SW3220402_Design Calculations_20220627

STORMWATER BMP CALCULATIONS
VILLAGE AT GRANITE QUARRY - PHASE 2
Granite Quarry, Rowan County, North Carolina
Prepared for
LGI HOMES
Contact: Jeff Webb
3037 Sherman Drive
Lancaster, SC
P. 844-566-4300
Prepared by.-
DPR Design
919 Berryhill Road, Suite 101
Charlotte, NC 28208
P. 704-332-1204
www.dpr.design
DPR Project No.: 17031
August 17, 2018
March 11, 2020
February 19, 2021
May 7, 2021
February 04, 2022
March 16, 2022
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TABLE OF CONTENTS
NARRATIVE
II. BMP SUMMARY
III. BMP EXHIBITS AND CALCULATIONS
- Vicinity Map and Aerial Photo
- Pre -Development Drainage Map
- Post -Development Drainage Map
- Pre -Development TOC Map
- TOC Calculations
- Run -Off Curve Number
- Soils Map
IV. BMP DESIGN AND CALCULATIONS
V. BMP HYDROGRAGH ANALYSIS
- Hydrograph Summary Report
- Hydrograph Pond Report
- Hydrograph Report
VI. APPENDIX

VILLAGE AT GRANITE QUARRY - PHASE 2
BMP STORMWATER DESIGN NARRATIVE
DPR No. 17031
Rev 2-18-2021, 5-7-2021, 2-04-2022, 3-15-2022
The enclosed package shows the results of the stormwater BMP design calculations for Phase 2
of Village at Granite community. The development is in Granite Quarry, Rowan County, North
Carolina, at 3040 Faith Road. The net site area is approximately +/-108 acres and the existing
conditions consist of covered buildings with pavement, open space and woods. This phase of
the project's proposed development will be a 132 lot single-family residential homes.
This phase has two (2) proposed stormwater BMP facilities for the site, a wet pond and a sand
filter. All were designed per the latest NCDENR Stormwater design manual. Topographic maps
and field observations were used to delineate the watershed basins and hydraulic path feeding
into the study conveyance system. With this information, hydraulic lengths, time of
concentrations (TOC), and basin slopes were determined for the pre -developed conditions. TOC
of 5 minutes was used for all post -developed conditions. The total impervious areas of the
development were calculated. The composite curve numbers (CN) were calculated based on the
hydrologic soil types and groups from the U.S. Department of Agriculture, SCS method for the
pre -developed and post -developed conditions.
Surface areas for the wet pond was sized to handle the first inch of rainfall based on total
impervious area of the watershed using the Schueler simple method and both basins were sized
to provide for channel protection using the 1-year, 24-hr storm. Modeling results indicate that
2-year and 10-year (24-hr storm events, using SCS Method) release peak flow rates for the post -
development detention routed conditions are less than that of pre -developed conditions.
Precast concrete outlet structures are designed with 6" thick top slabs. The weir heights vary to
allow the 100-year storm to pass below the bottom of the top slab. This insures that these
outlets function as weirs and do not transition into orifices.
Refer to the detailed maps, calculations, results, and details as shown in this package and in the
civil engineering subdivision plans.
C:IDPR Dropboxl ProjectsWctivel20l7ll7O31 Village at Granite (Partial)IPhase 21CALCSIBMPIPhase 2117031-
PH2-BMP Narrative.doc Page 1 of 2

