SW3170901 - Dollar General - Salisbury (2)

Project Name: Dollar General Belews Creek
Project Location: NC Hwy 65 Belews Creek, NC
. w .."Covey°Page
Maintenance records shall be kept on the following BMP(s). This maintenance record shall be kept in a log in a known set
location. Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced immediately. These
deficiencies can affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
The BMP(s) on this project include (check all that apply & corre:
Bioretention Cell
Quantity:
Dry Detention Basin
Quantity:
Concord, NC`28027
Grassed Swale
Quantity:
Green Roof
Quantity:
Infiltration Basin
Quantity:
Infiltration Trench
Quantity:
_
Level SpreaderNFS
Quantity:
Permeable Pavement
Quantity:
Proprietary System
Quantity:
Rainwater Harvesting
Quantity:
Sand Filter
Quantity:
Stormwater Wetland
Quantity:
Wet Detention Basin
Quantity:
Disconnected Impervious Area
Present:
User Defined BMP
Present:
V
m
m
O&M tables
Location(s
Location(s
Location(s
Locations
Location(s
Location(s
Location(s
Location(s
Location(s
Location(s
Location(s
Location(s
Location(
Location(
Location(
will be added automatically):
Y. _
): 36.243016,-80.077654
I acknowledge and agree by my signature below that I ani responsible for the performance of the maintenance procedures listed
for each BMP above, and attached O&M tables; I agree to notify NCDENR of any problems with the system or prior to any
changes to the system or responsible party.
* Responsible Party:
Title & Organization:
Street address:
City, state, zip:
Phone number(s):
Email:
Jeff Lang
NlemberJeramore Construction, LLC
1970 Derita Road
-
Concord, NC`28027
229.516.4289
[e-mail]
2
Signature, �a _ �— Date:
1 , a Notary Public for the State of `
County of ) A t, /1 IiLS do hearby certify that
personally appeared before me this 5"v day of %-2V __ nd
acknowledge the due execution of the Operations and Maintenance Agrgement.
Witness my hand and official seal,
EXPIRES
NOVF,%jgE
s� 13 2018
w0
S ' O` C1®e
My commission expires
1t13�q
sr5i2o1

DOLLAR GENERAL — SALISBURY
STORMWATER CALCULATIONS
Prepared By:
Prepared For:
Project Site:
BREC, P.A.
Teramore Development, LLC
120 Grace Church Rd.
126 Executive Drive
PO Box 6460
Salisbury, NC 28147
Suite 220
Thomasville, GA 31758
Wilkesboro, NC 28697
NCBELS Firm #C-3448
1 September 2017
CAR
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Justin Church, PE
Principal Engineer
BREC, P.A Dollar General — Salisbury I Stormwater Calculations

1.0 General Information
This document contains stormwater calculations demonstrating compliance with
post -construction state and local stormwater regulations for the construction of a
9,100 f t2 Dollar General retail store at the intersection of Grace Church Road
and U.S. Highway 29 in Salisbury, NC. Specifically, regulations for this area
require water quality treatment of the first flush (1") storm and the attenuation of
the 1 year, 24 hour storm to pre -construction discharge rates. Larger storms are
also required to pass the system. An above ground sand filter will be utilized to
meet these requirements.
2.0 Methodology
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+0.91A
WQV = 3630RDR,A
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 calculated WQ„ is 2,758 ft3. 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:
CNm = 1000/ [10 + 5RD + 10WQ„ — 10 WQv + 1.25WQ„RD]
The modified curve numbers were used to route the first flush using an SCS 6
hour balanced storm distribution. The 1 year, 24 hour and larger storms were
routed with standard curve numbers and an SCS type II 24 hour storm
distribution.
One pre -construction drainage area and five post -construction drainage areas
were identified.
Table 1 - Pre -Construction Drainaae Area(s)
Name Area acres
CN
CN Tc minutes
PRE-CONSTRUCTIONA 2.461
70.33
N/A 1 5
BREC, P.A. Dollar General — Salisbury I Stormwater Calculations 2

