20110089 Ver 3_Stormwater Info_20150608

f/
i
�C_srmjp,
CES Group Engineers, LLP
274 N. Hwy. 16, Suite 300
Denver, NC 28037
Phone: [phone]
FAX [phone]
TO: Stormwater Permitting Program
1612 Mail Service Center
Raleigh, NC 27699
WE ARE SENDING YOU:
LETTER OF TRANSMITTAL
Date: June 2, 2015
Attention: Laura Alexander
RE: Airlie Industrial Park (Phase 1)
DWQ# 11 -0089
RECEIVED
JUN 08 2015
DENR -LAND QUALITY
STORMWATER PERMITTING
AS REQUESTED DRAWINGS BY UNITED PARCEL SERVICE
X FOR YOUR REVIEW PRINTS BY US MAIL
FOR YOUR INFORMATION CHANGE ORDER Hand Delivered
THE FOLLOWING ITEMS:
COPIES DATED DESCRIPTION
2 Plans, calculations and supplement forms
REMARKS:
This submittal is for Lot #1 in Airlie Park, parcel ID 91411. 1 spoke to Alan Johnson and he stated there is no
application needed or fee. Just instructed me to reference the permit number above and submit plans and
calculations. If additional information is needed, please do not hesitate to contact me.
Thank you.
SENDER:

AIRLIE PARK PHASE I
SAND FILTER #1
DA = 57,200 SF = 1.31 AC
Impervious = 18,990 SF = 0.44 AC
C = 0.34
WQv = (0.05 + 0.9(0.34)) * 1.31 * 43560 * 1 * 1/12 = 1,700 CF
WQv ad}' = WQv * .75 = 1,275 CF
As min =(240* Rv * Ad)Rd = (240 * 0.356 * 1.31) * 1 =112 SF
Af min = ((WQv * dF) / (K* t * (hA + df))) = ((1700 * 1.5) / (3.5 * 1.66 * (1.5 + 1.5))) = 146.3
WQv adj As +Af
Hmax = 3' 1,275 428
As = 214 sf
As proposed = 253 sf
DA = 157,440 SF = 3.61 AC
Impervious = 78,800 SF = 1.81 AC
C = 0.50
Af = 214 sf
Af proposed = 253 sf
SAND FILTER #2
WQv = (0.05 + 0.9(0.5)) * 3.61 * 43560 * 1 * 1/12 = 6,552 CF
WQv adj= WQv *.75 =4,914 CF
As min =( 240* Rv *Ad)Rd = (240 *0.5 *3.61) *1 =433 SF
Af min = ((WQv * dF) / (K* t * (hA + df))) = ((4,914 * 1.5) / (3.5 * 1.66 * (1.5 + 1.5))) = 422 SF
WQv adj As + Af
Hmax = 2.58' 4,914 1,904
As = 952 sf Af = 952 sf
As proposed = 952 sf Af proposed = 952 sf

Permit Number:
(to be provided by DWQ)
OF W ATFR
RIMA Oa OG
�� A ti
NCDENR <
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section III) and the I &M Agreement (Section IV)
I. PROJECT INFORMATION
Project name Airlie Park Spec Building (Lincoln County DWQ #11 -0089)
Contact name David Lutz
Phone number
Date
Drainage area number
II. DESIGN INFORMATION
Site Characteristics
Drainage area (AD)
Impervious area
% Impervious OA)
Design rainfall depth (RD)
Peak Flow Calculations
1 -yr, 24 -hr runoff depth
1 -yr, 24 -hr intensity
Pre - development 1 -yr, 24 -hr runoff
Post - development 1 -yr, 24 -hr runoff
Pre /Post 1 -yr, 24 -hr peak control
Storage Volume
Design volume (WQV)
Adjusted water quality volume (WQVAd,)
Volume contained in the sedimentation basin and on top of the sand filter
Top of sand filter /grate elevation
Weir elevation (between chambers)
Maximum head on the sedimentation basin and sand filter (hM,F,fter)
Average head on the sedimentation basin and sand filter (hA)
Runoff Coefficient (Rv)
Type of Sand Filter
Open sand filter?
SHWT elevation
Bottom of the sand filter elevation
Clearance (dsHwr)
Closed /pre -cast sand filter?
SHWT elevation
Bottom of the sand filter elevation
Clearance (dsHw-r)
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground
structure (dsp,,)
704 -489 -1500
May 20, 2015
1
57,200.00 ft OK
18,990.00 ft
33.2% %
1.00 in
2.92 in
0.12 in /hr
0.03 ft3 /sec
0.08 ft3 /sec
0.05 ft3 /sec
1,700.00 ft'
1,275.00 ft'
2,162.00 ft'
OK
772 ft amsl
773.5 ft amsl
2.00 ft OK
1.00 ft OK
0.35 (unitless)
Y YorN
ft amsl
770.50 ft amsl
N/A Y or N
ft amsl
ft amsl
N/A ft
RECEIVED
JUN 0 8 2015
DENR -LAND QUALITY
STORMWATER PERMITTING
Form SW401 -Sand Filter -Rev.5 2009Sept17 Parts I and 11. Project Design Summary, Page 1 of 2

