•
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
0.7
0.65
0.6-
0.55-
0.5
- - -
0.45-
m 0.4-
U -
w 0.35
0
c
0.3
0.25
0.2
0.15
0.1
0.05
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:7
Input Data
Area(ac) 0.73
Peak Rate Factor 484
Weighted Curve Number 41.1
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.73 - 41.1
Composite Area&Weighted CN 0.73 41.1
Subbasin Runoff Results
Total Rainfall(in) 10.3
Total Runoff(in) 2.54
Peak Runoff(cfs) 2.1
Weighted Curve Number 41.1
Time of Concentration(days hh:mm:ss) 0 00:15:00

Subbasin:{POSTCON}.POSTCON:7
Rainfall Intensity Graph
15.5
15 —
14.5
14 —
13.5
13
12.5
12
11.5
11
10.5_-
10_-
9.5
s
9
c 8.5
8—
m 7.5—
c 7-
ce 6.5
6-
5.5-
5-
4.5
4
3.5
3
2.5
2
1.5
1
0.5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
2.3
2.2
2.1-
2
1.9
1.8
1.7
1.6-
1.5
1.4
1.3-
1.2
g 1.1
K 1
0.9
0.7
0.6
0.5-
0.4-
0.3-
0.2-
0.1
•
0 5 10 15 200 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:8
Input Data
Area(ac) 0.13
Peak Rate Factor 484
Weighted Curve Number 74.8
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.13 - 74.8
Composite Area&Weighted CN 0.13 74.8
Subbasin Runoff Results
Total Rainfall(in) 10.3
Total Runoff(in) 7.13
Peak Runoff(cfs) 1.17
Weighted Curve Number 74.8
Time of Concentration(days hh:mm:ss) 0 00:15:00

Subbasin:{POSTCON}.POSTCON:8
Rainfall Intensity Graph
15.5
15 —
14.5
14 —
13.5
13
12.5
12
11.5
11
10.5_-
10_-
9.5
_c
9
c 8.5
8—
m 7.5—
c 7-
ce 6.5
6-
5.5-
5-
4.5
4
3.5
3
2.5
2
1.5
1
0.5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
1.25
1.2
1.15:
1.1
1.05-
1
0.95
0.9
0.85
0.8-
0.75
m 0.7-
c-2-0.65-
0 0.6
c
0.55
0.5-
0.45-
0.4-
0.35_
0.3
0.25
0.2
0.15-
0.1
0.05 •
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Subbasin:{POSTCON}.POSTCON:9
Input Data
Area(ac) 0.49
Peak Rate Factor 484
Weighted Curve Number 39
Rain Gage ID FOSCOE
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
0.49 - 39
Composite Area&Weighted CN 0.49 39
Subbasin Runoff Results
Total Rainfall(in) 10.3
Total Runoff(in) 2.25
Peak Runoff(cfs) 1.22
Weighted Curve Number 39
Time of Concentration(days hh:mm:ss) 0 00:15:00

Subbasin:{POSTCON}.POSTCON:9
Rainfall Intensity Graph
15.5
15 -
14.5
14 -
13.5
13
12.5
12
11.5
11
10.5_-
10_-
9.5
9
s
c 8.5
8-
m 7.5-
c 7-
ce 6.5
6-
5.5-
5-
4.5
4
3.5
3
2.5
2
1.5
1
0.5
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)
Runoff Hydrograph
1.3
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
0.85
0.8
Co
0.75
0.7
o'- 0.65
0.6
K 0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
Look
0.05
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time(hrs)

Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Mnimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (8) (ft) (ft) (82) (in)
1 SITE-JUNCTION 3067.78 3080.00 12.22 0.00 -3067.78 0.00 -3080.00 0.00 0.00
2 UST-OUTLET 3067.95 3080.00 12.05 0.00 -3067.95 0.00 -3080.00 0.00 0.00

Junction Results
SN Element Peak Peak Iv1axHGL IvfaxHGL Max Mn Average HGL Average HGL Time of Time of Total Total lime
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth IvhxHGL Peak Flooded Hooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 SITE-JUNCTION 28.80 10.79 3069.92 2.14 0.00 10.08 3067.87 0.09 0 11:56 0 00:00 0.00 0.00
2 UST-OUTLET 22.37 0.00 3070.24 2.29 0.00 9.76 3068.02 0.07 0 11:55 0 00:00 0.00 0.00

