SW3190901_STORM_CALCS_9/30/2019

DOLLAR GENERAL — SALISBURY / OLD CONCORD RD
HYDROLOGIC AND HYDRAULIC ANALYSIS REPORT
BREC
Prepared By:
Prepared For:
Project Site:
BREC, P.A.
Teramore Development, LLC
TBD Old Concord Rd.
126 Executive Dr., Ste. 220
Joe Strickland, Dir. of Ops., NC
Salisbury, NC 28146
Wilkesboro, NC 28697
214 Klumac Rd., Ste. 101
NCBELS Firm #C-3448
Salisbury, NC 28144
[phone]
[phone]
[e-mail]
[e-mail]
17 September 2019
off' .� E s s,o
SEAL
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= 035736
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iNG C�,v9-
Justin Church, PE
0111111\0\`\
Principal Engineer
BREC, P.A. Dollar General — Salisbury / Old Concord Road

Table of Contents
1.0 General Information........................................................................................ 3
2.0 Methodology................................................................................................... 3
2.1 Curve Number Calculations
2.2 Time of Concentration Calculations
2.3 Rainfall Data
2.4 Hydrology Calculations
2.5 Modified Curve Number Calculations
2.6 Sand Filter Design
2.6.1 Chamber and Filter Sizing
2.6.2 Stage Storage
2.6.3 Underdrain Sizing
2.6.4 Anti -floatation Calculations
3
4
5
5
6
6
7
8
8
9
3.0 Results..........................................................................................................10
Appendix.............................................................................................................11
Pre -construction 1 Year, 24 Hour
Post -construction First Flush
Post -construction 1 Year, 24 Hour
List of Figures
Figure 1 - System Storage of First Flush............................................................10
List of Tables
Table 1 -
Pre -Construction Drainage Area............................................................3
Table 2 -
Post -Construction Drainage Areas........................................................4
Table 3 -
Pre -Construction ToC............................................................................4
Table 4 -
Post -Construction ToC...........................................................................5
Table 5 -
NOAA Rainfall Depths...........................................................................5
Table 6 -
NOAA Rainfall Intensity.........................................................................5
Table 8 -
Modified SCS Curve Numbers...............................................................6
Table 9 -
Sand Filter Maximum Head Table.........................................................7
Table 10
- Sand Filter Stage Storage Table..........................................................8
Table 11
- Pre/Post Construction Discharges.....................................................10
BREC, P.A. Dollar General — Salisbury / Old Concord Road
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 9,100 ft2 Dollar General retail store at the intersection of Old
Concord Road and Heilig Road in Salisbury, NC. Specifically, regulations for this
area require water quality treatment of the first flush (1") storm and water quantity
treatment for peak attenuation of the 1— year, 24 — hour storm to pre -
construction discharge rates.
The subject tract is composed of a partially wooded lot with an existing, unoccupied
residential house and yard area. No jurisdictional features are present on the site.
The site is almost entirely composed of CeB2 soils which are hydrologic soil group
B. Post construction stormwater requirements will be satisfied with an above
ground sand filter which is approved by NCDEQ as a primary stormwater control
measure.
2.0 Methodology
One pre -construction drainage area and six 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 NCDOT drainage pipe in the northwest corner
of the site. All proposed impervious areas are routed to the sand filter for treatment
prior to discharge. Two drainage areas, POST-CON-5 and POST-CON:6, are not
routed to the sand filter due to topographic limitations; however, runoff from these
areas is included in peak attenuation calculations.
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 69 for good grass
coverage (post -construction, maintained), 55 for wooded areas, and 98 for
impervious surfaces in HSG B soils.
For pre -construction drainage areas, the composite curve number is calculated as:
CNcomppre
(Ai,.np x 98 + Agrass x 69 + Awooded x 55)
Atotal
Table 1 - Pre -Construction Drainage Area
Name
Atotal
(acres)
Aimp
acres
Agrass
acres
Awooded
(acres)
CNcomppre
PRE -CON A
6.96
0.90
3.01
3.05
66.9
BREC, P.A. Dollar General — Salisbury / Old Concord Road 3

Name
Atotal
(acres)
Aimp
(acres)
Agrass
acres
Awooded
(acres)
CNcomppost
POST-CON:1+
0.28
0.28
0.00
0.00
98.0
POST-CON:2+
0.20
0.20
0.00
0.00
98.0
POST-CON:3+
0.21
0.21
0.00
0.00
98.0
POST-CON:4+
0.97
0.01
0.52
0.43
58.9
POST-CON:5
4.06
0.68
1.71
1.67
64.7
POST-CON:6
1.21
0.12
0.97
0.12
64.0
For post -construction drainage areas, the composite curve number is calculated
as:
(Ai.p x 98 + Agrass x 61 + Awooded x 55)
CNcompositepost
Atotal
Table 2 - Post -Construction Drainage Areas
+ Routed through sand filter prior to discharge.
2.2 Time of Concentration Calculations
Time of concentration values for vegetated drainage areas were evaluated using
both the lag equation and the FAA equation with a design value selected from the
range produced by these two equations. All majority impervious drainage areas
less than one acre were assigned a design time of concentration value of five
minutes.
lo.s(S + 1)0.7
TclQy(hr) = 1,140V-Y-
l = f low length (f t)
Y = avg. watershed land slope (%)
1,000
S = max. retention potential = (CN ) - 10
(1.8(1.1
TcFAA(mtn) - 1
Y3
c = rational coefficient
Table 3 - Pre -Construction ToC
BREC, P.A. Dollar General - Salisbury / Old Concord Road 4
Name
Length
Slope
Tc-talc
Tc-assumed
t
t
min
min
PRE-CON:1
1085
0.04
25-34
30

Table 4 - Post -Construction ToC
Name
Length
t
Slope
t
Tc—calc
min
Tc-assumed
min
POST-CONA
-
-
-
5
POST-CON:2
-
-
-
5
POST-CON:3
-
-
-
5
POST-CON:4
525
0.07
13-22
15
POST-CON:5
942
0.04
22-29
25
POST-CON:6
630
0.05
15-24
20
2.3 Rainfall Data
Rainfall data was taken from NOAA Atlas 14, Volume 2, Version 3 for Concord,
NC. Rainfall depths for each design storm are summarized below.
Table 5 - NOAA Rainfall Denths
Storm
Rainf all Depth in
First Flush
1.00
1 Year, 24 Hour
2.75
Table 6 - NOAA Rainfall Intensitv
Storm
Rainfall Intensitin hr
10 Year, 5 Min
7.03
2.4 Hydrology Calculations
The water quality volume (WQ„) required to be treated from the first flush was
calculated using the Schueler method outlined in the NCDENR Stormwater BMP
Manual. The Schueler method utilizes the following equations:
R„=0.05+0.9IA
WQ„ = 3630RDRvA
Where IA is the impervious fraction of the drainage area, R„ is a runoff coefficient,
RD is the rainfall depth, A is the drainage area, and WQ„ is the runoff volume. The
following parameters are used for the drainage routed to the sand filter.
Ia = 0.43
R„ = 0.05 + 0.9(0.43) = 0.43
BREC, P.A. Dollar General - Salisbury / Old Concord Road 5

