20150402 Ver 1_More Info Received_20150714

Strickland, Bev
From:
Justin Church '1usdn@brecbb>
Sent:
Tuesday, July 14,ZUl5lU:4UAK4
To:
Devane\8ovd
Cc
Homewood, Sue; Strickland, Bev; Derek Goddard
Subject:
Re: Sketch Plan - Courthouse Dr. Extension #15-0402
Please see the attached items you requested. Let n\c know if you have additional questions.
Thanks
(}n Fri, Jul |0,20|5md9:57AM, Devane, Boyd <hnYd.dcvanc �4nv>vvrntc:
| will have to look atit more next week. I've got several projects in line ahead of this one. | think the system may beok
but |will need some additional information.
1. | need to see the volume of runoff calculations and more information on the size of the basin to make sure that it
will treat the one inch storm.
2. 1 will need orifice sizing information to see the release ra-13
4. You will need to delineate a drainage area adjacent to the road to show that a certain area will be protected at a
low density impervious percentage of 24% or less.
This is based on my initial look at your drawing and I may have a need for more information after I study the site and
proposed treatment structure in more detail.
From: ]ustn Church [maiKo:1ustn(gi)brec bizl
Sent: Thursday, ]uhO9, 2015 10:51 AM
To: Oevane,Boyd
Cc: Derek Goddard
Subject: Sketch Plan
1

Would you mind looking at this sketch plan of a bmp to handle stormwater based on our conversations last
week? This is sort of a hybrid plunge pool/dry detention basin. I could make it larger, but I would have to clear
a substantial amount of trees to do so. This detention basin would capture all runoff from the impervious road
surface that is being installed. In my opinion, this would be more effective than swales. Let me know what you
think. I can get you a more polished plan quickly if you think this concept will be acceptable.
Thanks
/jc
"Please note our change of address as of 2/1/2015.
Justin Church, PE, CFM
Principal Engineer
BREC, P.A.
126 Executive Drive, Suite 220
Wilkesboro, NC 28697
(o) 336.844.4088
(c) 828.773.6543
httb: / /brec.biz
"Please note our change of address as of 2/1/2015.
Justin Church, PE, CFM
Principal Engineer
BREC, P.A.
126 Executive Drive, Suite 220
Wilkesboro, NC 28697
(o) 336.844.4088

(c) 828.773.6543
http: / /brec.biz

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COURTHOUSE DRIVE EXTENSION
STORMWATER CALCULATIONS
Prepared By:
BREC, P.A.
126 Executive Drive
Suite 220
Wilkesboro, NC 28697
NCBELS Firm #C -3448
CARP
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035736 =
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Prepared For:
Wilkes County Govt.
Room 101
110 North Street
Wilkesboro, NC 28697
14 July 2015
Ju4n Church, PE
Principal Engineer
Project Site:
Courthouse Drive
Wilkesboro, NC 28697
BREC, P.A. Courthouse Drive Extension i Stormwater Calculations 1

1.0 General Information
This document contains stormwater calculations demonstrating compliance with
post- construction state stormwater regulations for the construction of an 1187 ft
extension of Courthouse Drive in Wilkesboro, NC. A dry detention stormwater
BMP will be utilized to treat runoff from the proposed asphalt surface.
Furthermore, 3.34 acres of county property adjacent to the site will be deed
restricted from future development to maintain 24% impervious built upon area
for the proposed project.
2.0 Methodology
The water quality volume (WQv) 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:
Rv= 0.05 +0.9IA
WQv = 3630RDRvA
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 calculated WQv is 2,310 f t3. To route the WQv through the dry detention
basin, 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 + 10WQ1 — 10�/WQV + 1.25WQvRD,
The modified curve number was used to route the first flush using an SCS 6 hour
balanced storm distribution. The 1 year, 24 hour and 10 year, 24 hour storms
were routed with standard curve numbers and an SCS type II 24 hour storm
distribution.
Routing of the required storms through the sand filters was performed using
Autodesk Storm and Sanitary Analysis (SSA) 2014.
3.0 Results
In order to maintain a sufficient detention time, an infiltration time of 1
hr
assumed, and no primary orifice outlet is used. This produces a detention time
of 35 hours. An emergency spillway weir is also incorporated to route larger
storms. Model outputs from SSA are included in the Appendix for verification.
BREC, P.A. Courthouse Drive Extension I Stormwater Calculations 2