7-
Tnhln 9 _ Pnef-rnnefrne4inn IlrainanP OrPaW
Name
Area
(ac)
CN
CNM
Tc
(min)
R„
WQV
(f t3)
POST -CONSTRUCTION -.1
0.17
98.00
99.57
-5
0:95,
585
POST-CONSTRUCTION:2
0.21
98.00
99.57
5
0.95
727
POST-CONSTRUCTION.:3
0.33
94.20
98.44.
-5
0.83
a 1.135
POST-CONSTRUCTION:4
0.05
71.01
81.89
5
0.11
311
POST-CONSTRUCTION:5*
0.40
81.13
92°:51
5
0.4°3
1464
*Drainage area POST-CONSTRUCTION:5 consists of on site and off site
vegetated areas and highway asphalt on the down slope side of the stormwater
BMP; therefore, it is not routed through the BMP; however, runoff from this
drainage area is included in the peak attenuation calculations.
Routing of the required storms through the sand filters was performed using
Autodesk Storm and Sanitary Analysis -(SSA) 2015.
2.1 Sand Filter Calculations
The standard and adjusted water quality volumes are calculated as follows:
WQV = 2,758 f t3
WQVadj = 0.75WQV = (0.75)(2,758) = 2,069 f t3
There are multiple A f and AS size combinations that provide a working solution to
the design requirements for the calculated water quality volume. Possible
options are summarized in the table below.
TahlP 3 - Sand Filter Sizina
/�
hMaxFilter ( t)
hA (f t)
2
AS + A (f t )
1.0
0.5
2,069,
2.0
1.0
1_,034
3.0-
-1.5 z
690
Given the site constraints, hMaxFilter was selected as 1.0 ft. Together with the
requirement to make the filter chamber and the sediment chamber proportionally
sized yields the following calculations.
hMaxFilter = 1 -Oft
hA __ hMaxFilter = 1 = 0.50 ft
2 2
BREC, P.A. Dollar General — Salisbury l Stormwater Calculations 3

k=4 t
day
t = 1.66 days
dF = 1.5 f t
A — (WQV) (dF) — (2,758) (1.0) = 312 f t2
f Min—Required (k) (t) (hA + dF) (4) (1.66) (0.50 + 1.5)
)
AsMin—Required = 0.066WQV = 0.066(2589) = 182 f t2
A = 1,137 (324 sand) f t2 > A
f Provided fMin—Required
AsProvided = 1,437 f t2 > AsMin-Required
(AsProvided + AfProvided) — 1,137 + 1,437 = 2,574 f t2
(AsProvided + Ar Provided) xhMaxFilter — (2)S74)(1.0) = 2,574 f t3 > WQVadj
3.0 Results
The pre- and post -construction peak runoff rates at each pre -construction outfall
are summarized below for the storms requiring peak attenuation.
Table 4 - Peak Runoff Rates for PRE-CONSTRUCTIONA
(LS
t3
3 f
STORM PRE --CON POST — CON s
1 year, 24 hour 1.92 1.69
Model outputs from SSA are included in the Appendix for verification.
BREL, P.A. Dollar General - Salisbury I Stormwater Calculations 4

Appendix
BREC, P.A. Dollar General — Salisbury I Stormwater Calculations

., v
Pre -construction Routing
BREC, P.A. Dollar General — Salisbury I Stormwater Calculations

1 year, 24 hour Routing
BREC, P.A. Dollar General —Salisbury I Stormwater Calculations

Project Description
File Name
PRE -CON -ROUTING SPF
Description
Z \CURRENT_PROJECTS\316_ TERAMORE_DEVELOPMENT\3160082016_DOLLAR_GENERAL_SALISBURY\PRO
DUCTION_DWGS\3160082016_C100-STORMWATER dwg
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
YES
Analysis Options
Start Analysis On
Aug 28, 2017
00 00 00
End Analysis On
Aug 31, 2017
00 00 00
Start Reporting On
Aug 28, 2017
00 00 00
Antecedent Dry Days
0
days
Runoff (Dry Weather) Time Step
001 0000
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
Qty
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 73 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 -CONSTRUCTION) PRE -CONSTRUCTION 1 246 7000 273 057 1 40 1 92 0 00 05 00

N 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 Outfall
79050
000 000

Subbasin Hydrology
Subbasin: {PRE-CONSTRUCTION}.PRE-CONSTRUCTION : 1
Input Data
Area (ac) 246
Weighted Curve Number 7000
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
246 - 7000
Composite Area & Weighted CN 246 7000
Subbasin Runoff Results
Total Rainfall (in) 273
Total Runoff (in) 057
Peak Runoff (cfs) 1 92
Weighted Curve Number 7000
Time of Concentration (days hh mm ss) 0 00 05 00

Subbasin: (PRE-CONSTRUCTION).PRE-CONSTRUCTION: 1
Rainfall Intensity Graph
38
36
3.4
32
3
28
26
24-
22-
16-
14-
1.2-
1
08
06
04
02
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
2.1
2
19
18
1.7
1.6
15
1.4-
13
12
1 1-
1
09-
08-
. 1
06
05
04
03
02
01
Runoff Hydrograph
L -J
- - ------
r----------
---- -------- --- --
F
- - -- - - -- ---- ---
1 L
�L—
------ -- i --- - --- --- ---
-----
T--
....... . ....
------ -
------
-7
4
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
2.1
2
19
18
1.7
1.6
15
1.4-
13
12
1 1-
1
09-
08-
. 1
06
05
04
03
02
01
Runoff Hydrograph
0 5 10 15 20 25 30 3 . 5 40 45 50 55 60 65 70
Time (hrs)
L -J
- - ------
---- -------- --- --
F
- - -- - - -- ---- ---
1 L
�L—
------ -- i --- - --- --- ---
-----
-- ------- - ---
0 5 10 15 20 25 30 3 . 5 40 45 50 55 60 65 70
Time (hrs)