RD = 1.0 inch
A = 1.65 acres
WQ„ = 3,630(1.0)(0.43)(1.65) = 2,600 ft3
W Quadjusted = 0.75WQ„ = 0.75(2,600) = 1,950 f t3
2.5 Modified Curve Number Calculations
To route the WQ„ through the sand filter, 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 + 10R„ — 10 R2 + 1.25R„RD]
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 7 - Modified SCS Curve Numbers
Name
R
CN mod
POST-CONA
0.95
99.57
POST-CON:2
0.95
99.57
POST-CON:3
0.95
99.57
POST-CONA
0.061
78.45
POST-CON:5
0.201
86.08
POST-CON:6
0.141
83.26
2.6 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 and the adjusted water quality volume.
As + Af = W Quadjusted1 Hmax
W Quadjusted _ 1,950 f t3
Based on the calculated WQ„adjusted' the following table summarizes the
acceptable values of As + Af.
BREC, P.A. Dollar General — Salisbury / Old Concord Road 6

Table 8 - Sand Filter Maximum Head Table
Hmax (ft)
As + A f (J t2 )
1.00
1,950
1.25
11560
1.75
1,300
2.001
1,114
Hmax was selected as 1.05 ft based on the available area and resulting sand filter
geometry.
2.6.1 Chamber and Filter Sizing
The minimum sedimentation basin surface area is calculated as:
Afrequired = 240R„RDA = 240(0.43)(1 inch)(1.65 acres) = 172 ft2
Af provided — 1,010 f t2
Asprovied > Afrequired
The minimum filter media area is calculated as:
Where,
WQ„df
Afrequired = k(ha + df)tf
(2,600) (1.5)
(4.0) (0.5 + 1.5) (1.67)
df = media depth (f t)
k = poriosity ft
(day)
ha = average water depth (f t)
tf = minimum dewater time (days)
Afprovided _ 1,000 f t2
Afprovided > Afrequired
= 292 f t2
Verify the combined areas satisfy the minimum requirements for Hmax = 1.05 ft
(Asprovided + Afprovided) Hmax = (1,010 + 1,000)(1.05) = 2,111 > WQuadjusted
BREC, P.A. Dollar General — Salisbury / Old Concord Road
7

2.6.2 Stage Storage
The stage storage relationship for the sand filter is calculated using average end
area values.
Table 9 - Sand Filter Stage Storage Table
Stage
V t)
Elevation
t)
Area
f t2
Sediment Vol
ft3
!
Filter Vol
ft3
!
Total Vol
ft3
!
0
818
2,011
0
0
0
1.0
819
2,988
1,256
1,244
2,500
2.0
820
4,108
3,039
3,009
6,048
3.0
821
5,373
5,421
5,367
10,788.
4.0
822
6,928
8,511
8,427
16,939
At Elevation = 819.05 ft,H,nax = 1.05 ft, WQ„proroided = 2,650 ft3 > WQ„
2.6.3 Underdrain Sizing
Drawdown time is calculated as:
tWQ„df
=
k(ha + df)Afprovided
Discharge rate is calculated as:
_ 2,600(1.5) _
11.5 hours
4.0(0.53 + 1.5)1,000
WQ„ 2,600 f t3
Qunderdrain — t 11.5 0.063 s
After applying a safety factor of 10,
ft3
Qsf = 10Qunderdrain = 0.63
The diameter of a single pipe is calculated as:
Where,
3
D = 16 (nQsfam)
n = Manning's roughness for pipe
S = pipe slope
BREC, P.A. Dollar General - Salisbury / Old Concord Road
N.

3
0.011(0.63) 8
D = 16 = 6.65 inches
0.005
Per Table 1 of Section A-5 of the NCDEQ BMP Manual, use (4) 4 inch pipes.
2.6.4 Anti -floatation Calculations
The outlet structure is a 5.75 ft tall 3 ft x 3 ft precast concrete box with
4 inch walls and a 4.67 ft x 4.67 ft x 0.75 ft bottom. Those dimensions yield the
following volume and mass of the box.
Vboxouter = 3.67 f t x 3.67 f t x 5.75 f t= 77.5 f t3
Vboxinner = 3 f t x 3 f t x 5.75 f t= 51.8 f t3
Vboxbottom = 4.67 x 4.67 x 0.75 = 16.4 f t3
Mbox = (Vboxouter — Vboxinner + Vboxbottom)Pconcrete = (77.5 — 51.8 + 16.4)145
= 6,105 lb
The other volume of concern is the portion of the box exposed to hydraulic forces.
Vboxwater = 3.67 f t x 3.67 f t x 6.50 f t= 87.5 f t3
The buoyant force on the box is defined from the hydraulic forces acting
lb
Fb = VboxwaterPW = 87.5 f t3 x 62.4 ft3 = 5,460 lb
Mbox > Fb
BREC, P.A. Dollar General — Salisbury / Old Concord Road 9

3.0 Results
The first flush (1") storm
storage depth of 0.69 ft.
13.5 hours.
is routed through the sand filter and reaches a max
The water quality volume is discharged over a period of
Figure 1 - System Storage of First Flush
The pre- and post -construction peak runoff rates are summarized below for the
storms requiring peak attenuation.
Table 10 - Pre/Post Construction Discharges
PRE — CONSTRUCTION
POST — CONSTRUCTION
Storm
f t3
)
ft3
(
s
s
1 Year, 24 Hour
2.06
1.54
BREC, P.A. Dollar General — Salisbury / Old Concord Road
10

Appendix
BREC, P.A. Dollar General — Salisbury / Old Concord Road 11

Pre -construction 1 Year, 24 Hour
BREC, P.A. Dollar General — Salisbury / Old Concord Road 12

Project Description
File Name ------------------------------------------------------- PRE-CON-ROUTING.SPF
Description----------------------------------------------------- R:\Shared
Folders\PROJECTS\BREC\PROJ ECTS\316_TERAMORE_DEVELOPM ENT\3160542019_DOLLAR_GEN ERAL_SALI
Project Options
Flow Units -------------------------------------------------------
CFS
Elevation Type
Elevation
Hydrology Method .
SCS TR-55
Time of Concentration (TOC) Method ------------
User -Defined
Link Routing Method
Hydrodynamic
Enable Overflow Ponding at Nodes
YES
Skip Steady State Analysis Time Periods ......
NO
Analysis Options
Start Analysis On .
Aug 20, 2019
00:00:00
End Analysis On .
Aug 22, 2019
00:00:00
Start Reporting On .
Aug 20, 2019
00-00-00
Antecedent Dry Days
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 00:00:15
days hh:mm:ss
Routing Time Step ..........................................
15
seconds
Number of Elements
aty
Rain Gages
1
Subbasins
1
Nodes
1
Junctions
0
Outfalls
1
Flow Diversions
0
Inlets
0
Storage Nodes
0
Links
0
Channels
0
Pipes
0
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 SALISBURY Time Series 1YR-24HR Cumulative inches North Carolina Rowan 1 2.75 SCS Type II 24-hr

Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 {PRE-CON}.PRE-CON : 1 6.91 66.90 2.75 0.46 3.19 2.06 0 00-30-00

Node Summary
SN Element Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min Time of
Total Total Time
ID Type
Elevation (Max)
Water Elevation Area Inflow Elevation Surcharge Freeboard Peak
Flooded Flooded
Elevation Elevation Attained
Depth
Attained Flooding
Volume
Attained
Occurrence
(ft) (ft)
(ft) (ft) (ft') (cfs) (ft)
(ft)
(ft) (days hh:mm)
(ac-in) (min)
1 OUTFALL-1 Outfall
810.05
0.00 0.00

Subbasin Hydrology
Subbasin : (PRE-CON).PRE-CON : 1
Input Data
Area(ac) ..................................................... 6.91
Weighted Curve Number ---------------------------- 66.90
Rain Gage ID ----------------------------------------------- SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
6.91 - 66.90
Composite Area & Weighted CN 6.91 66.90
Subbasin Runoff Results
Total Rainfall (in) ----------------------------------------- 2.75
Total Runoff (in) ------------------------------------------ 0.46
Peak Runoff (cfs)---------------------------------------- 2.06
Weighted Curve Number ............................ 66.90
Time of Concentration (days hh:mm:ss) ..... 0 00:30:00

Subbasin : {PRE-CON}.PRE-CON : 1
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
° 1.8
1.6
1.4
1.2
1
0.8
0.6
04
02
2.2
2.1
2
1.9
1.6
1.7
1.6
1.6
1.4
1.3
1.2
w 1.1
0
1
O✓
0.9
0.8
0.7
0.6
0.6
0.4
0.3
0.2
0.1
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]

Post -construction First Flush
BREC, P.A. Dollar General — Salisbury / Old Concord Road 13

Project Description
File Name -------------------------------
Description ------------------------------
Project Options
FlowUnits ------------------------------------------------------
Elevation Type -----------------------------------------------
Hydrology Method ------------------------------------------
Time of Concentration (TOC) Method -----------
Link Routing Method --------------------------------------
Enable Overflow Ponding at Nodes ---------------
Skip Steady State Analysis Time Periods ......
Analysis Options
Start Analysis On ---------------------------------
End Analysis On ----------------------------------
Start Reporting On -------------------------------
Antecedent Dry Days ---------------------------
Runoff (Dry Weather) Time Step ---------
Runoff (Wet Weather) Time Step --------
Reporting Time Step ----------------------------
Routing Time Step ...............................
Number of Elements
POST -CON -ROUTING BALANCED-SPF
R:\Shared
Folders\PROJECTS\BREC\PROJ ECTS\316_TERAMORE_DEVELOPM ENT\3160542019_DOLLAR_G
CFS
Elevation
SCS TR-55
User -Defined
Hydrodynamic
YES
NO
Aug 20, 2019
00-00-00
Aug 22, 2019
00-00-00
Aug 20, 2019
00-00-00
------------ 0
days
0 01-00-00
days hh:mm:ss
0 00-05-00
days hh:mm:ss
0 00-00-15
days hh:mm:ss
15
seconds
Qty
Rain Gages
1
Subbasins
6
Nodes
4
Junctions
2
Outfalls
1
Flow Diversions
0
Inlets
0
Storage Nodes
1
Links
6
Channels
0
Pipes
2
Pumps
0
Orifices
2
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 SALISBURY Time Series 11N-6HR-BALANCED Cumulative inches 0.00

Subbasin Summary
SN Subbasin
Area Weighted
Total
Total
Total
Peak
Time of
ID
Curve Rainfall Runoff
Runoff
Runoff
Concentration
Number
Volume
(ac)
(in)
(in)
(ac-in)
(cfs)
(days hh:mm:ss)
1 {POST-CON}.POST-CON
: 1 028
99.57
1.00
0.95
026
0.57
0 00-05-00
2 {POST-CON}.POST-CON
: 2 020
99.57
1.00
0.95
0.19
0.41
0 00-05-00
3 {POST-CON}.POST-CON
: 3 021
99.57
1.00
0.95
020
0.44
0 00-05-00
4 {POST-CON}.POST-CON
: 4 0.96
78.45
1.00
0.06
0.06
0.05
0 00-15-00
5 {POST-CON}.POST-CON
: 5 4.05
86.08
1.00
020
0.80
0.91
0 0025:00
6 {POST-CON}.POST-CON
: 6 121
8326
1.00
0.14
0.16
0.18
0 0020:00

Node Summary
SN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of
Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area Inflow Elevation Surcharge Freeboard
Peak Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding
Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft') (cfs) (ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 BMP-RISER
Junction
815.00
822.00
815.00
0.00
0.00 0.07 815.10
0.00
6.90
0 00:00
0.00
0.00
2 OUTFALL-J UNCTION Junction
810.50
818.00
810.50
0.00
0.00 1.15 810.81
0.00
7.19
0 00:00
0.00
0.00
3 OUTFALL-1
Outfall
810.05
1.15 81027
4 SAND -FILTER
Storage Node
818.00
822.00
818.00
0.00 1.42 818.69
0.00
0.00

Link Summary
SN Element
Element From
To (Outlet)
Length
Inlet
Outlet Average Diameteror Manning's Peak Design Flow
Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
ID
Type
(Inlet)
Node
Invert
Invert Slope
Height Roughness Flow
Capacity Design Flow
Velocity
Depth
Depth/ Surcharged
Node
Elevation Elevation
Ratio
Total Depth
Ratio
(ft)
(ft)
(ft) N
(in) (cfs)
(cfs)
(fHsec)
(ft)
(min)
1 BMP-BARREL
Pipe
BMP-RISER
OUTFALL-JUNCTION
90.00
815.00
814.50 0.5600
15.000 0.0120 0.07
5.22
0.01
1.46
0.10
0.08 0.00
2 VIRTUAL -OUTLET -PIPE
Pipe
OUTFALL-JUNCTION
OUTFALL-1
10.00
810.50
810.05 4.5000
18.000 0.0120 1.15
24.14
0.05
5.45
0.27
0.18 0.00
3 PRINCIPAL -SPILLWAY
Orifice
SAND -FILTER
BMP-RISER
818.00
815.00
3.000 0.00
4 SECONDARY -SPILLWAY
Orifice
SAND -FILTER
BMP-RISER
818.00
815.00
36.000 0.00
5 FILTER -MEDIA
Outlet
SAND -FILTER
BMP-RISER
818.00
815.00
0.07
6 EM-SPILLWAY
Weir
SAND -FILTER
OUTFALL-JUNCTION
818.00
810.50
0.00