Appendix
BREC, P.A. Courthouse Drive Extension I Stormwater Calculations

First Flush Routing
BREC, P.A. Courthouse Drive Extension I Stormwater Calculations

Project Description
File Name ........................................... ...............................
BMP ROUTING.SPF
Project Options
FlowUnits .......................................... ...............................
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 ............................... ...............................
Jul 09, 2015
00:00:00
End Analysis On ................................. ...............................
Jul 12, 2015
00:00:00
Start Reporting On ............................. ...............................
Jul 09, 2015
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 00:05:00
days hh:mm:ss
Routing Time Step ............................. ...............................
30
seconds
Number of Elements
Qty
RainGages ........................................ ...............................
1
Subbasins........................................... ...............................
1
Nodes.................................................. ...............................
3
Junctions................................... ...............................
1
Outfalls...................................... ...............................
1
Flow Diversions ......................... ...............................
0
Inlets.......................................... ...............................
0
Storage Nodes .......................... ...............................
1
Links.................................................... ...............................
2
Channels................................... ...............................
0
Pipes......................................... ...............................
1
Pumps....................................... ...............................
0
Orifices...................................... ...............................
0
Weirs......................................... ...............................
1
Outlets....................................... ...............................
0
Pollutants........................................... ...............................
0
LandUses .......................................... ...............................
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 WILKESBORO Time Series 11NCH- FIRST -FLUSH 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
f 1
lac-in
�c08
(days
1 ROAD - SURFACE 67 99.57
1.00 0.5
0.6�
00:05 0�

Node Summary
SN Element Element
ID Type
1 BASIN - TOTAL - OUTLET Junction
2 SITE - OUTFALL Outfall
3 BASIN Storage Node
Invert Ground /Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Elevation
(Max)
Water Elevation
Area Inflow Elevation Surcharge Freeboard
(min)
Elevation
Elevation
Attained
Depth
Attained
Attained
]
) ( c
1002.7
1007A0
1002.9 0.0�
0.00 0Z 1002.9
OAN
4.25
1002.50
0.00 1002.50
1003.00
1007.00
1003.00
0.00 1.08 1005.85
Time of Total Total Time
Peak Flooded
Flooded
Flooding Volume
Occurrence
(days hh:mm) (ac -in)
(min)
0 00:0 0.0
0.00
0.00 0.00

Link Summary
SIN Element Element From To (Outlet)
ID Type (Inlet) Node
Node
1 OUTLET -LINK Pipe BASIN - TOTAL- OUTLET SITE- OUTFALL
2 EMERGENCY - OVERFLOW Weir BASIN BASIN - TOTAL - OUTLET
Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged
Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) N (in) (cfs) (cfs) (fUsec) It (min)
10.00 1002.75 1002.50 2.5000 15.000 0.0120 0.00 112 0.00 0.00 0.00 0.00 0.00
1003.00 1002.75 0.00

Reported
Condition
Calculated

Subbasin Hydrology
Subbasin: ROAD - SURFACE
Input Data
Area(ac) ...................... ...............................
0.67
Weighted Curve Number ............................
99.57
Rain Gage ID ................ ...............................
W ILKESBORO
Composite Curve Number
Area
Soil Curve
Soil /Surface Description
(acres)
Group Number
0.67
- 99.57
Composite Area & Weighted CN
0.67
99.57
Subbasin Runoff Results
Total Rainfall (in) .......... ............................... 1.00
Total Runoff (in) ........... ............................... 0.95
Peak Runoff (cfs) ......... ............................... 1.08
Weighted Curve Number ............................ 99.57
Time of Concentration (days hh:mm:ss) ..... 0 00:05:00