Sedimentation Basin
Surface area of sedimentation basin (As)
Sedimentation basin /chamber depth
Sand Filter
Surface area of sand filter (AF)
Top of sand media filter bed elevation
Bottom of sand media filter bed /drain elevation
Depth of the sand media filter bed (dF)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge /flowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off -line flow - splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 1 00f from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber /forebay (Wsed)?
What is the depth of sand over the outlet pipe (dpipe)?
Permit Number
(to be provided by DWQ)
253.00 fe Vr\. Wit= IIIIIIIIIIUIII, UUL Illdy 11=U LU UU 11161UdbrU LV
2.00 ft
253.00 fe 111UUdbt: JUl Idl.l7 dlVd. I IIIJ WIII d1bU 111UVdJC UIV
772.00 ft amsl
770.50 ft amsl
1.50 ft
3.50 (fVday)
6.00 in
0.77 ft3 /sec
1.00 hours OK. Submit drainage calculations.
0.04 days
Y
Y or N
OK
N
Y or N
Insufficient flow splitter.
N/A
Y or N
Enter Data
ft
YorN
Y
Y or N
OK
Y
Y or N
OK
Y
Y or N
OK
YorN
16.00 ft
OK
1.50 ft
OK
Form SW401 -Sand Filter -Rev.5 2009Sept17 Parts I and 11 Project Design Summary, Page 2 of 2

Pond Report 3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 05 / 21 / 2015
Pond No. 1 - Sand Filter 1
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 771.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cuft)
0.00
771.00
56
0
0
1.00
772.00
494
239
239
2.00
773.00
924
698
937
3.00
774.00
1,554
1,225
2,162
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
6.00
0.00
0.00
Crest Len (ft)
= 5.00
0.00
0.00
0.00
Span (in)
= 000
6.00
0.00
0.00
Crest El. (ft)
= 774.00
0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 0.00
771.00
0.00
0.00
Weir Type
= Ciplti
- --
- --
--
Length (ft)
= 0.00
37.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope ( %)
= 1.00
1.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
3.00
2.00
1.00
0.00 -L
0.00
Total Q
Note Culvert/0rifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
0.50
Stage / Discharge
1.00
1.50
Elev (ft)
774.00
773.00
772.00
-1 771.00
200
Discharge (cfs)

Hydrograph Return Period Ry to
c
y ra ow rographs Extension for AutoCAD ®Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Inflow
hyd(s)
Peak Outflow (cfs)
Hydrograph
Description
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
1
2
Rational
Reservoir
- - - - --
1
2.052
0.765
2.453
0.812
- - - - - --
- - --
- - - - - --
- --
3.202
0.897
- - - - - --
- - - - --
- - - - - --
- - - - - --
4.146
1.000
Sand Filter 1
<no description>
Proj. file: Sand Filter 1.gpw
Friday, 05 / 22 / 2015

1
H ° ro g Ca p h Summa Rep
9!drtafi`ow Hydrog'raphs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc._v10.5
Hyd.
No.
Hydrograph
.type
(origin)
Peak
flow
(cfs)
Time ' '
interval
(min)
Time to '
Peak,
(min)`
Hyd.
volume ,
(cuft) .
Inflow
hyd(s)
Maximum
elevation ',
(ft)
Total • °
strge used r
(cult)
Hydrograph
Description
1 •Rational
2.052
; T,
5
616
-7 - --
—
- - --
Sand Filter 1
2­
Reservoir
0.765
" 1 '
8
615
1
772.17 ,.
353
<no description>
o
'
Sand Filter 1.gpw , .
: Return Period: 1.Year
Thursday, 05 / 2112015' `,.