Subbasin Hydrology
Subbasin : {POST-CON}.POST-CON : 1
Input Data
Area(ac)----------------------------------------------------- 028
Weighted Curve Number ---------------------------- 99-57
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
028 - 99-57
Composite Area & Weighted CN 028 99-57
Subbasin Runoff Results
Total Rainfall (in) ----------------------------------------- 1-00
Total Runoff (in) ------------------------------------------ 0-95
Peak Runoff (cfs)---------------------------------------- 0-57
Weighted Curve Number ---------------------------- 99-57
Time of Concentration (days hh:mm:ss) ----- 0 00:05:00

Subbasin : {POST-CON}.POST-CON : 1
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.6
1.4
1.3
1.2
1.1
O✓
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0.62
0.6
0.58
0.56
0.54
0.52
0.6
0.48
0.46
0.44
0.42
0.4
0.38
0.36
0.34
0.32
0 0.3
0.28
0.26
0.24
0.22
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : {POST-CON}.POST-CON : 2
Input Data
Area(ac)----------------------------------------------------- 020
Weighted Curve Number ---------------------------- 99-57
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
020 - 99-57
Composite Area & Weighted CN 020 99-57
Subbasin Runoff Results
Total Rainfall (in) ----------------------------------------- 1-00
Total Runoff (in) ------------------------------------------ 0-95
Peak Runoff (cfs)---------------------------------------- 0-41
Weighted Curve Number ---------------------------- 99-57
Time of Concentration (days hh:mm:ss) ----- 0 00:05:00

Subbasin : {POST-CON}.POST-CON :2
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.6
1.4
1.3
1.2
'E 1.1
O 1
0.9
0.8
0.7
0.6
0.6
0.4
0.3
0.2
0.1
0.44
0.42
0.4
0.38
0.36
0.34
032
0.3
0.28
0.26
0.24
w 0.22
0
0.2
O✓
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : {POST-CON}.POST-CON : 3
Input Data
Area(ac)----------------------------------------------------- 021
Weighted Curve Number ---------------------------- 99-57
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
021 - 99-57
Composite Area & Weighted CN 021 99-57
Subbasin Runoff Results
Total Rainfall (in) ----------------------------------------- 1-00
Total Runoff (in) ------------------------------------------ 0-95
Peak Runoff (cfs)---------------------------------------- 0-44
Weighted Curve Number ---------------------------- 99-57
Time of Concentration (days hh:mm:ss) ----- 0 00:05:00

Subbasin : {POST-CON}.POST-CON : 3
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.6
1.4
1.3
1.2
'E 1.1
O 1
0.9
0.8
0.7
0.6
0.6
0.4
0.3
0.2
0.1
0.46
0.44
0.42
0.4
0.38
0.36
0.34
0.32
0.3
0.28
n 0.26
�-- 0.24
0.22
0.2
0.18
0.16
0.14
0 12
0.1
0.08
0.06
0.04
0.02
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : {POST-CON}.POST-CON : 4
Input Data
Area(ac)----------------------------------------------------- 0-96
Weighted Curve Number ---------------------------- 78-45
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
0-96 - 78-45
Composite Area & Weighted CN 0-96 78-45
Subbasin Runoff Results
Total Rainfall (in) ----------------------------------------- 1-00
Total Runoff (in) ------------------------------------------ 0-06
Peak Runoff (cfs)---------------------------------------- 0-05
Weighted Curve Number ---------------------------- 78-45
Time of Concentration (days hh:mm:ss) ----- 0 00:15:00

Subbasin : {POST-CON}.POST-CON :4
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.6
1.4
1.3
1.2
'E 1.1
O 1
0.9
0.8
0.7
0.6
0.6
0.4
0.3
0.2
0.1
0.056
0.054
0.062
0.06
0.048
0.046
0.044
0.042
0.04
0 038
0.036
0.034
.0.032
0.03
00.028
�0.026
�0.024
0.022
0.02
0.018
0.016
0.014
0.012
0.01
0.008
0.006
0.004
0.002
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : {POST-CON}.POST-CON : 5
Input Data
Area(ac)----------------------------------------------------- 4-05
Weighted Curve Number ---------------------------- 86-08
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
4-05 - 86-08
Composite Area & Weighted CN 4-05 86-08
Subbasin Runoff Results
Total Rainfall (in) ----------------------------------------- 1-00
Total Runoff (in) ------------------------------------------ 020
Peak Runoff (cfs)---------------------------------------- 0-91
Weighted Curve Number ---------------------------- 86-08
Time of Concentration (days hh:mm:ss) ----- 0 00:25:00

Subbasin : {POST-CON}.POST-CON : 5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.6
1.4
1.3
1.2
'E 1.1
O 1
0.9
0.8
0.7
0.6
0.6
0.4
0.3
0.2
0.1
1
0.96
0.9
0.86
0.8
0.76
0.7
0.66
0.6
0.56
w 0.6
0
0.46
O✓
0.4
0.36
0.3
0.25
0.2
0.16
0.1
0.05
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : {POST-CON}.POST-CON : 6
Input Data
Area(ac)----------------------------------------------------- 121
Weighted Curve Number ---------------------------- 8326
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
121 - 8326
Composite Area & Weighted CN 121 8326
Subbasin Runoff Results
Total Rainfall (in) ----------------------------------------- 1-00
Total Runoff (in) ------------------------------------------ 0-14
Peak Runoff (cfs)---------------------------------------- 0-18
Weighted Curve Number ---------------------------- 8326
Time of Concentration (days hh:mm:ss) ----- 0 00:20:00

Subbasin : {POST-CON}.POST-CON : 6
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
1.6
1.4
1.3
1.2
'E 1.1
O 1
0.9
0.8
0.7
0.6
0.6
0.4
0.3
0.2
0.1
0.2
0.19
0.18
0.17
0.16
0.16
0.14
0.13
0.12
0.11
w 0.1
0
0.09
0.08
0.07
0.06
0.06
0.04
0.03
0.02
0.01
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Junction Input
SN Element
Invert Ground/Rim Ground/Rim
Initial Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation Depth
Cover
(ft)
(ft)
(ft)
(ft) (ft)
(ft)
(ft)
(ft)
(in)
1 BMP-RISER
815.00
822.00
7.00
815.00 0.00
0.00
-822.00
0.00
0.00
2 OUTFALL-J UNCTION
810.50
818.00
7.50
810.50 0.00
0.00
-818.00
0.00
0.00

Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of Total Total Time
ID
Inflow
Lateral
Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
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 BMP-RISER
0.07
0.00
815.10
0.10
0.00
6.90
815.03
0.03
0 04:32
0 00:00 0.00
0.00
2 OUTFALL-J UNCTION
1.15
1.09
810.81
0.31
0.00
7.19
810.52
0.02
0 0321
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
ID
Invert Invert
Invert Invert Drop
Slope Shape
Diameteror Width
Roughness Losses
Losses Losses Flow
Elevation Offset Elevation Offset
Height
(ft)
(ft) (ft)
(ft) (ft) (ft)
( % )
(in) (in)
(cfs)
1 BMP-BARREL
90.00
815.00 0.00
814.50 4.00 0.50
0.5600 CIRCULAR
15.000 15.000
0.0120 0.5000
0.5000 0.0000 0.00
2 VIRTUAL -OUTLET -PIPE
10.00
810.50 0.00
810.05 0.00 0.45
4.5000 CIRCULAR
18.000 18.000
0.0120 0.5000
0.5000 0.0000 0.00

Flap No. of
Gate Barrels
No 1
No 1

Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow
Total Time Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity Time
Depth
Depth/
Surcharged Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(ft/sec) (min)
(ft)
(min)
1 BMP-BARREL
0.07
0 04:32
522
0.01
1.46 1.03
0.10
0.08
0.00 Calculated
2 VIRTUAL -OUTLET -PIPE
1.15
0 0322
24.14
0.05
5.45 0.03
027
0.18
0.00 Calculated

Storage Nodes
Storage Node : SAND -FILTER
Input Data
Invert Elevation (ft)--------------------------------------------------------------------------------------
818-00
Max (Rim) Elevation (ft)-------------------------------------------------------------------------------
822-00
Max (Rim) Offset (ft)------------------------------------------------------------------------------------
4-00
Initial Water Elevation (ft)----------------------------------------------------------------------------
818-00
Initial Water Depth (ft)---------------------------------------------------------------------------------
0-00
Ponded Area (ft2)-----------------------------------------------------------------------------------------
0-00
EvaporationLoss-----------------------------------------------------------------------------------------
0-00
Storage Area Volume Curves
Storage Curve: SAND -FILTER
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft')
0
2011
0-000
1
2988
2499-50
2
4108
6047-50
3
5373
10788-00
4
6928
16938-50

a
Storage Area Volume Curves
Storage Volume (fo
0 2,000 4,000 6,000 8,000 10,000
12,000 14,000 16,000
4- --------------
------------- i ----------- T --------------------------------------------------- i ----------- I ---
3.9 - ------------ ----------- ----------- ----------- ------------ ------------- I ------------ I ----------- I,- --
3.8 - ------------------------- -------------------------------------- ------------------------------------ -----
3.7 - ------------ -----------
----------- ----------- ------------ ------------- I ------------ I
3.6--: ------------ L ----------------------- ------------ ------------- ------------ L ------------ I -- - ------ I ------
3.5 ------------------------- -------------------------------------- ------------------------ - 3.4------------ ----------------------------- ------ - ------------- :
3.3 - -------------------------------------------------- ------------ ------------ -- -- ---- -----------
3.2------------------- ----------- ----------- ------------ ----------- --- -------- I -----------
------------ L ----------- -------------------------------------- -------- ------------------------------
3--: ------------- ----------- ----------- I ------------ I ------------- ---- --- --- I ------------ I ----------- I ------
o.9 --------------- ----------------- --- -----------
.8 - ------------ ----------- ----------- ----------- ---------- ----- -------- r ----------- I ----------- 11 .7 -----
------- --- - ---------- ----------- ----------- - ------------------------- T ------------------------
?.6 - ------------------------------------- 4 ------------ ----- ---- ------------- I ------------ I -----------
.5 ------------ L ----------- ----------- ----------- -- ----- --- -------------------------- L ----------- I ------
.4--: ------------- I ----------- I ----------- I ------------------ ------ ------------- I ----------- L ----------- I ------
Uf------------- --------------- ----- -------------------- ------
0 .2 - ------------ ----------- T ----------- I ----- ---- ----------- ------------- I ------------ I ----------- I ------
),I ------------------------- : ----------- -- ----- ------------ ------------ ----------- -----------
T
2 ------------ : I
----------- ----------- ----- --- ------------ ------------- I ------------ L --------- ------
1.9 ------------ ------------- L ------------ L ------------------
----------- --------- - ---- ------ ------------
1.8 ------------ ------------------- --- --- -------- ------------- -------------------------- L ----------- ------
1.7 - ------------ ----------- : ------------ ------------ ------------ ------------ :
1.6 ------------------------ T --- ----- -----------------------------------------------------------------------
1.5 ----------- -----------
- - - - - - - - - - - --- - - - - - - - - - - - T - - - - - - - -
1.4------------------------ ------- --------- ------------ ------------ ----------- -----------
1.3 ------------ L -------- -- ----------- ------------ ------------- I ------------ L ----------- I ------
1.2 - -------------------- ---- ---------- I ------------ I ------------- ------------ ------------ L ----------- I ------
1.1 --------------------- ---- ------------------ ------ :
------------- r -- ---- ------ ----------- ------------ ------------ ----------- -----------
T
- - - - - - - - - - - --
I - - - - - - - - -
---------------- ------- ------ ----------- ------------ ------------ I ------------ I ------------
U---------- - L - --------- ----------- I ------------ I ------------- ------------- I ----------- -----------
1.6 --------- -- ------------------
------------ -----------------------------------------
M------- -- -
- - - - - - - - - - - -
1.4 ------------ ----------- -----------
- - - - - - - - - --- - - - - - - - - - - - T - - - - - - - - - - - I - - - - - - - - - - - I
U- ---- ------------------------------ ------------ ------------- ------------ ----------- -----------
.2 ------- : L ----------- ----------- ----------- ------------ ------------- I ----------- -----------
---- --------- -- -------- ------------------------------------- -------------------------- L ------------------
0 -----------------
----------- ----------------------------------- 2 ------
2,000 2,500 3,000 3,600 4,000 4,500 6,000 5,500 6,000 6,600
Storage Area (ftj
I- Storage Area - Storage
4
3A
M
3.3
3.1
3A
3.4
3.3
3.2
3.1
3
2A
2A
2.1
2.(
2.6
2.4
2.2
1A
11
U
1.(
1.6
1.4
1.3
1.2
1.1
I
OA
OA
0.3
0.1
OA
0.4
M
0.2
0.1
0