Subbasin : ROAD - SURFACE
1.7
1.6
1.5
1.4
1.3
1.2
1.1
1
0.9
0.8
m
0✓ 0.7
0.6
0.5- —
0.4- —
0.3- —
0.2- —
0.1 --
0 5
1.1
1.05
1
0.95
0.9
0.85-
08-
0.75 -
0.7-
Z"- 065-
-- 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
Rainfall Intensity Graph
13 15 23 23 37 35 43 4 63 1�3 E7 66 71
Time (hrs)
Runoff Hydrograph
10 15 20 23 37 35 4D 4.i 50 5-0 E] 66 73
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 BASIN - TOTAL - OUTLET 1002.75
1007.0
4.25
1002.75 0.08 0.
- 1007.x0
0.08
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
? ( ) L
�C)0
)
(\,
(days0 )
(days (80.00 (0.00
1 BASIN - TOTAL - OUTLET Oc00 1002.0
0(Ot�
0(00
42t�
1002.7ft5
O(01
00:06
00:06

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width
Elevation Offset Elevation Offset Height
Manning's Entrance Exit/Bend Additional Initial Flap No. of
Roughness Losses Losses Losses Flow Gate Barrels
1 OUTLET -LINK 10.Ot0 1002.75 0.00 1002.5ft0 0.9 0(25 2.XO0 CIRCULAR 15.000 15.00 0.0120 0.5000 0.5000 0.0000 OZ No

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
1 OUTLET -LINK Oc00 (days
0 00:00 11 O6 0.00 (fU0Se0c) (min) 02 0.00 (0.00 Calculated

Storage Nodes
Storage Node : BASIN
Input Data
Invert Elevation (ft) ...............................................
............................... 1003.00
Max (Rim) Elevation (ft) ........................................
............................... 1007.00
Max (Rim) Offset (ft) .............................................
............................... 4.00
Initial Water Elevation (ft) .....................................
............................... 1003.00
Initial Water Depth (ft) ..........................................
............................... 0.00
Ponded Area (ft') ..................................................
............................... 0.00
Evaporation Loss ..................................................
............................... 0.00
I nfi Itration /Exfi Itration
Exfiltration Rate (in /hr) .......................................... ............................... 1.0000
Storage Area Volume Curves
Storage Curve: BASIN - CONTOURS
Stage
Storage
Storage
Area
Volume
(ft)
(ft 2�
ft 1
0
492.
0.000
1
684.5
588.60
2
901.5
1381.60
3
1143.7
2404.20
4
1410.9
3681.50

Storage Area Volume Curves
Storage Volume (ft)
o am t"� ,*o x�" u*o ,�" ,�"
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--''-' -
n
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ax . ---- ----------',x
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uo' ---'�------'�------�------' ------' -------------------- 0.9
. � �
uo . ' . ------. -----------------------------------. .
--'. -
ou
u, ----'. �------' �------�------'�------'�------'�---u`
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uo_� ------'�------'�------�------'�------'�------'---'�-uo
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uo ' —'�------'�------'�------�------'�------'�------'�--'`^^
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_ --- ------'.------'�------�------'�------'�------'�--'
uu' ---'�------'-------'�------�------'L------'L------'L --'`u,
. � � � � � � - .
ox_�p-----�------'�------'�------�------'�------'�------'�--'--ox
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o��—''�—�—.'�'��—�_�_�'�`�__��_�_���_'._�''��''+.'�-��--�'����-'-�-r�-�.-'—'.'--�+ --- `«
500 550 600 660 700 750 800 850 900 950 1.000 1,050 1,100 1,150 1,200 1.250 1.300 1.350 ,m00
--- Storage Area --- Storage Volume U
v