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Hyd. No. 1
Sand Filter 1
Hydrograph type
= Rational
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 1.310 ac
Runoff coeff.
Intensity
= 4.607 in /hr
Tc by User
OF Curve
= Lincolnton.IDF
Asc /Rec limb fact
Q (cfs)
3.00
r M
W1111
Sand Filter 1
Hyd. No. 1 -- 1 Year
2
Thursday, 05 / 21 / 2015
= 2.052 cfs
= 0.08 hrs
= 616 cuft
= 0.34
= 5.00 min
= 1/1
Q (cfs)
3.00
wX1111
1.00
0.00 r I I ' ' ' ' ' ' ' N 0.00
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2
Hyd No. 1 Time (hrs)
--

Hydrograph Report
Hydraflow Hydrographs Extension
for AutoCAD® Civil 3D® 2016 by Autodesk, Inc.
v10.5
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 1 - Sand Filter 1
Max. Elevation
Reservoir name
= Sand Filter 1
Max. Storage
Storage Indication method used.
Q (cfs
3.00
W111l
1.00
<no description>
Hyd. No. 2 -- 1 Year
K
Thursday, 05 / 21 / 2015
= 0.765 cfs
= 0.13 hrs
= 615 cult
= 772.17 ft
= 353 cult
Q (cfs)
3.00
2.00
1.00
0.00 0.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1
Time (hrs)
- Hyd No. 2 - Hyd No. 1 Total storage used = 353 cult

-` ' H Yd Cog ra p h S U m m a''J 'RiDpgrt
ydraflow Hydrographs Extension for AutoCAD ®; Civil +3D® 2016 by Autodesk, Inc. 410.5
Hyd.
No. '
Hydrog'rapHti
type ,flow
(origin)
Peak,*-,
. =
(cf,
Time -
interval
(min)'
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total •
strge used
(tuft)
Hydrograph
Description,;
Y
1
Rational ,;, : •
. 2.453.,
1
5
736
- - - - --
- - - - --
- - - - --
Sand Filter 1
2 `
Reservoirs.
0.812
1
8
735
1
772.30
444
<no description> +
F
Sand Filter- 1�.gpw
Return Period: 2 Year,
Thursday, 05 / 21 / 2015

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
Sand Filter 1
Hydrograph type
= Rational
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 1.310 ac
Runoff coeff.
Intensity
= 5.506 in /hr
Tc by User
OF Curve
= Lincolnton.IDF
Asc /Rec limb fact
Q (cfs)
3.00
2.00
1.00
0.00 x '
0.0 0.0
- Hyd No. 1
Sand Filter 1
Hyd. No. 1 -- 2 Year
L
Thursday, 05 / 21 / 2015
= 2.453 cfs
= 0.08 hrs
= 736 cuft
= 0.34
= 5.00 min
= 1/1
0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2
Q (cfs)
3.00
WK1111
1.00
3 0.00
0.2
Time (hrs)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2016 by Autodesk, Inc. v10.5
Thursday, 05 / 21 / 2015
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 0.812 cfs
Storm frequency
= 2 yrs
Time to peak
= 0.13 hrs
Time interval
= 1 min
Hyd. volume
= 735 cuft
Inflow hyd. No.
= 1 - Sand Filter 1
Max. Elevation
= 772.30 ft
Reservoir name
= Sand Filter 1
Max. Storage
= 444 cuft
Storage Indication method used
Q (cfs
3.00
2.00
1.00
<no description>
Hyd. No. 2 -- 2 Year
Q (cfs)
3.00
2.00
1.00
0.00 0.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1
Time (hrs)
Hyd No. 2 - Hyd No. 1 Total storage used = 444 cult

Hydrograph Summary Re p� d aflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
Rational
3.202
1
5
961
- - - - --
- --
- - - - --
Sand Filter 1
2
Reservoir
0.897
1
9
960
1
772.56
624
<no description>
Sand Filter 1.gpw
Return Period: 10 Year
Thursday, 05 / 21 / 2015