Storage Node : SAND -FILTER (continued)
Outflow Weirs
SN Element
Weir
Flap
Crest
Crest
Length
Weir Total Discharge
ID
Type
Gate
Elevation
Offset
Height Coefficient
(ft)
(ft)
(ft)
(ft)
1 EM-SPILLWAY
Trapezoidal
No
821-00
3-00
20-00
1-00 3-33
Outflow Orifices
SN Element
Orifice
Orifice
Flap
Circular Rectangular
Rectangular Orifice Orifice
ID
Type
Shape
Gate
Orifice
Orifice
Orifice Invert Coefficient
Diameter
Height
Width Elevation
(in)
(in)
(in) (ft)
1 PRINCIPAL -SPILLWAY
Side
CIRCULAR
No
3-00
818-75 0-61
2 SECONDARY -SPILLWAY Bottom
Rectangular
No
36-00
36-00 820-75 0-63
Output Summary Results
Peak Inflow (cfs)------------------------------------------------------------------------------------------
1-42
Peak Lateral Inflow (cfs)------------------------------------------------------------------------------
1-42
Peak Outflow (cfs)---------------------------------------------------------------------------------------
0-07
Peak Exfiltration Flow Rate (cfm)----------------------------------------------------------------
0-00
Max HGL Elevation Attained (ft)------------------------------------------------------------------
818-69
Max HGL Depth Attained (ft)-----------------------------------------------------------------------
0-69
Average HGL Elevation Attained (ft)-----------------------------------------------------------
818-09
Average HGL Depth Attained (ft)-----------------------------------------------------------------
0-09
Time of Max HGL Occurrence (days hh:mm)---------------------------------------------
0 04-31
Total Exfiltration Volume (1000-ft3)--------------------------------------------------------------
0-000
Total Flooded Volume (ac-in) -
0
Total Time Flooded (min)
0
Total Retention Time (sec)--------------------------------------------------------------------------
0-00

Post -construction 1 Year, 24 Hour
BREC, P.A. Dollar General — Salisbury / Old Concord Road 14

Project Description
File Name ------------------------------------------------------- POST-CON-ROUTING.SPF
Description----------------------------------------------------- R:\Shared
Folders\PROJECTS\BREC\PROJ ECTS\316_TERAMORE_DEVELOPM ENT\3160542019_DOLLAR_GEN ERAL_SALI
Project Options
Flow Units -------------------------------------------------------
CFS
Elevation Type
Elevation
Hydrology Method .
SCS TR-55
Time of Concentration (TOC) Method ------------
User -Defined
Link Routing Method
Hydrodynamic
Enable Overflow Ponding at Nodes
YES
Skip Steady State Analysis Time Periods ......
NO
Analysis Options
Start Analysis On .
Aug 20, 2019
00:00:00
End Analysis On .
Aug 22, 2019
00:00:00
Start Reporting On .
Aug 20, 2019
00-00-00
Antecedent Dry Days
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 00:00:15
days hh:mm:ss
Routing Time Step ..........................................
15
seconds
Number of Elements
aty
Rain Gages
1
Subbasins
6
Nodes
4
Junctions
2
Outfalls
1
Flow Diversions
0
Inlets
0
Storage Nodes
1
Links
6
Channels
0
Pipes
2
Pumps
0
Orifices
2
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 SALISBURY Time Series 1YR-24HR Cumulative inches North Carolina Rowan 1 2.75 SCS Type II 24-hr

Subbasin Summary
SN Subbasin
Area Weighted
Total
Total
Total
Peak
Time of
ID
Curve Rainfall Runoff
Runoff
Runoff
Concentration
Number
Volume
(ac)
(in)
(in)
(ac-in)
(cfs)
(days hh:mm:ss)
1 {POST-CON}.POST-CON
: 1 028
98.00
2.75
2.52
0.70
0.98
0 00-05-00
2 {POST-CON}.POST-CON
: 2 020
98.00
2.75
2.52
0.49
0.71
0 00-05-00
3 {POST-CON}.POST-CON
: 3 021
98.00
2.75
2.52
0.54
0.75
0 00-05-00
4 {POST-CON}.POST-CON
: 4 0.96
58.90
2.75
022
021
0.12
0 00-15-00
5 {POST-CON}.POST-CON
: 5 4.05
64.70
2.75
0.39
1.57
1.03
0 0025:00
6 {POST-CON}.POST-CON
: 6 121
64.00
2.75
0.36
0.44
0.32
0 0020:00

Node Summary
SN Element
Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of
Total Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area Inflow Elevation Surcharge Freeboard
Peak Flooded
Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding
Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft') (cfs) (ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 BMP-RISER
Junction
815.00
822.00
815.00
0.00
0.00 0.15 815.15
0.00
6.85
0 00:00
0.00
0.00
2 OUTFALL-J UNCTION Junction
810.50
818.00
810.50
0.00
0.00 1.44 810.85
0.00
7.15
0 00:00
0.00
0.00
3 OUTFALL-1
Outfall
810.05
1.44 810.30
4 SAND -FILTER
Storage Node
818.00
822.00
818.00
0.00 2.44 81926
0.00
0.00

Link Summary
SN Element
Element From
To (Outlet)
Length
Inlet
Outlet Average Diameteror Manning's Peak Design Flow
Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
ID
Type
(Inlet)
Node
Invert
Invert Slope
Height Roughness Flow
Capacity Design Flow
Velocity
Depth
Depth/ Surcharged
Node
Elevation Elevation
Ratio
Total Depth
Ratio
(ft)
(ft)
(ft) N
(in) (cfs)
(cfs)
(fHsec)
(ft)
(min)
1 BMP-BARREL
Pipe
BMP-RISER
OUTFALL-JUNCTION
90.00
815.00
814.50 0.5600
15.000 0.0120 0.15
5.22
0.03
1.85
0.15
0.12 0.00
2 VIRTUAL -OUTLET -PIPE
Pipe
OUTFALL-JUNCTION
OUTFALL-1
10.00
810.50
810.05 4.5000
18.000 0.0120 1.44
24.14
0.06
5.68
0.30
0.20 0.00
3 PRINCIPAL -SPILLWAY
Orifice
SAND -FILTER
BMP-RISER
818.00
815.00
3.000 0.07
4 SECONDARY -SPILLWAY
Orifice
SAND -FILTER
BMP-RISER
818.00
815.00
36.000 0.00
5 FILTER -MEDIA
Outlet
SAND -FILTER
BMP-RISER
818.00
815.00
0.09
6 EM-SPILLWAY
Weir
SAND -FILTER
OUTFALL-JUNCTION
818.00
810.50
0.00

Subbasin Hydrology
Subbasin : {POST-CON}.POST-CON : 1
Input Data
Area(ac)----------------------------------------------------- 028
Weighted Curve Number ---------------------------- 98-00
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
028 - 98-00
Composite Area & Weighted CN 028 98-00
Subbasin Runoff Results
Total Rainfall (in) ----------------------------------------- 2-75
Total Runoff (in) ------------------------------------------ 2-52
Peak Runoff (cfs)---------------------------------------- 0-98
Weighted Curve Number ---------------------------- 98-00
Time of Concentration (days hh:mm:ss) ----- 0 00:05:00