Post -construction Routing
BREC, P.A. Dollar General — Salisbury I Stormwater Calculations

First Flush (1")
BREC, P.A. Dollar General — Salisbury I Stormwater Calculations

Project Description
File Name
Description
Project Options
Flow Units
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
Rain Gages
Subbasins
Nodes
Junctions
Outfalls .
Flow Diversions
Inlets
Storage Nodes
Links
Channels ..
Pipes
Pumps
Orifices
Weirs
Outlets
Pollutants
Land Uses
Rainfall Details
POST -CON -ROUTING -BALANCED SPF
Z\CURRENT_PROJECTS\316_TERAMORE_DEVELOPMENT\3160082016_DOLLAR_GENERAL_SA
LISBURY\PRODUCTION_DWGS\3160082016_C100-STORMWATER dwg
CFS
Elevation
SCS TR -55
User -Defined
Hydrodynamic
YES
YES
Aug 28, 2017
00 00 00
Aug 31, 2017
00 00 00
Aug 28, 2017
00 00 00
0
days
001 0000
days hh mm ss
0 00 05 00
days hh mm ss
0 00 00 15
days hh mm ss
15
seconds
Qty
1
5
4
2
1
0
0
1
4
0
2
0
1
0
1
0
0
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 000

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 -CONSTRUCTION) POST -CONSTRUCTION 1 017
9957
1 00
095
016
035
0 00 05 00
2 (POST -CONSTRUCTION) POST -CONSTRUCTION 2 021
9957
1 00
095
020
044
0 00 05 00
3 (POST-CONSTRUCTION).POST-CONSTRUCTION 3 038
9844
1 00
083
031
074
0 00 05 00
4 {POST -CONSTRUCTION) POST -CONSTRUCTION 4 076
8981
1 00
031
024
060
0 00 05 00
5 (POST -CONSTRUCTION) POST -CONSTRUCTION 5 094
81 13
1 00
010
009
015
0 00 05 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
791 50
79700
791 50
000
000 002 791 54
000
546
0 0000
000
000
2 SITE -OUTLET Junction
791 00
79700
79100
000
000 016 791 10
000
590
0 0000
000
000
3 OUTFALL Outfall
79050
017 79059
4 SAND -FILTER Storage Node
79400
79700
79400
000 212 79497
000
000

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
(fl)
(fl)
(fl) (%)
(n) Ids)
(6)
(Msec)
(fl)
(min)
1 BMP -BARREL
Pipe
BMP -RISER SITE -OUTLET
10.00
791.50
79100 5.0000
18.000 0.0120 002
25.45
0.00
2.14
0.07
0.04 0.00 Calculated
2 VIRTUAL -LINK
Pipe
SITE -OUTLET OUTFALL
10.00
79100
790.50 5.0000
18.000 00120 017
25.45
001
3.69
009
0.06 0 00 Calculated
3 PRINCIPAL -SPILLWAY Orifice
SAND -FILTER BMP -RISER
794.00
79150
36000 0.00
4 FILTER -MEDIA
Outlet
SAND -FILTER BMP -RISER
794.00
79150
0.02

Subbasin Hydrology
Subbasin: {POST-CONSTRUCTION}.POST-CONSTRUCTION : 1
Input Data
Area (ac) 017
Weighted Curve Number 9957
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
017 - 9957
Composite Area & Weighted CN 017 9957
Subbasin Runoff Results
Total Rainfall (in) 1 00
Total Runoff (in) 095
Peak Runoff (cfs) 035
Weighted Curve Number 9957
Time of Concentration (days hh mm ss) 0 00 05 00

Subbasin: {POST-CONSTRUCTION}.POST-CONSTRUCTION: I
23
2.2
21
2
19
18
1,7
16
1.5
1.4
13
12
1.1
ch co 1
0.9
08
07
06
05
04
03
02
01
0
0.:
0
0:
0
Oc
0
O.
0
0
0
0.
13
0
1
Rainfall Intensity Graph
0 5 10 15 20 25 30 35 40 45 50 65 60 65 70
Time (hrs)
Runoff Hydrograph
-- ------
I -- -J
--- 4i
14
--------- ---- - - ------ -
- ----- --------- -
L
---------- T
.3
:2-
-J
---- --- ---- -------
13-
A--
0 5 10 15 20 25 30 35 40 45 50 65 60 65 70
Time (hrs)
Runoff Hydrograph
0 5 10 15 20 25 30 35 Q 45 bu bb b11 bb to
Time (hrs)
-- ------
I -- -J
--- 4i
14
L
.3
:2-
13-
14-
12
)3
36
J
14
0 5 10 15 20 25 30 35 Q 45 bu bb b11 bb to
Time (hrs)