9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 05 / 21 / 2015
Hyd. No. 1
Sand Filter 1
Hydrograph type
= Rational
Peak discharge
= 3.202 cfs
Storm frequency
= 10 yrs
Time to peak
= 0.08 hrs
Time interval
= 1 min
Hyd. volume
= 961 cuft
Drainage area
= 1.310 ac
Runoff coeff.
= 0.34
Intensity
= 7.190 in /hr
Tc by User
= 5.00 min
OF Curve
= Lincolnton.IDF
Asc /Rec limb fact
= 1/1
Q (cfs)
4.00
3.00
OXIIIJ
1.00
Sand Filter 1
Hyd. No. 1 -- 10 Year
0.00 W I I I '
0.0 0.0 0.0 0.1 0.1
Hyd No. 1
0.1 0.1 0.1 0.1
Q (cfs)
4.00
3.00
2.00
1.00
' 3`1 0.00
0.2 0.2
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 1 - Sand Filter 1
Max. Elevation
Reservoir name
= Sand Filter 1
Max. Storage
Storage Indication method used.
Q (cfs
4.00
will]
2.00
1.00
,I 1 1
10
Thursday, 05 / 21 / 2015
= 0.897 cfs
= 0.15 hrs
= 960 cuft
= 772.56 ft
= 624 cuft
19�II���ee'
SESSIBES BENINESE
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
- Hyd No. 2
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1 1 1 1 1 1 1 1 1
Time Mrs)
- Hyd No. 1 Total storage used = 624 cuft

11
Hydrograph Summary Re P% aflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
Rational
4 146
1
5
1,244
- - - - --
- --
- - - - --
Sand Filter 1
2
Reservoir
1.000
1
9
1,243
1
772.90
864
<no description>
Sand Filter 1.gpw
Return Period: 100 Year
Thursday, 05 / 21 / 2015

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Thursday, 05 / 21 / 2015
Hyd. No. 1
Sand Filter 1
Hydrograph type
= Rational
Peak discharge
= 4.146 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.08 hrs
Time interval
= 1 min
Hyd. volume
= 1,244 cuft
Drainage area
= 1.310 ac
Runoff coeff.
= 0.34
Intensity
= 9.310 in /hr
Tc by User
= 5.00 min
OF Curve
= Lincolnton.IDF
Asc /Rec limb fact
= 1/1
Q (cfs)
5.00
4.00
3.00
2.00
W11111
0.00 r I I '
0.0 0.0 0.0 0.1
- Hyd No. 1
Sand Filter 1
Hyd. No. 1 -- 100 Year
0.1 0.1 0.1 0.1
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0.1 0.2 0.2
Time (hrs)

Hydrograph
Report
13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. 00.5
Thursday, 05 / 21 / 2015
Hyd. No. 2
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 1.000 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.15 hrs
Time interval
= 1 min
Hyd. volume
= 1,243 cuft
Inflow hyd. No.
= 1 - Sand Filter 1
Max. Elevation
= 772.90 ft
Reservoir name
= Sand Filter 1
Max. Storage
= 864 cuft
Storage Indication method used.
c
Q (cfs
5.00
4.00
3.00
2.00
1.00
Q (cfs)
5.00
EVIL]
3.00
EA1I11
SK1111
0.00 0.00
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1 1
Time (hrs)
- Hyd No. 2 Hyd No. 1 [FTF1 Total storage used = 864 cult

Permit Number,
(to be provided by DWQ)
� OF W A TF9
NCDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section Ill) and the I &M Agreement (Section IV)
I. PROJECT INFORMATION
Project name Airlie Park Spec Building (Lincoln County DWQ #11 -0089)
Contact name David Lutz
Phone number
Date
Drainage area number
704 - 489 -1500
2015
II. DESIGN INFORMATION
2.92 in
Site Characteristics
1 -yr, 24 -hr intensity
Drainage area (AD)
157,440.00 ftz OK
Impervious area
78,800.00 ft
% Impervious (IA)
50.1% %
Design rainfall depth (RD)
1.00 in RECEIVED
Peak Flow Calculations
1 -yr, 24 -hr runoff depth
2.92 in
JUN 0 8 20j5
1 -yr, 24 -hr intensity
0.12 in /hr
Pre - development 1 -yr, 24 -hr runoff
0.09 ft3 /sec
DENR -LAND QUALITY
Post - development 1 -yr, 24 -hr runoff
0.22 ft3 /sec
STORMWATER PERMITTING
Pre /Post 1 -yr, 24 -hr peak control
0.13 ft /sec
Storage Volume
Design volume (WQV)
6,552.00 ft3
Adjusted water quality volume (WQVAd)
4,914.00 ft3
Volume contained in the sedimentation basin and on top of the sand filter
OK
4,997.40 ft3
Top of sand filter /grate elevation
777 ft amsl
Weir elevation (between chambers)
778.35 ft amsl
Maximum head on the sedimentation basin and sand filter (hM,Rbr)
2.58 ft OK
Average head on the sedimentation basin and sand filter (hA)
1.29 ft OK
Runoff Coefficient (Rv)
0.50 (unitless)
Type of Sand Filter
Open sand filter?
Y Y or N
SHWT elevation
ft amsl
Bottom of the sand filter elevation
775.50 ft amsl
Clearance (dsHWT)
Closed /pre -cast sand filter?
N/A Y or N
SHWT elevation
ft amsl
Bottom of the sand filter elevation
ft amsl
Clearance (d3Hwr)
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground
N/A ft
structure (dspace)
Form SW401 -Sand Filter -Rev.5 2009Sept17 Parts I and 11 Project Design Summary, Page 1 of 2