Table 1: DRAINAGE AREAS:
Basin No.
Drainage Area
Pre -Developed
(+/- Ac.)
Drainage Area
Post -Developed
(+/- Ac.)
Phase 2 BMP #7
5.5
22.71
Phase 2 BMP #8
3.0
6.3
Phase 2 Temp BMP #9
2.5
-----
Phase 2 Temp BMP #10
5.0
-----
Phase 2 Temp. BMP #11
7.0
-----
Phase 2 Temp BMP #12
4.5
-----
Phase 2 Undetained Areas*
8.5
5.5
Total
36.0
34.51
TABLE 2: PRE -DEVELOPED DISCHARGES:
1- Year
(cfs)
2 - Year
(cfs)
10 - Year
(cfs)
25 - Year
(cfs)
50-Year
(cfs)
100-Year
(cfs)
Phase 2 BMP #7
0.279
0.920
4.164
6.821
9.137
11.64
Phase 2 BMP #8
1.303
2.219
5.116
7.047
8.646
10.32
Phase 2 Temp BMP #9
0.938
1.599
3.709
5.118
6.282
7.496
Phase 2 Temp BMP #10
0.135
0.503
2.725
4.646
6.391
8.289
Phase 2 Temp. BMP #11
3.283
5.963
14.58
20.52
25.50
30.71
Phase 2 Temp BMP #12
1.076
2.050
5.468
7.831
9.811
11.89
Phase 2 Undetained Areas*
3.189
6.917
19.34
27.95
35.18
42.80
Total
7.036
14.31
40.44
59.40
75.57
92.87
TABLE 3: POST -DEVELOPED DISCHARGES:
1- Year
(cfs)
2 - Year
(cfs)
10 - Year
(cfs)
25 - Year
(cfs)
50 - Year
(cfs)
100 - Year
(cfs)
Phase 2 BMP #7
41.73
58.01
105.41
134.88
158.40
182.32
Phase 2 BMP #8
12.19
16.78
30.12
38.33
44.87
51.51
Phase 2 Undetained Areas*
1.147
3.133
10.50
15.73
20.18
24.90
Total
54.95
77.92
145.32
188.27
222.83
258.21
TABLE 4: ROUTED -DEVELOPED DISCHARGES:
1- Year
(cfs)
2 - Year
(cfs)
10 - Year
(cfs)
25 - Year
(cfs)
50 - Year
(cfs)
100 - Year
(cfs)
Phase 2 BMP #7
0.000
0.000
2.357
3.927
10.85
25.47
Phase 2 BMP #8
0.121
0.281
1.744
8.056
20.04
31.52
Phase 2 Undetained Areas*
1.147
3.133
10.50
15.73
20.18
24.90
Total
1.195
3.233
10.67
17.28
35.07
59.72
TABLE 5: ROUTED -DEVELOPED DISCHARGES EVELATION:
1 - Year
2 - Year
10 - Year
1 25 - Year
1 50 - Year
1 100 -Year
Phase 2 BMP #7
724.45'
725.42'
726.39'
727.09'
727.44'
727.74'
Phase 2 BMP #8
733.00'
734.15'
734.95'
735.38'
735.68'
735.91'
FEMA Elevation BMP #7
724.50'
724.50'
724.50'
725.00'
725.50'
726.00'
FEMA Elevation BMP #8
726.30'
726.30'
726.30'
726.80'
727.30'
727.80'
*Undetained areas include areas that are disturbed during construction but covered with grass in
the final condition.
C:IDPR Dropboxl ProjectsWctivel20l7ll7031 Village at Granite (Partial)IPhase 21CALCSIBMPIPhase 2117031-
PH2-BMP Narrative.doc Page 2 of 2

III. BMP EXHIBITS AND CALCULATIONS
- Vicinity Map and Arial Photo
- Pre -Development Drainage Map
- Post -Development Drainage Map
- Pre -Development TOC Map
- TOC Calculations
- Run -Off Curve Number
- Impervious Calculation
- Soils Map