Subbasin : (POST-CONSTRUCTION).POST-CONSTRUCTION : 2
Input Data
Area (ac) 021
Weighted Curve Number 9957
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
021 - 9957
Composite Area & Weighted CN 021 9957
Subbasin Runoff Results
Total Rainfall (in) 1 00
Total Runoff (in) 095
Peak Runoff (cfs) 044
Weighted Curve Number 9957
Time of Concentration (days hh mm ss) 0 00 05 00

Subbasin - (POST-CONSTRUCTION).POST-CONSTRUCTION: 2
Rainfall Intensity Graph
24
23
22
21
2
1.9
is
17
1.6
15
1.4-
S 13-
12-
11-
09-
08
0.7-
06-
05
04
03
02
01
0 5 10 15 20 25 30 35 40 45 50 65 60 65 70
Time (hrs)
0.46-
044-
042-
04
033-
036
034
032
03
028
t�' 026-
=
26-
0.24 -
022-
02-
018
016
014
0.12
01
003
0 06
004
002
Runoff Flydrograph
IL
J
J
I---------
---------
---- - ------
i
(__-_-_-I
---
A--
----
F--
-J- - --------
-
0 5 10 15 20 25 30 35 40 45 50 65 60 65 70
Time (hrs)
0.46-
044-
042-
04
033-
036
034
032
03
028
t�' 026-
=
26-
0.24 -
022-
02-
018
016
014
0.12
01
003
0 06
004
002
Runoff Flydrograph
10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
J
-
I---------
---------
---- - ------
i
(__-_-_-I
A--
----
F--
10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)

Subbasin : (POST-CONSTRUCTION).POST-CONSTRUCTION : 3
Input Data
Area (ac) 038
Weighted Curve Number 9844
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
038 - 9844
Composite Area & Weighted CN 038 9844
Subbasin Runoff Results
Total Rainfall (in)
1 00
Total Runoff (in)
083
Peak Runoff (cfs)
074
Weighted Curve Number
9844
Time of Concentration (days hh mm ss)
0 00 05 00

Subbasin : (POST-CONSTRUCTION).POST-CONSTRUCTION : 3
Rainfall Intensity Graph
24
23-
22
2.1-
2
19
is
1.7
16
1.5
ZZ' 14-
13-
1.2-
M
Of
09
0.8
0.7
06
05
0.4
03
0.2
0.11
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
0.8
0.75
07
065
0.6
055
05
0 45 -
04
0.35-
03-
025
02
0 10
01
0.05
Runoff Flydrograph
J,
t
•
L
L
II
- -
---------
------------
'---- -----
-------------
"I r)
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
0.8
0.75
07
065
0.6
055
05
0 45 -
04
0.35-
03-
025
02
0 10
01
0.05
Runoff Flydrograph
0 5 10 15 20 25 30 35 40 45 50 55 so 65 70
Time (hrs)
L
II
- -
---------
------------
0 5 10 15 20 25 30 35 40 45 50 55 so 65 70
Time (hrs)

Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 4
Input Data
Area (ac) 076
Weighted Curve Number 8981
Rain Gage ID SALISBURY
Composite Curve Number
Area Sod Curve
SoiVSurface Description (acres) Group Number
076 - 8981
Composite Area & Weighted CN 076 8981
Subbasin Runoff Results
Total Rainfall (in) 1 00
Total Runoff (in) 031
Peak Runoff (cfs) 060
Weighted Curve Number 8981
Time of Concentration (days hh mm ss) 0 00 05 00

Runoff (cfs)
C3 C 0 0 0
0
PN
O
to
NJ
Rainfall (in/hr)
0 p p 0 p 0 0 0 m
W W _M --,4 _M _W_ W P"N
J W
O
m
i f
— - — — — — — — — —
Rainfall (in/hr)
0 p p 0 p 0 0 0 m
W W _M --,4 _M _W_ W P"N
J W
O
m
cn
U)
0
Cl)
_71
0
0
z
cn
X-1
C:
0
-4
0
z
iv
0
CO)
6
0
z
(n
0
1
0
z
1-T7
j
It
cn
U)
0
Cl)
_71
0
0
z
cn
X-1
C:
0
-4
0
z
iv
0
CO)
6
0
z
(n
0
1
0
z

Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 5
Input Data
Area (ac) 094
Weighted Curve Number 81 13
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
094 - 81 13
Composite Area & Weighted CN 094 81 13
Subbasin Runoff Results
Total Rainfall (in)
1 00
Total Runoff (in)
010
Peak Runoff (cfs)
015
Weighted Curve Number
81 13
Time of Concentration (days hh mm ss)
0 00 05 00

Subbasin : {POST-CONSTRUCTION).POST-CONSTRUCTION : 5
Rainfall Intensity Graph
2.4
23
22
21
2
1.9
1.8-
1.7-
is-
1.5
.8 -
1.7161.5
^ 14-
c 1.3-
12-
09-
08
.31209-
08
0.7-
06
O5
04
03
02
01
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
015
015
0.145
0.14
013-5
0.13
0125
012
0 115
0.11-
0.105
01
0 095
0 09-
-0 085
� 0 08-
'60 075
0.07
0065-
0
0650 060055
005
0045-
004.. 045004
0 035
003
0 025
002
0.015
001
0 005
Runoff Fiydrograph
I I
I
- -
I
- - --
- _ -
1 I
I
!
jj
-i
- -- - ---
- -
i
---
------
-----
----
a
,
a
;
i
—
I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
015
015
0.145
0.14
013-5
0.13
0125
012
0 115
0.11-
0.105
01
0 095
0 09-
-0 085
� 0 08-
'60 075
0.07
0065-
0
0650 060055
005
0045-
004.. 045004
0 035
003
0 025
002
0.015
001
0 005
Runoff Fiydrograph
I I
'
-i
- -- - ---
- -
- -,r:-
a
,
I
0 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 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
791 50
79700
550
791 50 000
000
-79700
000
000
2 SITE -OUTLET
791 00
79700
600
791 00 000
000
-79700
000
000

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
002
000 791 54
004
000
546
791 52
002
0 0609
0 0000 000
000
2 SITE -OUTLET
016
014 791 10
010
000
590
791 02
002
0 0308
0 0000 000
000

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
(in) (in)
(cfs)
1 BMP -BARREL
1000
791 50 000
791 00 000 050
5 0000 CIRCULAR
18 000 18 000
00120 05000
05000 00000 0 00 No
1
2 VIRTUAL -LINK
1000
791 00 000
79050 000 050
5 0000 CIRCULAR
18 000 18 000
00120 05000
05000 00000 0 00 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
002
0 0602
2545
000
214 008
007
004
000
Calculated
2 VIRTUAL -LINK
017
0 0308
2545
001
369 005
009
006
000
Calculated

Storage Nodes
Storage Node: SAND -FILTER
Input Data
Invert Elevation (ft)
79400
Max (Rim) Elevation (ft)
79700
Max (Rim) Offset (ft)
300
Initial Water Elevation (ft)
79400
Initial Water Depth (ft)
000
Ponded Area (ftp)
000
Evaporation Loss
000
Storage Area Volume Curves
Storage Curve SAND -FILTER
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(ft')
0
2589
0 000
1
3526
305750
2
4520
708050
3
5571
1212600

Q
u
Stage (ft)
O O O O O O O O O J J + •► > 'a •L •l •a N N N N N N N N N
> r N w d. Vf O� V 00 iD 1 :► N W A N cf V w 0 N i N W i. vi o V w o u
� ...r.__t._.t... �....r...�... t...�....r.--r- -1... 1._r...r...r...t...�....�...r.._t....t....r...r`-.T._..,....� .._r...T..._�. .. .�
t-._......r...r._'r__'t... �._'_r _._r.__t. _�... ..-_r...T...-•_-_.r ___r__.t_._�. _....
.
-----------
�_..r...T.."t___.�...r...t._.t...�.__.r.._r_..t___�_•_•r••_r_..r._.t.._�__..r .._r... t....,....r ...r.._T.._ .. ..._r_..t.__y....,..
O O O O O O O O O O .i .� .+ .► J s .a .� J i N N N N N N N N N N W
L th 01 'd 03 6 J N W L V1 CI N 00 to
Stage (ft)

Storage Node : SAND -FILTER (continued)
Outflow Orifices
SN Element Orifice
On ice Flap
Circular Rectangular Rectangular
Orifice Orifice
ID Type
Shape Gate
Orifice Orifice Orifice
Invert Coefficient
Max HGL Elevation Attained (ft)
79497
Diameter Height Width Elevation
097
Average HGL Elevation Attained (ft)
(in) (in) (in)
(ft)
1 PRINCIPAL -SPILLWAY Bottom
Rectangular No
3600 3600
79525 063
Output Summary Results
Peak Inflow (cfs)
212
Peak Lateral Inflow (cfs)
212
Peak Outflow (cfs)
002
Peak Exfiltration Flow Rate (cfm)
000
Max HGL Elevation Attained (ft)
79497
Max HGL Depth Attained (ft)
097
Average HGL Elevation Attained (ft)
79432
Average HGL Depth Attained (ft)
032
Time of Max HGL Occurrence (days hh mm)
0 0603
Total Exfiltration Volume (1000-ft3)
0 000
Total Flooded Volume (ac -in)
0
Total Time Flooded (min)
0
Total Retention Time (sec)
000