Permit Number
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (As) 952.00 ft Vn. IVICCW IIIIIIIIIIUIII, UUL Illdr IICCU LU UU IIIL ludzvU LU
Sedimentation basin /chamber depth 2.58 ft
Sand Filter
Surface area of sand filter (AF)
952.00 fe
#DIV /0!
Top of sand media filter bed elevation
777.00 ft amsl
Bottom of sand media filter bed /drain elevation
775.50 ft amsl
Depth of the sand media filter bed (dF)
1.50 ft
Coefficient of permeability for the sand filter (k)
3.50 (ftlday)
Outlet diameter
6.00 in
Outlet dischargelflowrate
3.56 ft3 /sec
Time to drain the sand filter (t)
hours
Time to drain the sand filter (t)
0.00 days
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Y
Y or N
OK
Is an off -line flow - splitting device used?
N
Y or N
Insufficient flow splitter.
If draining to SA waters: Does volume in excess of the design volume flow
N/A Y or N
Enter Data
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
ft
Does the design use a level spreader to evenly distribute flow?
Y or N
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
Y
Y or N
OK
If not a closed bottom, is BMP located at least 1 00f from water supply wells?
Y
Y or N
OK
Are the vegetated side slopes equal to or less than 3:1
Y
Y or N
OK
Is the BMP located in a recorded drainage easement with a recorded access
Y or N
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber /forebay (W$ed)?
30.00 ft
OK
What is the depth of sand over the outlet pipe (dpipe)?
1.50 ft
OK
Form SW401 -Sand Filter -Rev 5 2009Sept17 Parts I and II. Project Design Summary, Page 2 of 2

Hydrograph Summary Re p9yld aflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
Rational
7.580
1
7
3,184
- - - --
- - --
- - --
SF 2
2
Reservoir
0.928
1
13
3,180
1
777.77
2,686
Sand Filter
Sand Filter 2.gpw
Return Period: 1 Year
Tuesday, 06 / 2 / 2015

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. 00.5
Hyd. No. 1
SF 2
Hydrograph type
= Rational
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 3.610 ac
Runoff coeff.
Intensity
= 4.199 in /hr
Tc by User
OF Curve
= Lincolnton.IDF
Asc /Rec limb fact
Q (cfs)
8.00
. M
4.00
OXIM
0.00 r 1 '
0 1 2
- Hyd No. 1
SF 2
Hyd. No. 1 -- 1 Year
3 4 5 6 7 8 9 10 11
FA
Tuesday, 06 / 2 / 2015
= 7.580 cfs
= 7 min
= 3,184 cuft
= 0.5
= 7.00 min
= 1/1
Q (cfs)
8.00
4.00
Willi]
3 0.00
12 13 14
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 2
Sand Filter 2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 1 - SF 2
Max. Elevation
Reservoir name
= SF 2
Max. Storage
Storage Indication method used.
Q (cfs)
8.00
RIM
4.00
2.00
0.00 &V I '
0 20
Hyd No. 2
Sand Filter 2
Hyd. No. 2 -- 1 Year
3
Tuesday, 06 / 2 / 2015
= 0.928 cfs
= 13 min
= 3,180 cult
= 777.77 ft
= 2,686 cuft
40 60 80 100 120 140 160
Hyd No. 1 Total storage used = 2,686 cuft
Q (cfs)
8.00
9-TIE
4.00
2.00
—1- 0.00
180
Time (min)