Storage Node : BASIN (continued)
Outflow Weirs
SIN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Offse)t Height Coefficient
1 EMERGENCY - OVERFLOW Trapezoidal No 1006(00 3(Ot0 10(N 1.N 3.33
Output Summary Results
PeakInflow (cfs) ................................................... ...............................
1.08
Peak Lateral Inflow (cfs) ....................................... ...............................
1.08
Peak Outflow (cfs) ................................................ ...............................
0.00
Peak Exfiltration Flow Rate (cfm) ......................... ...............................
1.54
Max HGL Elevation Attained (ft) ........................... ...............................
1005.85
Max HGL Depth Attained (ft) ................................ ...............................
2.85
Average HGL Elevation Attained (ft) .................... ...............................
1003.71
Average HGL Depth Attained (ft) .......................... ...............................
0.71
Time of Max HGL Occurrence (days hh:mm) ...... ...............................
0 01:14
Total Exfiltration Volume (1000 -ft3) ....................... ...............................
2.318
Total Flooded Volume (ac -in) ............................... ...............................
0
Total Time Flooded (min) ..................................... ...............................
0
Total Retention Time (sec) ................................... ...............................
0.00

6i, Ztl
(Say) aua1
5£ 8Z �z ti�

1 year, 24 hour Routing
BREC, P.A. Courthouse Drive Extension I Stormwater Calculations

Project Description
File Name ............................ ............................... BMP ROUTING.SPF
Project Options
FlowUnits ............................ ...............................
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 ................. ...............................
Jul 09, 2015
00:00:00
End Analysis On .................. ...............................
Jul 12, 2015
00:00:00
Start Reporting On ............... ...............................
Jul 09, 2015
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 00:05:00
days hh:mm:ss
Routing Time Step ............... ...............................
30
seconds
Number of Elements
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 WILKESBORO Time Series 1YR -24HR Cumulative inches North Carolina Wilkes (North) 1 2.96 SCS Type II 24 -hr
Qty
RainGages .......................... ...............................
1
Subbasins............................. ...............................
1
Nodes................................... ...............................
3
Junctions ..................... ...............................
1
Outfalls........................ ...............................
1
Flow Diversions ........... ...............................
0
Inlets............................ ...............................
0
Storage Nodes ............ ...............................
1
Links..................................... ...............................
2
Channels..................... ...............................
0
Pipes........................... ...............................
1
Pumps......................... ...............................
0
Orifices........................ ...............................
0
Weirs........................... ...............................
1
Outlets......................... ...............................
0
Pollutants............................. ...............................
0
LandUses ........................... ...............................
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 WILKESBORO Time Series 1YR -24HR Cumulative inches North Carolina Wilkes (North) 1 2.96 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
1g8
(a1.8)
(days0
1 ROAD - SURFACE 67 98.00
2.78
2.58
00:05:06

Node Summary
SN Element Element
ID Type
1 BASIN - TOTAL - OUTLET Junction
2 SITE - OUTFALL Outfall
3 BASIN Storage Node
Invert Ground /Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Elevation
(Max)
Water
Elevation
Area Inflow Elevation Surcharge Freeboard
0 00:0 0.0
Elevation
Elevation
Attained
Depth
Attained
Attained
]]
) S %
1002.7
1007A0
1002.9
0.0�
0.00 2 3s 1003 32
OAN
3.68
1002.50
2.30 1002.89
1003.00
1007.00
1003.00
0.00 2.58 1006.17
Time of Total Total Time
Peak Flooded
Flooded
Flooding Volume
Occurrence
(days hh:mm) (ac -in)
(min)
0 00:0 0.0
0.00
0.00 0.00

Link Summary
SIN Element Element From To (Outlet)
ID Type (Inlet) Node
Node
1 OUTLET -LINK Pipe BASIN - TOTAL- OUTLET SITE- OUTFALL
2 EMERGENCY - OVERFLOW Weir BASIN BASIN - TOTAL - OUTLET
Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged
Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) N (in) (cfs) (cfs) (fUsec) (it) (min)
10.00 1002.75 1002.50 2.5000 15.000 0.0120 2.30 112 0.21 5.32 0.45 0.38 0.00
1003.00 1002.75 2.30