1 year, 24 hour Routing
BREC, P.A. Dollar General —Salisbury I Stormwater Calculations 10

Project Description
File Name
Description
Project Options
Flow Units
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
Rain Gages
Subbasins
Nodes
Junctions .
Outfalls
Flow Diversions
Inlets
Storage Nodes
Links
Channels
Pipes
Pumps
Orifices
Weirs
Outlets
Pollutants
Land Uses
Rainfall Details
POST -CON -ROUTING SPF
Z 1CURRENT_PROJECTS\316_TERAMORE_DEVELOPMENT\3160082016_DOLLAR_GENERAL_SALISBURY\PRO
DUCTION_DWGS\3160082016_C100-STORMWATER dwg
CFS
Elevation
SCS TR -55
User -Defined
Hydrodynamic
YES
YES
Aug 28, 2017
00 00 00
Aug 31, 2017
00 00 00
Aug 28, 2017
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
1
5
4
2
. 1
0
0
1
5
0
2
0
1
1
1
0
0
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 1 273 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 -CONSTRUCTION) POST -CONSTRUCTION 1 017
9800
273
250
042
059
0 00 05 00
2 {POST -CONSTRUCTION) POST -CONSTRUCTION 2 021
9800
273
250
052
075
0 00 05 00
3 {POST -CONSTRUCTION) POST -CONSTRUCTION 3 038
9420
273
211
079
1 21
0 00 05 00
4 {POST -CONSTRUCTION) POST -CONSTRUCTION 4 076
71 01
273
061
047
065
0 00 05 00
5 {POST -CONSTRUCTION) POST -CONSTRUCTION 5 094
81 13
273
112
105
1 67
0 00 05 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
791 50
79700
791 50
000
000 046 791 67
000
533
0 0000
000
000
2 SITE -OUTLET Junction
791 00
79700
791 00
000
000 169 79138
000
562
0 0000
000
000
3 OUTFALL Outfall
79050
1 69 79076
4 SAND -FILTER Storage Node
79400
79700
79400
000 318 79530
000
000

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)
(8) (%)
(n)
(ds)
(cfs)
(fVsec)
(ft)
(min)
1 BMP -BARREL
Pipe
BMP -RISER SITE -OUTLET
10.00
79150
791.00 50000
18.000
0.0120 0.46
2545
0.02
3.44
021
014 0.00 Calculated
2 VIRTUAL -LINK
Pipe
SITE -OUTLET OUTFALL
1000
791.00
79050 5.0000
18 000
0.0120 169
25.45
007
6.07
032
0.22 0 00 Calculated
3 PRINCIPAL -SPILLWAY Orifice
SAND -FILTER BMP -RISER
794.00
791.50
36.000
0.43
4 FILTER -MEDIA
Outlet
SAND -FILTER BMP -RISER
79400
79150
003
5 EM -SPILLWAY
Weir
SAND -FILTER SITE -OUTLET
794.00
79100
0.00

Subbasin Hydrology
Subbasin: (POST-CONSTRUCTION).POST-CONSTRUCTION : 1
Input Data
Area (ac) 017
Weighted Curve Number 9800
Rain Gage ID SALISBURY
Composite Curve Number
Area Sod Curve
Soil/Surface Description (acres) Group Number
017 - 9800
Composite Area & Weighted CN 017 9800
Subbasin Runoff Results
Total Rainfall (in) 273
Total Runoff (in) 250
Peak Runoff (cfs) 059
Weighted Curve Number 9800
Time of Concentration (days hh mm ss) 0 00 05 00

Subbasin: (POST -CONSTRUCTION) POST -CONSTRUCTION: I
Rainfall Intensity Graph
38
36
34
32
3
2.8
26
24
22-
2 -
Of 16-
14-
08
06
04
0.2
AL_
---------
-----------
--
d
T_
4- -
A
t!
!
-!
--- - -
--- ----------
-
---------
- ----------- ---------- -
----- ----- -
a 5 10 15 20 25 30 35 40 45 50 65 60 65 70
Time (hrs)
062
0.6
058
056
054
052
05
048
0.46
0.44
042
04
038
—036
034-
032-
0 0.3
028-
026-
024
022
02
0.18
016
014
012
01
003
006
004
002
Runoff Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
T_
4- -
r -
- ----------- ---------- -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)

Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 2
Input Data
Area (ac) 021
Weighted Curve Number 9800
Rain Gage ID SALISBURY
Composite Curve Number
Area Sod Curve
Soil/Surface Description (acres) Group Number
021 - 9800
Composite Area & Weighted CN 021 9800
Subbasin Runoff Results
Total Rainfall (in) 273
Total Runoff (in) 250
Peak Runoff (cfs) 075
Weighted Curve Number 9800
Time of Concentration (days hh mm ss) 0 00 05 00

Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 2
Rainfall Intensity Graph
4
3.8
36
34
32
3
28-
26
2.4
C 22
2-
CS is-
16-
14-
12 -
1 -
0.8
s-
16-
14121-
0.8 -
06
0.4-
02-
0
.402-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
s07508-
075
07
065
06
055
05
w 045-
04-
CE 035-
03-
025 3503025
02
015
0.1
005
Runoff Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
I
`
P I
-- -- i-----' --
-- -
---- -I
- - - --- -
-- --
-- -- ; - - . - - -
-
i
�
Q
t
I
—
I i
i
i
I f ,
-
j w
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)

Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 3
Input Data
Area (ac) 038
Weighted Curve Number 9420
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
038 - 9420
Composite Area & Weighted CN 038 9420
Subbasin Runoff Results
Total Rainfall (in) 273
Total Runoff (in) 211
Peak Runoff (cfs) 1 21
Weighted Curve Number 9420
Time of Concentration (days hh mm ss) 0 00 05 00

Subbasin : {POST-CONSTRUCTION}.POST-CONSTRUCTION : 3
Rainfall Intensity Graph
4-
38
3.6
34-
32
3
28
26-
24
22-
2-
1.8-
16-
14
1.2
1
08-
06
0.4
02
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
1.3
125
12
1.15-
1 1
.1511
105
1
095
0.9-
0.65
08
0 75
0.7-
0.65-
:3
.70.65:3 06
055-
05-
045
5505045
04
0.35
03
025
02
015
0.1
005
Runoff Hydrograph
t
1
P
—
- - - - - — - T �
41
- - — — - — ------
--
— - - --
--- ------j --- -
- -- --' --'
1 ----- ----
-- ------ '- - -------- --- -
- -'
E
-
?--
1
�
'
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
1.3
125
12
1.15-
1 1
.1511
105
1
095
0.9-
0.65
08
0 75
0.7-
0.65-
:3
.70.65:3 06
055-
05-
045
5505045
04
0.35
03
025
02
015
0.1
005
Runoff Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
- —
__ -
r l
--
—
- - - - - — - T �
-- - -- --F
- - — — - — ------
--
— - - --
--- ------j --- -
- -- --' --'
1 ----- ----
-- ------ '- - -------- --- -
- -'
- ---
-
?--
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)

Subbasin : (POST-CONSTRUCTION).POST-CONSTRUCTION : 4
Input Data
Area (ac) 076
Weighted Curve Number 71 01
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
076 - 71 01
Composite Area & Weighted CN 076 71 01
Subbasin Runoff Results
Total Rainfall (in) 273
Total Runoff (in) 061
Peak Runoff (cfs) 065
Weighted Curve Number 7101
Time of Concentration (days hh mm ss) 0 00 05 00

Subbasin : {POST-CONSTRUCTION).POST-CONSTRUCTION : 4
Rainfall Intensity Graph
4
38
36
3.4
3.2
3
28
2.6
2.4
22
�. 2
18-
16-
1.4
12-
1
0.8-
06
04-
02
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
075-
07 7507
065-
06
0.55
05
0.45
04-
035-
0.3-
0.25
e0350.30.25
02
0.15
0.1
005
Runoff Hydrograph
t
11
i a
#
�-
,
,
i
-
- -
tl---
T-
-
- -
t - -- - -
-
-
-- - --- - -- ---
- - - --- - - - - - — - -- -
I s
'1
!
z
,
i
7
l _
i
fi
I—
—
---
—
—
---
s
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
075-
07 7507
065-
06
0.55
05
0.45
04-
035-
0.3-
0.25
e0350.30.25
02
0.15
0.1
005
Runoff Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
t
11
i a
#
�-
,
,
i
-
- -
tl---
T-
-
- -
t - -- - -
-
-
-- - --- - -- ---
- - - --- - - - - - — - -- -
I s
'1
!
z
,
i
7
l _
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)

Subbasin : (POST-CONSTRUCTION).POST-CONSTRUCTION : 5
Input Data
Area (ac) 094
Weighted Curve Number 81 13
Rain Gage ID SALISBURY
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
094 - 81 13
Composite Area & Weighted CN 094 81 13
Subbasin Runoff Results
Total Rainfall (in) 273
Total Runoff (in) 1 12
Peak Runoff (cfs) 167
Weighted Curve Number 81 13
Time of Concentration (days hh mm ss) 0 00 05 00