Pond Report a
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 2 / 2015
Pond No. 1 - SF 2
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 776.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
1.00
2.00
3.00
4.00
776.00
777.00
778.00
779.00
780.00
Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
224
1,904
2,683
3,502
4,378
Storage /
0
927
2,282
3,083
3,931
0
927
3,209
6,292
10,224
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
Clv A
[A] [B]
[C]
[D]
Rise (in)
= 6.00
0.00
0.00
0.00
Crest Len (ft)
= 6.00 0.00
0.00
0.00
Span (in)
= 6.00
0.00
0.00
0.00
Crest El. (ft)
= 779.58 0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33 2.60
3.33
3.33
Invert El. (ft)
= 776.00
0.00
0.00
0.00
Weir Type
= Ciplti - --
--
0.10
Length (ft)
= 44.00
0.00
0.00
0.00
Multi -Stage
= No No
No
No
Slope ( %)
= 1.00
0.00
0.00
n/a
185
776.20
0.11 is
- --
N -Value
= .013
.013
.013
n/a
- --
- --
- --
0.112
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by Wet area)
0.00
- --
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
776.40
0.36 is
Continues on next page
Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage I
Storage /
Discharge
Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D
Exfil
User
Total
ft
cuft
ft
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
0.00
0
776.00
0.00
- --
- --
- --
0.00
- --
- --
- --
- --
- --
0.000
0.10
93
776.10
0.03 is
- --
- --
- --
0.00
-
- --
- --
- --
- --
0.030
0.20
185
776.20
0.11 is
- --
- --
- --
0.00
- --
- --
- --
- --
- --
0.112
030
278
776.30
0.23 is
--
- --
- --
0.00
- --
- --
- --
- --
- --
0.229
0.40
371
776.40
0.36 is
--
- --
- --
0.00
--
- --
-
- --
- --
0.363
0.50
463
776.50
0.47 is
-
--
- --
0.00
--
- --
- --
- --
- --
0.473
060
556
776.60
0.52 oc
- --
--
- --
0.00
--
- --
-
- --
-
0.522
0.70
649
776.70
0.57 oc
-
--
- --
0.00
--
- --
- --
--
- --
0.568
0.80
742
776.80
0.61 oc
- --
--
- --
0.00
--
--
--
--
- --
0.610
0.90
834
776.90
0.65 oc
- --
- --
- --
0.00
- --
--
-
- --
- --
0.650
1.00
927
777.00
0.69 oc
--
- --
- --
0.00
- --
--
--
- --
- --
0.688
1.10
1,155
777.10
0.72 oc
- --
- --
- --
0.00
- --
- --
- --
- --
- --
0.724
1.20
1,383
777.20
0.76 oc
- --
- --
--
0.00
- --
--
- --
- --
- --
0.758
1.30
1,612
777.30
0.79 oc
- --
- --
-
0.00
- --
-
--
- --
- --
0.790
1.40
1,840
777.40
0.82 oc
- --
- --
-
0.00
- --
--
- --
- --
- --
0.822
1.50
2,068
777.50
0.85 oc
- --
- --
- --
0.00
- --
- --
- --
- --
- --
0.852
1.60
2,296
777.60
0.88 oc
- --
- --
- --
0.00
- --
- --
- --
- --
- --
0.881
1.70
2,524
777.70
0.91 oc
- --
- --
- --
0.00
- --
- --
- --
- --
- --
0.909
1.80
2,753
777.80
0.94 oc
- --
- --
- --
0.00
- --
- --
--
- --
- --
0.936
1.90
2,981
777.90
0.96 oc
- --
- --
--
0.00
- --
- --
--
- --
- --
0 963
2.00
3,209
778.00
0.99 oc
- --
- --
--
0.00
- --
- --
--
- --
- --
0.989
2.10
3,517
778.10
1.01 oc
- --
- --
- --
0.00
- --
- --
- --
- --
- --
1.014
2.20
3,826
778.20
1.04 oc
- --
- --
- --
0.00
- --
- --
- --
- --
- --
1.038
2.30
4,134
778.30
1.06 oc
- --
- --
--
0.00
- --
- --
- --
- --
--
1.062
2.40
4,442
778.40
1.09 oc
- --
- --
- --
0.00
- --
- --
- --
-
- --
1.086
2.50
4,751
778.50
1.11 oc
- --
- --
- --
0.00
- --
- --
- --
-
- --
1.109
2.60
5,059
778.60
1.13 oc
--
- --
- --
0.00
- --
- --
- --
- --
- --
1.131
2.70
5,367
77870
1.15 oc
- --
- --
-
0.00
- --
- --
- --
- --
- --
1.153
2.80
5,676
778.80
1.17 oc
- --
- --
- --
0.00
- --
- --
- --
- --
- --
1.175
2.90
5,984
778.90
1.20 oc
- --
- --
- --
0.00
- --
- --
- --
- --
- --
1.196
3.00
6,292
779.00
1.22 oc
- --
- --
- --
0.00
- --
- --
- --
- --
- --
1.217
3.10
6,685
779.10
1.24 oc
- --
- --
- --
0.00
- --
- --
- --
- --
- --
1.238
3.20
7,079
779.20
1.26 oc
- --
- --
- --
0.00
- --
- --
- --
- --
- --
1.258
3.30
7,472
779.30
1.28 oc
- --
- --
- --
0.00
- --
- --
- --
- --
- --
1.278
3.40
7,865
779.40
1.30 oc
- --
- --
- --
0.00
- --
- --
- --
- --
- --
1.297
3.50
8,258
779.50
1.32 oc
- --
- --
- --
0.00
- --
- --
- --
--
- --
1.316
Continues on next page