Subbasin : {POST-CON}.POST-CON : 1
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
2
° 1.8
1.6
1.4
1.2
1
0.8
0.6
04
02
1.06
0.96
0.9
0.86
0.8
0.76
0.7
0.66
0.6
0.55
0.6
0.46
0.4
0.36
0.3
0.26
0.2
0.15
0.1
0.06
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : {POST-CON}.POST-CON : 2
Input Data
Area(ac)----------------------------------------------------- 020
Weighted Curve Number ---------------------------- 98-00
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
020 - 98-00
Composite Area & Weighted CN 020 98-00
Subbasin Runoff Results
Total Rainfall (in) ----------------------------------------- 2-75
Total Runoff (in) ------------------------------------------ 2-52
Peak Runoff (cfs)---------------------------------------- 0-71
Weighted Curve Number ---------------------------- 98-00
Time of Concentration (days hh:mm:ss) ----- 0 00:05:00

Subbasin : {POST-CON}.POST-CON :2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
� 2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.8
0.76
0.7
0.65
0.6
0.56
0.6
v 0.45
w 0.4
0
� 0.35
0.3
0 25
0.2
0.16
0.1
0.05
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : {POST-CON}.POST-CON : 3
Input Data
Area(ac)----------------------------------------------------- 021
Weighted Curve Number ---------------------------- 98-00
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
021 - 98-00
Composite Area & Weighted CN 021 98-00
Subbasin Runoff Results
Total Rainfall (in) ----------------------------------------- 2-75
Total Runoff (in) ------------------------------------------ 2-52
Peak Runoff (cfs)---------------------------------------- 0-75
Weighted Curve Number ---------------------------- 98-00
Time of Concentration (days hh:mm:ss) ----- 0 00:05:00

Subbasin : {POST-CON}.POST-CON : 3
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
� 2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.86
0.8
0.76
0.7
0.66
0.6
0.56
0.6
0.45
0.4
0.35
0.3
0.26
0.2
0.16
0.1
0.06
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : {POST-CON}.POST-CON : 4
Input Data
Area(ac)----------------------------------------------------- 0-96
Weighted Curve Number ---------------------------- 58-90
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
0-96 - 58-90
Composite Area & Weighted CN 0-96 58-90
Subbasin Runoff Results
Total Rainfall (in) ----------------------------------------- 2-75
Total Runoff (in) ------------------------------------------ 022
Peak Runoff (cfs)---------------------------------------- 0-12
Weighted Curve Number ---------------------------- 58-90
Time of Concentration (days hh:mm:ss) ----- 0 00:15:00

Subbasin : {POST-CON}.POST-CON :4
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
� 2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.12
0.116
0.11
0.106
0.1
0.096
0.09
0.086
0.06
0.076
0.07
t0.065
w 0.06
0
=0.055
O
0.05
0.046
0.04
0.036
0.03
0.025
0.02
0.016
0.01
0.006
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : {POST-CON}.POST-CON : 5
Input Data
Area(ac)----------------------------------------------------- 4-05
Weighted Curve Number ---------------------------- 64-70
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
4-05 - 64-70
Composite Area & Weighted CN 4-05 64-70
Subbasin Runoff Results
Total Rainfall (in) ----------------------------------------- 2-75
Total Runoff (in) ------------------------------------------ 0-39
Peak Runoff (cfs)---------------------------------------- 1-03
Weighted Curve Number ---------------------------- 64-70
Time of Concentration (days hh:mm:ss) ----- 0 00:25:00

Subbasin : {POST-CON}.POST-CON : 5
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
� 2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.96
0.9
0.85
0.8
0.76
0.7
0.66
0.6
w 0.56
0
0.6
O✓
0.45
0.4
0.36
0.3
0.26
0.2
0.16
0.1
0.06
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : {POST-CON}.POST-CON : 6
Input Data
Area(ac)----------------------------------------------------- 121
Weighted Curve Number ---------------------------- 64-00
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
121 - 64-00
Composite Area & Weighted CN 121 64-00
Subbasin Runoff Results
Total Rainfall (in) ----------------------------------------- 2-75
Total Runoff (in) ------------------------------------------ 0-36
Peak Runoff (cfs)---------------------------------------- 0-32
Weighted Curve Number ---------------------------- 64-00
Time of Concentration (days hh:mm:ss) ----- 0 00:20:00

Subbasin : {POST-CON}.POST-CON : 6
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
� 2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.36
0.34
0.32
0.3
028
0.26
0.24
022
0.2
w 0.18
0
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Junction Input
SN Element
Invert Ground/Rim Ground/Rim
Initial Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation Depth
Cover
(ft)
(ft)
(ft)
(ft) (ft)
(ft)
(ft)
(ft)
(in)
1 BMP-RISER
815.00
822.00
7.00
815.00 0.00
0.00
-822.00
0.00
0.00
2 OUTFALL-J UNCTION
810.50
818.00
7.50
810.50 0.00
0.00
-818.00
0.00
0.00

Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of Total Total Time
ID
Inflow
Lateral
Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
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 BMP-RISER
0.15
0.00
815.15
0.15
0.00
6.85
815.06
0.06
0 13:01
0 00:00 0.00
0.00
2 OUTFALL-J UNCTION
1.44
1.33
810.85
0.35
0.00
7.15
810.55
0.05
0 12:11
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
ID
Invert Invert
Invert Invert Drop
Slope Shape
Diameteror Width
Roughness Losses
Losses Losses Flow
Elevation Offset Elevation Offset
Height
(ft)
(ft) (ft)
(ft) (ft) (ft)
( % )
(in) (in)
(cfs)
1 BMP-BARREL
90.00
815.00 0.00
814.50 4.00 0.50
0.5600 CIRCULAR
15.000 15.000
0.0120 0.5000
0.5000 0.0000 0.00
2 VIRTUAL -OUTLET -PIPE
10.00
810.50 0.00
810.05 0.00 0.45
4.5000 CIRCULAR
18.000 18.000
0.0120 0.5000
0.5000 0.0000 0.00

Flap No. of
Gate Barrels
No 1
No 1

Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow
Total Time Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity Time
Depth
Depth/
Surcharged Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(ft/sec) (min)
(ft)
(min)
1 BMP-BARREL
0.15
0 13:01
522
0.03
1.85 0.81
0.15
0.12
0.00 Calculated
2 VIRTUAL -OUTLET -PIPE
1.44
0 12:11
24.14
0.06
5.68 0.03
0.30
020
0.00 Calculated