Reported
Condition
Calculated

Subbasin Hydrology
Subbasin: ROAD - SURFACE
Input Data
Area(ac) ...................... ...............................
0.67
Weighted Curve Number ............................
98.00
Rain Gage ID ................ ...............................
W ILKESBORO
Composite Curve Number
Area
Soil Curve
Soil /Surface Description
(acres)
Group Number
0.67
- 98.00
Composite Area & Weighted CN
0.67
98.00
Subbasin Runoff Results
Total Rainfall (in) .......... ............................... 2.96
Total Runoff (in) ........... ............................... 2.73
Peak Runoff (cfs) ......... ............................... 2.58
Weighted Curve Number ............................ 98.00
Time of Concentration (days hh:mm:ss) ..... 0 00:05:00

Subbasin : ROAD - SURFACE
Rainfall Intensity Graph
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
24
2.2
° 2
1.0
1.0
1.4
1.2
1
0.8
0.6
0.4 #
0.2
0 5 13 13 20 23 37 35 43 4 63 5-3 E7 6_� 71
Time (hrs)
Runoff Hydrograph
2.7
2.0
2.0 1
2.4 1
22
2.2 1
2.1 1
2 1
19
1.0 1
1.7
_ 1.0
1.4
1.3
1.2
1.1
1 1
0.9 1
0.0 1
0.7 1
0.c
0.c 1
0.4 1
0.3 1
0.2
0.1 1-00, t`
I
0 5 13 13 20 23 37 35 43 43 63 5-0 E] 63 T3
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 BASIN - TOTAL - OUTLET 1002.75
1007.0
4.25
1002.75 0.08 0.
- 1007.x0
0.08
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
? ( )
i.f3
]
(days
(days0 (a0.00
(0.00
1 BASIN - TOTAL - OUTLET Oc00 100332
0(5t�
0( 00
3(6t�
10028ft0
O(0
00:0

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width
Elevation Offset Elevation Offset Height
Manning's Entrance Exit/Bend Additional Initial Flap No. of
Roughness Losses Losses Losses Flow Gate Barrels
1 OUTLET -LINK 10.Ot0 1002.75 0.00 1002.5ft0 0.9 0(25 2.XO0 CIRCULAR 15.000 15.00 0.0120 0.5000 0.5000 0.0000 OZ No

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
(( ))
(days
)
)
(fu5.32 (0.0�
(0.00
1 OUTLET -LINK 2c30
Oh12:0�
1106 0.21
04�
0.38 Calculated

Storage Nodes
Storage Node : BASIN
Input Data
Invert Elevation (ft) ...............................................
............................... 1003.00
Max (Rim) Elevation (ft) ........................................
............................... 1007.00
Max (Rim) Offset (ft) .............................................
............................... 4.00
Initial Water Elevation (ft) .....................................
............................... 1003.00
Initial Water Depth (ft) ..........................................
............................... 0.00
Ponded Area (ft') ..................................................
............................... 0.00
Evaporation Loss ..................................................
............................... 0.00
I nfi Itration /Exfi Itration
Exfiltration Rate (in /hr) .......................................... ............................... 1.0000
Storage Area Volume Curves
Storage Curve: BASIN - CONTOURS
Stage
Storage
Storage
Area
Volume
(ft)
(ft 2�
ft 1
0
492.
0.000
1
684.5
588.60
2
901.5
1381.60
3
1143.7
2404.20
4
1410.9
3681.50