SF 2
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
ft
cult
ft
cfs
3.60
8,651
779.60
1.34 oc
3.70
9,044
779.70
1.35 oc
3.80
9,437
779.80
1.37 oc
3.90
9,831
779.90
1.39 oc
4.00
10,224
780.00
1.41 oc
.End
Clv B Clv C PrfRsr Wr A
cfs cfs cfs cfs
-- - -- - -- 0.06
- -- - -- - -- 0.83
- -- - -- - -- 2.06
- -- — - -- 3.61
-- - -- - -- 5.44
ra
-.
Wr B Wr C Wr D Exfil User Total
cfs cfs cfs cfs cfs cfs
-- -- — - -- - -- 1.392
- -- - -- - -- - -- - -- 2.183
- -- -- - -- - -- - -- 3.431
--- - -- -- - -- - -- 5.004
-- - -- - -- - -- - -- 6.847

Hydrograph Summary Re Kyld aflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. 00.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
Rational
9.053
1
7
3,802
- - --
- - - - --
- - - - --
SF 2
2
Reservoir
0 993
1
13
3,799
1
778.02
3,262
Sand Filter 2
Sand Filter 2.gpw
Return Period: 2 Year
Tuesday, 06 / 2 / 2015

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D02016 by Autodesk, Inc. 00.5 Tuesday, 06 / 2 / 2015
Hyd. No. 1
SF 2
Hydrograph type
= Rational
Peak discharge
= 9.053 cfs
Storm frequency
= 2 yrs
Time to peak
= 7 min
Time interval
= 1 min
Hyd. volume
= 3,802 cuft
Drainage area
= 3.610 ac
Runoff coeff.
= 0.5
Intensity
= 5.015 in /hr
Tc by User
= 7.00 min
OF Curve
= Lincolnton.IDF
Asc /Rec limb fact
= 1/1
Q (cfs)
10.00
. e�
. 11
4.00
Weld
0.00 N' '
0 1 2
— Hyd No. 1
SF 2
Hyd. No. 1 -- 2 Year
3 4 5 6 7 8
Q (cfs)
10.00
MI
NMI]
4.00
2.00
N 0.00
9 10 11 12 13 14
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D® 2016 by Autodesk, Inc. v10.5
Tuesday, 06 / 2 / 2015
Hyd. No. 2
Sand Filter 2
Hydrograph type
= Reservoir
Peak discharge
= 0.993 cfs
Storm frequency
= 2 yrs
Time to peak
= 13 min
Time interval
= 1 min
Hyd. volume
= 3,799 cuft
Inflow hyd. No.
= 1 - SF 2
Max. Elevation
= 778.02 ft
Reservoir name
= SF 2
Max. Storage
= 3,262 cuft
Storage Indication method used
Q (cfs)
10.00
m
. ul
4.00
2.00
0.00 W '
0 20
Hyd No. 2
Sand Filter 2
Hyd. No. 2 -- 2 Year
40 60 80 100 120 140 160
Hyd No. 1 Total storage used = 3,262 cuft
Q (cfs)
10.00
mm
. 1I
4.00
2.00
—1- 0.00
180
Time (min)