Storage Nodes
Storage Node : SAND -FILTER
Input Data
Invert Elevation (ft)--------------------------------------------------------------------------------------
818-00
Max (Rim) Elevation (ft)-------------------------------------------------------------------------------
822-00
Max (Rim) Offset (ft)------------------------------------------------------------------------------------
4-00
Initial Water Elevation (ft)----------------------------------------------------------------------------
818-00
Initial Water Depth (ft)---------------------------------------------------------------------------------
0-00
Ponded Area (ft2)-----------------------------------------------------------------------------------------
0-00
EvaporationLoss-----------------------------------------------------------------------------------------
0-00
Storage Area Volume Curves
Storage Curve: SAND -FILTER
Stage
Storage
Storage
Area
Volume
(ft)
(ft2)
(ft')
0
2011
0-000
1
2988
2499-50
1.05
3038
2650-15
2
4108
6044-50
3
5373
10785-00
4
6928
16935-50

a
Storage Area Volume Curves
Storage Volume (fo
0 2,000 4,000 6,000 8,000 10,000
12,000 14,000 16,000
4- --------------
------------- i ----------- T --------------------------------------------------- i ----------- I ---
3.9 - ------------ ----------- ----------- ----------- ------------ ------------- I ------------ I ----------- I,- --
3.8 - ------------------------- -------------------------------------- ------------------------------------ -----
3.7 - ------------ -----------
----------- ----------- ------------ ------------- I ------------ I
3.6--: ------------ L ----------------------- ------------ ------------- ------------ L ------------ I -- - ------ I ------
3.5 ------------------------- -------------------------------------- ------------------------ - 3.4------------ ----------------------------- ------ - ------------- :
3.3 - -------------------------------------------------- ------------ ------------ -- -- ---- -----------
3.2------------------- ----------- ----------- ------------ ----------- --- -------- I -----------
------------ L ----------- -------------------------------------- -------- ------------------------------
3--: ------------- ----------- ----------- I ------------ I ------------- ---- ---- --- I ------------ I ----------- I ------
o.9 --------------- ----------------- --- -----------
.8 - ------------ ----------- ----------- ----------- ---------- ----- -------- r ----------- I ----------- 11 .7 -----
------- --- - ---------- ----------- ----------- - ------------------------- T ------------------------
?.6 - ------------------------------------- 4 ------------ ----- ---- ------------- I ------------ I -----------
.5 ------------ L ----------- ----------- ----------- -- ----- --- -------------------------- L ----------- I ------
.4--: ------------- I ----------- I ----------- I ------------------ ------ ------------- I ----------- L ----------- I ------
Uf------------- --------------- ----- -------------------- ------
0 .2 - ------------ ----------- T ----------- I ----- ----- ----------- ------------- I ------------ I ----------- I ------
),I ------------------------- : ----------- -- ----- ------------ ------------ ----------- -----------
T
2 ------------ : I
----------- ----------- ----- --- ------------ ------------- I ------------ L --------- ------
1.9 ------------ ------------- L ------------ L ------------------
----------- --------- - ---- ------ ------------
1.8 ------------ ------------------- --- --- -------- ------------- -------------------------- L ----------- ------
1.7 - ------------ ----------- : ------------ ------------ ------------ ------------ :
1.6 ------------------------ T --- ----- -----------------------------------------------------------------------
1.5 ----------- -----------
- - - - - - - - - - - --- - - - - - - - - - - - T - - - - - - -
1.4------------------------ ------- --------- ------------ ------------ ----------- -----------
1.3 ------------ L -------- -- ----------- ------------ ------------- I ------------ L ----------- I ------
1.2 - -------------------- ---- ---------- I ------------ I ------------- ------------ ------------ L ----------- I ------
1.1 --------------------- ---- ------------------ ------ :
------------- r -- ---- ------ ----------- ------------ ------------ ----------- -----------
T
- - - - - - - - - - - --
I - - - - - - - - -
---------------- ------- ------ ----------- ------------ ------------ I ------------ I ------------
U---------- - L - --------- ----------- I ------------ I ------------- ------------- I ----------- -----------
1.6 --------- -- ------------------
------------ -----------------------------------------
M------- -- -
- - - - - - - - - - - -
1.4 ------------ ----------- -----------
- - - - - - - - - --- - - - - - - - - - - - T - - - - - - - - - - - I - - - - - - - - - - - I
U- ---- ------------------------------ ------------ ------------- ------------ ----------- -----------
.2 ------- : L ----------- ----------- ----------- ------------ ------------- I ----------- -----------
---- --------- -- -------- ------------------------------------- -------------------------- L ------------------
0 -----------------
----------- ----------------------------------- 2 ------
2,000 2,500 3,000 3,600 4,000 4,500 6,000 5,500 6,000 6,600
Storage Area (ftj
I- Storage Area - Storage
4
3A
M
3.3
3.1
3A
3.4
3.3
3.2
3.1
3
2A
2A
2.1
2.(
2.6
2.4
2.2
1A
11
U
1.(
1.6
1.4
1.3
1.2
1.1
I
OA
OA
0.3
0.1
OA
0.4
M
0.2
0.1
0

Storage Node : SAND -FILTER (continued)
Outflow Weirs
SN Element
Weir
Flap
Crest
Crest
Length
Weir Total Discharge
ID
Type
Gate
Elevation
Offset
Height Coefficient
(ft)
(ft)
(ft)
(ft)
1 EM-SPILLWAY
Trapezoidal
No
821-00
3-00
20-00
1-00 3-33
Outflow Orifices
SN Element
Orifice
Orifice
Flap
Circular Rectangular
Rectangular Orifice Orifice
ID
Type
Shape
Gate
Orifice
Orifice
Orifice Invert Coefficient
Diameter
Height
Width Elevation
(in)
(in)
(in) (ft)
1 PRINCIPAL -SPILLWAY
Side
CIRCULAR
No
3-00
819-05 0-61
2 SECONDARY -SPILLWAY Bottom
Rectangular
No
36-00
36-00 820-75 0-63
Output Summary Results
Peak Inflow (cfs)------------------------------------------------------------------------------------------
2-44
Peak Lateral Inflow (cfs)------------------------------------------------------------------------------
2-44
Peak Outflow (cfs)---------------------------------------------------------------------------------------
0-15
Peak Exfiltration Flow Rate (cfm)----------------------------------------------------------------
0-00
Max HGL Elevation Attained (ft)------------------------------------------------------------------
81926
Max HGL Depth Attained (ft)-----------------------------------------------------------------------
126
Average HGL Elevation Attained (ft)-----------------------------------------------------------
818-34
Average HGL Depth Attained (ft)-----------------------------------------------------------------
0-34
Time of Max HGL Occurrence (days hh:mm)---------------------------------------------
0 13-00
Total Exfiltration Volume (1000-ft3)--------------------------------------------------------------
0-000
Total Flooded Volume (ac-in) -
0
Total Time Flooded (min)
0
Total Retention Time (sec)--------------------------------------------------------------------------
0-00