Storage Area Volume Curves
Storage Volume (ft)
o am t"� ,*o x�" u*o ,�" ,�"
* 4 � � � � � � 1 .*
3.9 -------------- � � + � � —��no
s^ --'-nu
. .
,� -----sz
. . .
aa ' ' --'�--'`,�
. . � � .
uv ---- --'--n�
�4 . . � ----' --'.��4
. . .
,.3
. ' . -------------- --------------- � �------'�. . '
--''-' -
n
�
3.2 . ------'� ----- n�
ax . ---- ----------',x
, � � —s
. . . .
au_- + - - + --------------------------- �--'-nu
zo � � � � ' ------' ------' ------ 2.8
. .
ar -------------------,�:
. . .
2� ' ' z�
. . --------------------------------------------- . .
2.5 ----'�------'�------'�--'`z,
. . .
. .
2.4 ------�------�------u--',�4
. . .
zn ------�------�------ --'aa
. . .
� � � �
2��- + � � — ------' ------' ------' --'��
zx ' --�------'�------'�------'�--'2x
. . .
� 2 ' '
---'�------'-------'-� ------' --'e
,� — ' ' — '' '-' '-1 . u
,u -----'+------+------+------+--'��
. . .
,� —�-----'+------+------+------+--'��
. . .
� � � � �
,��� � � --. ------ ------'. ------'. ------'. --',.6
1.5 . ---'�------�------'�------'�------'�--'��
. .
,^ . ----'�------�------'�------'�------' --'��
. .
1.3 . -----'�------�------'�------'�------'�--'.,�
. . .
'� . ------�------�------'�------'�------'�--'-,�
. . . .
,x�-- + ----------------- �---------------------------- ------------- ------------- ------ ,x
� I .
, � � --'.------'�------�------'.------'�------'r--'°
uo' ---'�------'�------�------' ------' -------------------- 0.9
. � �
uo . ' . ------. -----------------------------------. .
--'. -
ou
u, ----'. �------' �------�------'�------'�------'�---u`
. . .
uo_� ------'�------'�------�------'�------'�------'---'�-uo
� � I r
^v�� '�------'.------'.------ ------'.------'.------'.--'�-uo
uo ' —'�------'�------'�------�------'�------'�------'�--'`^^
. . . .
uo ' � � ' ^`
_ --- ------'.------'�------�------'�------'�------'�--'
uu' ---'�------'-------'�------�------'L------'L------'L --'`u,
. � � � � � � - .
ox_�p-----�------'�------'�------�------'�------'�------'�--'--ox
- .
o��—''�—�—.'�'��—�_�_�'�`�__��_�_���_'._�''��''+.'�-��--�'����-'-�-r�-�.-'—'.'--�+ --- `«
500 550 600 660 700 750 800 850 900 950 1.000 1,050 1,100 1,150 1,200 1.250 1.300 1.350 ,m00
--- Storage Area --- Storage Volume U
v

Storage Node : BASIN (continued)
Outflow Weirs
SIN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Offse)t Height Coefficient
1 EMERGENCY - OVERFLOW Trapezoidal No 1006(00 3(Ot0 10(N 1.N 3.33
Output Summary Results
PeakInflow (cfs) ................................................... ...............................
2.58
Peak Lateral Inflow (cfs) ....................................... ...............................
2.58
Peak Outflow (cfs) ................................................ ...............................
2.30
Peak Exfiltration Flow Rate (cfm) ......................... ...............................
1.65
Max HGL Elevation Attained (ft) ........................... ...............................
1006.17
Max HGL Depth Attained (ft) ................................ ...............................
3.17
Average HGL Elevation Attained (ft) .................... ...............................
1004.47
Average HGL Depth Attained (ft) .......................... ...............................
1.47
Time of Max HGL Occurrence (days hh:mm) ...... ...............................
0 12:02
Total Exfiltration Volume (1000 -ft3) ....................... ...............................
3.978
Total Flooded Volume (ac -in) ............................... ...............................
0
Total Time Flooded (min) ..................................... ...............................
0
Total Retention Time (sec) ................................... ...............................
0.00

10 year, 24 hour Routing
BREC, P.A. Courthouse Drive Extension I Stormwater Calculations