Hydrograph Summary Repyrt
ydraflow Hydrographs Extension for AutoCAD ®Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
11.90
1
7
4,996
--
- - --
- - - --
SF 2
2
Reservoir
1.082
1
13
4,993
1
778.39
4,388
Sand Filter 2
Sand Filter 2.gpw
Return Period: 10 Year
Tuesday, 06 / 2 / 2015

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 2 / 2015
Hyd. No. 1
SF 2
Hydrograph type
= Rational
Peak discharge
= 11.90 cfs
Storm frequency
= 10 yrs
Time to peak
= 7 min
Time interval
= 1 min
Hyd. volume
= 4,996 cuft
Drainage area
= 3.610 ac
Runoff coeff.
= 0.5
Intensity
= 6.590 in /hr
Tc by User
= 7.00 min
OF Curve
= Lincolnton.IDF
Asc /Rec limb fact
= 1/1
Q (cfs)
12.00
10.00
M
. OO
4.00
2.00
0.00 K I '
0 1 2
- Hyd No. 1
SF 2
Hyd. No. 1 -- 10 Year
Q (cfs)
12.00
iL1I1IiI
MI]
1111MI
4.00
2.00
I I I I I 1 I I I I I N 0.00
3 4 5 6 7 8 9 10 11 12 13 14
Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Tuesday, 06 / 2 / 2015
Hyd. No. 2
Sand Filter 2
Hydrograph type
= Reservoir
Peak discharge
= 1.082 cfs
Storm frequency
= 10 yrs
Time to peak
= 13 min
Time interval
= 1 min
Hyd. volume
= 4,993 cuft
Inflow hyd. No.
= 1 - SF 2
Max. Elevation
= 778.39 ft
Reservoir name
= SF 2
Max. Storage
= 4,388 cuft
Storage Indication method used.
Sand Filter 2
Q (cfs) Hyd. No. 2 —10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 20 40 60 80 100 120 140 160 180 200
Time (min)
— Hyd No. 2 Hyd No. 1 Total storage used = 4,388 cult

12
Hydrograph Summary Re p9yd aflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. 00.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
15.40
1
7
6,467
--
- - - - --
--
SF 2
2
Reservoir
1.183
1
13
6,464
1
778.85
5,787
Sand Filter 2
Sand Filter 2.gpw
Return Period: 100 Year
Tuesday, 06 / 2 / 2015

Hydrograph Report 13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Tuesday, 06 / 2 / 2015
Hyd. No. 1
SF 2
Hydrograph type
= Rational
Peak discharge
= 15.40 cfs
Storm frequency
= 100 yrs
Time to peak
= 7 min
Time interval
= 1 min
Hyd. volume
= 6,467 cuft
Drainage area
= 3.610 ac
Runoff coeff.
= 0.5
Intensity
= 8.531 in /hr
Tc by User
= 7.00 min
OF Curve
= Lincolnton.IDF
Asc /Rec limb fact
= 1/1
Q (cfs)
18.00
15.00
12.00
• 10
. m
M11101
SF 2
Hyd. No. 1 -- 100 Year
Q (cfs)
18.00
15.00
12.00
111M
Mile]
3.00
0.00 v ' ' ' I I i I I I I I I I N 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14
Hyd No. 1 Time (min)

Hydrograph Report
14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. 00.5
Tuesday, 06 / 2 / 2015
Hyd. No. 2
Sand Filter 2
Hydrograph type
= Reservoir
Peak discharge
= 1.183 cfs
Storm frequency
= 100 yrs
Time to peak
= 13 min
Time interval
= 1 min
Hyd. volume
= 6,464 cuft
Inflow hyd. No.
= 1 - SF 2
Max. Elevation
= 778.85 ft
Reservoir name
= SF 2
Max. Storage
= 5,787 cuft
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
• m
AM
3.00
0.00
0 20 40
- Hyd No. 2
Sand Filter 2
Hyd. No. 2 -- 100 Year
60 80
— Hyd No. 1
Q (cfs)
18.00
15.00
12.00
• IX
lll�
3.00
0.00
100 120 140 160 180 200 220
Time (min)
® Total storage used = 5,787 cult