Subbasin : (POST-CONSTRUCTION).POST-CONSTRUCTION : 5
Rainfall Intensity Graph
a
3.8-
36
3.4-
3.2-
3
.4-
3.23
28
26
2.4
22-
2-
18-
16-
221816
1.4
12-
1
os
06
04
02
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
1.8
1.7
16
1.5
1.4
13
1.2
1.1
1
09
0
0.8-
07
06
0.5
0.4
0.3
02
0.1
Runoff Hydrograph
.—------ �
_..___.1 - -_-_
1
-
-
4-------
- --- I — -
-
a
— - -i_ -
k {
- - —{ -- -- -- -I - -
-
-- i - ----- - --- --- --i---
-----
--
— --- -
- - [ - -
,
- - --- -
,
i
-
-_
—
—
-F
i
_--
l
_
i
4
S
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
1.8
1.7
16
1.5
1.4
13
1.2
1.1
1
09
0
0.8-
07
06
0.5
0.4
0.3
02
0.1
Runoff Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Time (hrs)
.—------ �
_..___.1 - -_-_
1
-
-
4-------
- --- I — -
-
a
— - -i_ -
k {
- - —{ -- -- -- -I - -
-
-- i - ----- - --- --- --i---
-----
--
— --- -
- - [ - -
,
- - --- -
,
0 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 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
79150
79700
550
791 50 000
000
-79700
000
000
2 SITE -OUTLET
791 00
79700
600
79100 000
000
-79700
000
000

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
046
000 791 67
017
000
533
791 54
004
0 1214
0 0000 000
000
2 SITE -OUTLET
1 69
1 67 791 38
038
000
562
791 04
004
0 11 55
0 0000 000
000

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
(in) (in)
(cfs)
1 BMP -BARREL
1000
791 50 000
791 00 000 050
50000 CIRCULAR
18 000 18 000
00120 05000
05000 00000 0 00 No 1
2 VIRTUAL -LINK
1000
791 00 000
79050 000 050
50000 CIRCULAR
18 000 18 000
00120 05000
05000 00000 0 00 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
046
0 1214
2545
002
344 005
021
014
000
Calculated
2 VIRTUAL -LINK
1 69
0 11 56
2545
007
607 003
032
022
000
Calculated

Storage Nodes
Storage Node: SAND -FILTER
Input Data
Invert Elevation (ft)
79400
Max (Rim) Elevation (ft)
79700
Max (Rim) Offset (ft)
300
Initial Water Elevation (ft)
79400
Initial Water Depth (ft)
000
Ponded Area (ftp)
000
Evaporation Loss
000
Storage Area Volume Curves
Storage Curve SAND -FILTER
Stage
Storage
Storage
Area
Volume
(ft)
(ft')
(ft')
0
2589
0 000
1
3526
305750
2
4520
708050
3
5571
1212600

9
Stage (ft)
O O O O O O O O O + + + + + a a a a N N N N N N N W N
w L N OI V 50 19 N i N W F N 0 V o0 VD W
------------
------------
. . . .
r...r"_.T._.T....�. _..r...T... T.._.�. ___r ...T" ...... _.r.__r_..r_..T........r__.f_._�....j. __.i._..f--- T-------------
r_._T.__�._..�.
r r
r
..
....r...r_..�.....,....r.__T.._T.._�....r__.r._.T....'...r_._r._.r.__t._..y_._.r... r.__T_.. ...._r._.r.__T... _. .._•r_•.T___ti^ ".
O O O O O O O O O O + + + a + + + + + + N N N N N N N N N N W
+ ht W L 41 6 :4 6 V J N W F Vf C'. V 6 V �► IV W F N 01 V 00 �V'
Stage (ft)

r
I
rage 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 79600 200 1000 1 00 333
Outflow Orifices
SN Element Orifice
Orfice Flap
Circular Rectangular Rectangular
Orifice Orifice
ID Type
Shape Gate
Orifice Orifice Orifice
Invert Coefficient
Max HGL Elevation Attained (ft)
79530
Diameter Height Width
Elevation
Average HGL Elevation Attained (ft)
79466
(in) (in) (in)
(ft)
1 PRINCIPAL -SPILLWAY Bottom
Rectangular No
3600 3600
79525 063
Output Summary Results
Peak Inflow (cfs)
318
Peak Lateral Inflow (cfs)
318
Peak Outflow (cfs)
046
Peak Exfiltration Flow Rate (cfm)
000
Max HGL Elevation Attained (ft)
79530
Max HGL Depth Attained (ft)
13
Average HGL Elevation Attained (ft)
79466
Average HGL Depth Attained (ft)
066
Time of Max HGL Occurrence (days hh mm)
0 1214
Total Ex2ration Volume (1000 -ft')
0 000
Total Flooded Volume (ac -in)
0
Total Time Flooded (min)
0
Total Retention Time (sec)
000