Project Description
File Name ............................ ............................... BMP ROUTING.SPF
Project Options
FlowUnits ............................ ...............................
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 ................. ...............................
Jul 09, 2015
00:00:00
End Analysis On .................. ...............................
Jul 12, 2015
00:00:00
Start Reporting On ............... ...............................
Jul 09, 2015
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 00:05:00
days hh:mm:ss
Routing Time Step ............... ...............................
30
seconds
Number of Elements
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 WILKESBORO Time Series 10YR -24HR Cumulative inches North Carolina Wilkes (North) 10 5.33 SCS Type II 24 -hr
Qty
RainGages .......................... ...............................
1
Subbasins............................. ...............................
1
Nodes................................... ...............................
3
Junctions ..................... ...............................
1
Outfalls........................ ...............................
1
Flow Diversions ........... ...............................
0
Inlets............................ ...............................
0
Storage Nodes ............ ...............................
1
Links..................................... ...............................
2
Channels..................... ...............................
0
Pipes........................... ...............................
1
Pumps......................... ...............................
0
Orifices........................ ...............................
0
Weirs........................... ...............................
1
Outlets......................... ...............................
0
Pollutants............................. ...............................
0
LandUses ........................... ...............................
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 WILKESBORO Time Series 10YR -24HR Cumulative inches North Carolina Wilkes (North) 10 5.33 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
1
)
(ac-in
(days
1 ROAD - SURFACE 67 98.00
5(33
5(09
0 00:05 0�

Node Summary
SN Element Element
ID Type
1 BASIN - TOTAL - OUTLET Junction
2 SITE - OUTFALL Outfall
3 BASIN Storage Node
Invert Ground /Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Elevation
(Max)
Water
Elevation
Area Inflow Elevation Surcharge Freeboard
0 00:0 0.0
Elevation
Elevation
Attained
Depth
Attained
Attained
]]
) )
1002.7
1007A0
1002.9
0.0�
0.00 4.5s1 10036
OAN
3 3ft6
1002.50
4.51 1003.06
1003.00
1007.00
1003.00
0.00 4.70 1006.26
Time of Total Total Time
Peak Flooded
Flooded
Flooding Volume
Occurrence
(days hh:mm) (ac -in)
(min)
0 00:0 0.0
0.00
0.00 0.00

Link Summary
SIN Element Element From To (Outlet)
ID Type (Inlet) Node
Node
1 OUTLET -LINK Pipe BASIN - TOTAL- OUTLET SITE- OUTFALL
2 EMERGENCY - OVERFLOW Weir BASIN BASIN - TOTAL - OUTLET
Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged
Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) N (in) (cfs) (cfs) (fUsec) It (min)
10.00 1002.75 1002.50 2.5000 15.000 0.0120 4.51 11.06 0.41 6.16 0.71 0.58 0.00
1003.00 1002.75 4.51

Reported
Condition
Calculated

Subbasin Hydrology
Subbasin: ROAD - SURFACE
Input Data
Area(ac) ...................... ...............................
0.67
Weighted Curve Number ............................
98.00
Rain Gage ID ................ ...............................
W ILKESBORO
Composite Curve Number
Area
Soil Curve
Soil /Surface Description
(acres)
Group Number
0.67
- 98.00
Composite Area & Weighted CN
0.67
98.00
Subbasin Runoff Results
Total Rainfall (in) .......... ............................... 5.33
Total Runoff (in) ........... ............................... 5.09
Peak Runoff (cfs) ......... ............................... 4.70
Weighted Curve Number ............................ 98.00
Time of Concentration (days hh:mm:ss) ..... 0 00:05:00

Subbasin : ROAD - SURFACE
7.�
7
6.5
6
5.5
5
4.5
4
3.
3
2.5
2
1.5
1
0.5
0
r
4.0
4.0
4.4
4.2
4
3.0
3.6
3.4
3.2
N 2.0
U
23
O 2.4
C
2.2
1.c
1.0
1.4
1.2
1
0.0
0.0
0.4
0.2
0
I
5
1� -
10 15 2
Rainfall Intensity Graph
25 30 35 40 45 60 55 60 65 70
Time (hrs)
Runoff Hydrograph
5 10 15 20 25 30 35 40 45 60 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 BASIN - TOTAL - OUTLET 1002.75
1007.0
4.25
1002.75 0.08 0.
- 1007.x0
0.08
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
(( ))
)
,
))
(daysOhh12'0m)
(days0 (a0.00
(0.00
1 BASIN - TOTAL - OUTLET 4.5�
Oc00 100364)
0(89
0(00
3(3tFi
10028tt2
O(14
00:0