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) N (m) (m) (cfs)
1 PIPE-6 27.40 3067.95 0.00 3067.78 0.00 0.17 0.6100 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 VIRTUAL OUIFALL LINK 36.90 3067.68 -0.10 3067.50 0.06 0.18 0.4900 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SN Element Peak Time of Design Flow PeakFlow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (man) (ft) (min)
1 PIPE-6 22.32 0 11:55 44.99 0.50 4.07 0.11 2.21 0.74 0.00 Calculated
2 VIRTUAL OUIFALL LINK 28.78 0 11:56 50.71 0.57 6.19 0.10 1.88 0.63 0.00 Calculated

Storage Nodes
Storage Node:UST-SAND
Input Data
Invert Elevation(It) 3067.95
Max(Rim)Elevation(ft) 3080.00
Max(Rim)Offs et(&) 12.05
Initial Water Elevation(ft) 3069.95
Initial Water Depth(ft) 2.00
Ponded Area(fP) 0.00
Evaporation Loss 0.00
Storage Area Volume Curves
Storage Curve:SAND
Stage Storage Storage
Area Volume
(g) (PP) (ft')
0 0 0
2 0 0
2.01 770 3.85
5.6 770 2768.15
5.7 1 2806.7
10 1 2811

Storage Area Volume Curves
Storage Volume(ft3)
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800
9.8. -..................i.....................i......................................................................................................................................... ........... ............ ........... ............ ......_._. -9.8
9.6=................................................................................................................................................................................... ........... ........... ........... ............ ............ 9.6
9.4_.....................i.....................i.........................................}...................._....................}...................._.........................................i..................................... ........... ............ ............ 9.4
9.2......................................................................................................................................................................................................... ........... ............ ............ 9.2
9=..........................................i.....................>........................................>........................................b. ............ ............ ........... ............ ........... ............ ............ 9
8.8:........................................................................................................................................................................................ ........... ............ ........... ............ ................. 7.8.8
8.6.......................................................................................................................................................................................................... ............ ........... ............ ................. 8.6
8.4_.....................i..........................................<.........................................>......................................................... ............ ........... ............ ........... ............ ................ _8.4
8.2-....................... .......... ........... ............ ........... ............ ................ _8.2
8 .....................:.....................i.....................>........................................>....................f. ............ ............ ............ ........... ............ ........... ............ ................ _8
7.8_.....................i..........................................d....................e....................d....................>................ ............ ............ ............ ............ ........... ............ ................ -7.8
7.6: i..................._i.....................................................................................................i..................................... ............ ............ ............ ............ ..................:7.6
7.4.......................................................................................................................................................................................................... _
7.2 ....................... ............ ............ ............ ............ ........... ............ i.. ................ =7.2
7 .....................i.....................i.....................>........................................>.........................................>. ............ ............ ........... ............ ........... ............ ................ =7
6.8................................................................................................................................................................ ............ ........... ............ ........... ............ ..................-6.8
6.6_.....................i.....................i....................._........................................_........................................?.........................................i..................................... ........... ............ .................-6.6
6.4_.....................i................................................................................................................................................................................... ............ ........... ............ .................._6.4
•
•
6.2_................................................................_........................................_........................................_......................................................... ............ ........... ............ ................._6.2
g_....................?..................._............................................................................................................................................_1..................._..................._................ ............ ................._6•
•
•
5.8. ............................................................................................................................................................................................................................. ............ ............ ..................:5.8
5.6 ...................................._......................_...................._........................................_...................._...................._................ ............ ............ 5.6
5.4 ...............i.....................i........................................._........................................_........................................_................ ........... ........... ............. 5.4 r
5.2 ...............i.....................i.................................................................................a................ ............ ............ ........... ............ ........... ....... ............. 7.5.2
rn rn
v) 4.6_.i.....................i.....................i..................................................................................................................... ............. •
............ ............ ........... ............ i.. ............ .4.6 )
4.4:i.....................i.....................i.....................>........................................>......................................................... ........ ............ ............ ............ -4.4
4.2: ...................... : 4. ? .......... 4. ............ ... ..... ............ ............ ........... ............ i.. ............ ..4.2
q= ......................................._i.............................................................d. ............ ............ ............ ............ =q
3.8: ....................... ............ ............ ............ ........... ............ =3.8
3.6=......................i......................................................................................................3 .......................................................i................ ............ ........... ............ ............ =3.6
3.4=.i..........................................i.....................a............................................ ..........>................ i.. ............ ............ ........... ............ ........... ............ ............ =3.4
3.2 .._..................i.....................i......................................._i.......... .....a....................i....................i................. ............ ........... ............ ........... ............ i.. ............ :3.2
3 _........................................................_............... ...................._........................................_.........................................i..................................... =3
2.8 ................i.....................i..................... ................................................................................................................ ............ ............ ........... ............ ............ . =2.8
2.6 _..............i.....................i... ................................................................................................................................ ........... ............ ........... ............ ............ =2.6
2.4=......................i......... .......i.....................?........................................_.................................................................................i..................._i................ ............ ............ ............ =2.4
2.2: .............. .............................................................................................................................................................. ............ ............ ............ ............ ............ .2.2
2=' =2
1.8.......................i.....................i........................................................................................................................._................ ............ ............ ........... ............ ............ ...1.8
1.6.......................i.....................i.............................................................................................................................................................. ..-1.6
1.4-.....................1. ............ ............ ........... ............ ........... ............ ............ 4._1.4
1.2_......................i..................._i .. . ...................... ................_ ..................b.................._4............... ............ ........... ............ ........... ............ •:1.2
1_......................:.....................i.............................................................. ............ ............ ............ ............ ........... ............ ........... ............ t. ............ _1
0.8........................ _0.8
0.6:.....................I..................._i.....................>............................................................................. ............ ............ ............ ............ ............ ............ ............ -0.6
0.4.......................i.......................................................................................................................................... ............ ............ ........... ........... ............ ............ :0.4
0.2.......................i. ...................a. .......... ............ ............ ............ ............ ............ ............ =0.2
0_.....................i..................._:.........................................<....................l.....................4.....................>. ............ ............ ............ ............ ............ ............ ............ _0
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
Storage Area MI
- Storage Area - Storage Volume