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width
Elevation Offset Elevation Offset Height
Manning's Entrance Exit/Bend Additional Initial Flap No. of
Roughness Losses Losses Losses Flow Gate Barrels
1 OUTLET -LINK 10.Ot0 1002.75 0.00 1002.5ft0 0.9 0(25 2.XO0 CIRCULAR 15.000 15.00 0.0120 0.5000 0.5000 0.0000 OZ No

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
(days )
) ()
(fu6.16 (0.0�
(0.00
1 OUTLET -LINK 4.51
Oh12:00
1106 0.41
0.71
0.58 Calculated

Storage Nodes
Storage Node : BASIN
Input Data
Invert Elevation (ft) ...............................................
............................... 1003.00
Max (Rim) Elevation (ft) ........................................
............................... 1007.00
Max (Rim) Offset (ft) .............................................
............................... 4.00
Initial Water Elevation (ft) .....................................
............................... 1003.00
Initial Water Depth (ft) ..........................................
............................... 0.00
Ponded Area (ft') ..................................................
............................... 0.00
Evaporation Loss ..................................................
............................... 0.00
I nfi Itration /Exfi Itration
Exfiltration Rate (in /hr) .......................................... ............................... 1.0000
Storage Area Volume Curves
Storage Curve: BASIN - CONTOURS
Stage
Storage
Storage
Area
Volume
(ft)
(ft 2�
ft 1
0
492.
0.000
1
684.5
588.60
2
901.5
1381.60
3
1143.7
2404.20
4
1410.9
3681.50

Storage Area Volume Curves
Storage Volume (ft)
o am t"� ,*o x�" u*o ,�" ,�"
* 4 � � � � � � 1 .*
3.9 -------------- � � + � � —��no
s^ --'-nu
. .
,� -----sz
. . .
aa ' ' --'�--'`,�
. . � � .
uv ---- --'--n�
�4 . . � ----' --'.��4
. . .
,.3
. ' . -------------- --------------- � �------'�. . '
--''-' -
n
�
3.2 . ------'� ----- n�
ax . ---- ----------',x
, � � —s
. . . .
au_- + - - + --------------------------- �--'-nu
zo � � � � ' ------' ------' ------ 2.8
. .
ar -------------------,�:
. . .
2� ' ' z�
. . --------------------------------------------- . .
2.5 ----'�------'�------'�--'`z,
. . .
. .
2.4 ------�------�------u--',�4
. . .
zn ------�------�------ --'aa
. . .
� � � �
2��- + � � — ------' ------' ------' --'��
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v

Storage Node : BASIN (continued)
Outflow Weirs
SIN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Offse)t Height Coefficient
1 EMERGENCY - OVERFLOW Trapezoidal No 1006(00 3(Ot0 10(N 1.N 3.33
Output Summary Results
Peak Inflow (cfs) ................................................... ...............................
4.70
Peak Lateral Inflow (cfs) ....................................... ...............................
4.70
Peak Outflow (cfs) ................................................ ...............................
4.51
Peak Exfiltration Flow Rate (cfm) ......................... ...............................
1.69
Max HGL Elevation Attained (ft) ........................... ...............................
1006.26
Max HGL Depth Attained (ft) ................................ ...............................
3.26
Average HGL Elevation Attained (ft) .................... ...............................
1004.83
Average HGL Depth Attained (ft) .......................... ...............................
1.83
Time of Max HGL Occurrence (days hh:mm) ...... ...............................
0 12:00
Total Exfiltration Volume (1000 -ft3) ....................... ...............................
4.201
Total Flooded Volume (ac -in) ............................... ...............................
0
Total Time Flooded (min) ..................................... ...............................
0
Total Retention Time (sec) ................................... ...............................
0.00

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