Storage Node:UST-SAND(continued)
Outflow Weirs
SN Element Weir Hap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 FM-SPI LWAY Trapezoidal No 3072.70 4.75 10.00 0.91 3.33
Output Summary Results
Peak Inflow(cfs) 22.42
Peak Lateral Inflow(cfs) 0
PeakOutflow(cfs) 22.37
Peak Fxflltration Flow Rate(cfln) 0
MaxHGLElevation Attained(ft) 3073.44
Max HGLDepth Attained(ft) 5.49
Average HGLElevation Attained(ft) 3070.78
Average HGLDepth Attained(ft) 2.83
Time of MixHGLOccurrence(days hh:mm) 0 11:55
Total Ediltration Volume(1000-ft') 0
Total Hooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Tune(sec) 0

Storage Node:UST-SEDIMENT
Input Data
Invert Elevation(ft) 3069.53
Max(Rim)Elevation(ft) 3080.00
Max(Rim)Offset(ft) 10.47
Initial Water Elevation(ft) 3069.95
Initial Water Depth(ft) 0.42
Ponded Area(ft) 0.00
Evaporation Loss 0.00
Storage Area Volume Curves
Storage Curve:SEDMIMENT
Stage Storage Storage
Area Volume
(ft) (ft') (ft')
0 800 0
4 800 3200
4.1 1 3240.05
10 1 3245.95

Storage Area Volume Curves
Storage Volume(ft')
0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 3,000 3,200
9.8 ... .__ _.. ... ._.. _.._ ...... ..._.._ , :...._9.8
9.6 _..... .....:..........._.......... ........ ....................;..........,...........,...........,.......... ...........,..................._�.....................;..... .. =9.6
9.2= ............................................................................................................................................................................................ _ ......... _ ......... _ ......... ......... ......... =9.2
8.8'--__............................._................5................a................5...............s..................€............. ......... ......... _ ......... _ ......... _ ......... _ ......... ......... ..._._. 7 8.8
8.6-_--_.............................i................................a................a.................................._............................... ......... ......... ......... ......... ......... ......... ......_. _-8.6
8.4=___...............................>.................>.................>..............._t..................i............. ......... ......... ......... ......... ......... ......... ......... ......... ......... =8.4
8.2= _.................................>.................t.................t.................t..................i............. ......... ......... ......... ......... ......... ......... ......... ......... ......_. =8.2
8 _...............i...................................s................................_+ ......... ........ ......... ......... ......... ......... .........H. ......... f........... ......... I.. ......_. =8
7.8= ..................................4..............._t.................t.................a................_.............. ......... ......... ......... ......... ......... ......... ......... ......... ......._ =7.8
7.6= .............._....................................................................................._i................_................_.............. ......... ......... ......... ......... ......... ......... ......... _7.6
7.4= _.................................................................a..............s.................................._................................ ......... ......... ......... ......... ......... ......... ......_. 7 7.4
7.2= ..................................>.................t.................t.................t............................... ......... ......... ......... ......... ......... ......... ft......... ......... ......... =7.2
6.8=--_..........._................._.................................a................a....................................i............. ......... ......... ......... _ ......... ......... ......... ......... ......... -6.8
6.6-..................................................._....................................................................................................................... _ ......... _ ......... _ ......... _ ......... ......... ......_. -6.6
6.4=___...............................t.................................a................a................s.................................................. ......... ......... ......... ......... ......... ......... ......... .6.4
6.2=-_.................................................._................a................5.......................................................................s.............. _ ......... _ ......... _ ......... _ ......... ......... ......._ _=6.2
gS................_...................._.............................a................................._................_j................_............................... ......... ......... ......... _ ......... ......... ......._ _.._6
5.8 ..................................:.......................................................................................................................................... ......... ......... ......... ......... ......... ......_. =5.8
5.6 _..............._.........._......_................._._....._......._.................__....._......._..........._.._............. ....._.. ......... _ ...._... _ ......... _ ......... _ _....._ ......... ......... 75.6
•
•
•
r 5.4-_--_...........................__................a................a................._................................................ • ......... • ......... _ _ ......... _ ......... • ......... • ..._._. 75.4
i i
..5.2_____..........................._;.................a.................a.................t....................................i..................;..................;..................t............. ......... ......... ......... ......... ......... 75.2 4••=.
o 5--.___...........j.................._................._................a.............................. ........ ......... ........ ......... ......... ......... ......... ......... ......... ......_. -5 o
.....:.....
CO4.6-__...............i..................t.................t.................t.................t.....................................i............. ......... ......... ......... ......... ......... 4........... ......... i.. ......_. CO
4.4=......................................t.................t.................t.................t.................................................. ......... ......... ......... ......... ......... ......... ......... F. ......._ =4.4
4.2 _...................................................>.................t..............._t............. ........ ......... ......... ......... ......... ......... ......... ......... ......... ......._ -4.2
3.8 _... _..............................t..............t..............t...............i...............4.......................... ........ ....... ........ ....... ......_ _..._ -3.8
3.6 ____........................._.............. ............................s.............s...............i...............i................i............... ............s........... ....... ........ _.__.. 73.6
3.4=...__...........i..................t.................t.................t.................t..................i............. ......... ......... ......... ......... ......... ......... .._ ......... ......_. =3.4
3.2-___...........i..................t.................t.................t.................t..................i............. ......... ......... ......... ......... ......... ....... ......... ......... i.. ......... =3.2
..............................._................._................a................a.................1................_................................s.................._............. _ ......... ......... _ ......... ......... ......... -3
•
2.8 1,_................................................................._.................................................................................... ......... .......... ....... ......... ......... ......... ......._ =2.8
2.6=1,_..............................._.................................a...................................i....................................i.............. ......... .... ......... ......... ......... ......... ......._ =2.6
2.4=.,...................................................>..................................t................_............................................................... .. ......... ......... ......... ......... ......... ......._ =2.4
2.2=,..................................._..................................................................................................................... ......... _ ......... _ ......... _ ......... _ ......... ......... ......... =2.2
1.8_1,_............._................._................._...................................................5..................i ....... ......... ......... _ ......... _ ......... _ ......... _ ......... ......... ......_. _1.8
1.6',___..........................._......................................................................... ........ ......... ......... ......... ......... ......... ......... ......_. =1.6
1.4_.,__...............................t.................t.................t..............._t........ ......... ......... ......... ......... ......... ......... ......... ......... ......... =1.4
1.2=.__..............................._..................t.................t.........._. _.................i................_i............. ......... ......... ......... ......... ......... ......... ......... i.. ......_. =1.2
•
0.8=.,...................................;.................. ............t.................t..................i............. ......... ......... ......... t. ......... ......... ......._ -0.8
0.4 . .............i............................i...............i...............i...............i............ ........ ....... ........ ....... ........ ....... .. .. 70.4
0.2 .. ... ....... -0.2
0 - __. _. _.. _._. ___. _.__ ,._. __.... _..-0
0 50 100 150 200 250 300 350 400 '450 '500 '550 '600 650 700 750 800
Storage Area(ft')
- Storage Area - Storage Volume 1

Storage Node:UST-SIDIlVIENT(continued)
Outflow Orifices
SN Element Orifice Orifice Hap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (m) (in) (ft)
1 UST-CONNECTOR Side CIRCULAR No 36.00 3069.95 0.61
Output Summary Results
Peak Inflow(cfs) 22.39
Peak Lateral Inflow(cfs) 22.39
PeakOutflow(cfs) 22.42
Peak Exflltration Flow Rate(cftn) 0
MaxHGLElevation Attained(ft) 3073.85
Mix HGLDepth Attained(ft) 4.32
Average HGLElevation Attained(ft) 3070.78
Average HGLDepth Attained(ft) 1.25
Time of Max HGLOccurrence(days hh:mm) 0 11:55
Total&xfiltration Volume(1000-1E) 0
Total Hooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0