PRE -DEVELOPMENT STORMWATER DRAINAGE AREAS PLAN
SCALE 1 If
= 100'
Project Manager
HVN
Drawn By
RJ/LG
Checked By
HVN
Date
8/22/2019
Project Number
17031
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No.
Date (M/D/Y)
By
Description
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3-11-2020
RT
PER TOWN'S AND NCDENR'S WQ FIRST REVIEW COMMENTS
2
6-12-2020
RT
REVISION DOES NOT EFFECT THIS SHEET
3
2-19-2021
RT
PER TOWN'S SECOND AND NCDENR'S WQ THIRD REVIEW COMMENTS
4
5-7-2021
RT
REVISION DOES NOT EFFECT THIS SHEET
5
2-4-2022
RT/TC
PER TOWN'S THIRD REVIEW COMMENTS
6
3-16-2022
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SCALE 1 If
= 100'
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POST -DEVELOPMENT CULVERT DRAINAGE AREAS PLAN
SCALE 1 If
= 400'
master planning . civil engineering
urban design . landscape architecture
919 berryhill rd. ste 101 . charlotte, nc 28208
704.332.1204 . www.dpr.design
NOTE:
PAD LOCATIONS ARE
APPROXIMATE AND ARE SHOWN
ON THIS PLAN FOR DRAINAGE
CALCULATION ONLY.
STORMWATER DRAINAGE AREA PLAN
LEGEND
PROPERTY LINE
ADJACENT PROPERTY LINE
EXISTING 2' CONTOUR
- - -60(�- -
EXISTING 10' CONTOUR
-
PROPOSED RIGHT OF WAY
- -
100 YR. FLOODLINE
(based on 1979 FEMA maps)
-•••-•••-
EXISTING STREAM
GLOT
NUMBER
PROPOSED STORM DRAINAGE AREA
PRE -DEVELOPMENT DRAINAGE AREA
POST -DEVELOPMENT DRAINAGE AREA
0 100 200
VILLAGE AT GRANITE - PHASE 2 CLIENT /OWNER:
LGI HOMES
CONTACT: JEFF WEBB
3037 GRANITE QUARRY NORTH CAROLINA LANCA TER, SO RIVE
� LANCASTER, SOUTH CAROLINA 29720
LGI / HOMES SOUTHEAST [phone]
[e-mail]
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Project Manager
HVN
Drawn By
RJ/LG
Checked By
HVN
Date
8/22/2019
Project Number
17031
REVISIONS:
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\, 240 I J \ \ \ 195147
I 11 v
/ P ,, v if::...•'i:, v v v V?.' I ' I 771
� ' s�/.1;;i:'�i: �:.1 is i' :i;i� :::.I .(�::': i:.i:':i: �.. v :::::: � ''':? V A A v V A'•:. A � V I 1196 I 1 / — — — _ _ 1 A / / ,' \,, A \ �' V • /
5 � .. .... .•. •:�:•. � \ /COS / 1 1 1 #8 I I a \ ': �:\
\ O/ / .Fi.:`•`��. � d \ \ \ 1' ,'`. 1 I I / Iis 1 i„� 1 I �g
78 \1 �' v m
401-
'POST DA \ �\ r 1 C:... 1-�I n`O� 1 I \ _�\. \ \\ \ \ ♦ /
TO BMP #8 \\\ I 'I '' \,' 155 - 150 ` 0
' / / / ,� ,� —_--- / 1 � \♦ ' �\ �\\ I �� I I I I} 1 199
1 1 O I 1 1 \ 1 �79 1 M .7 ' � O�� \\ \ M � .•:.'�. - - - - - - - -
/ 154YU.155) 13
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- - - - - -
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=NE 4ARNHAr DT 1 \ \ \ _
3�0-873 21 \ 21`8 219/'�\
/ 1 \ \ \ \ 23 I 2�3 744�
, / \ /
405 b81/ / \ \ \ r / I \
1 I \ \ / I \
co
/ / / , 1 \ \ \ ` I \ \ ' .Y•: r :: i?::,....... \ \ � \g \ I \ ' / l l 1 I I I I I I
/ / ,/—F\ \ \ \ 1 \ \ \ �.. '•'.{3\ ::::..f` ii /\ \ \ (1s0) / \ \\ / \ ,'' t/ / �/IARY/B. MIC.I�I I �� & I 8 00 hIUSB ND, I�INDEY B MMII�LAN\\ \ \
/ /� 1 ^-cv \ \ /vt 8-105 04 G r— G 74? \ \ \ \ \ \ \ / �\ \ \ ` / l / l I DB 650-25(�
::::.
8-210 , 8— 8-20 — :::::::::::::::::.::.'.. ` 0� / \
\ o o / / , / TAX PI0 404 hp4
I /
� , i / /ZONE IRS
I I \ \
M / I \
/ / I 1 ` \I \ \ ' — — — \ \ \ \ \ z:i::•:ii` r ':::.'ar:::::::::::. r:::.`i �: �':. ��i:i:r:::::r.:::?:• t�..............ax:�'. • \ � � \ / /
POST DA TOTAL :k;;;i;;;•:;•.::'
/ 1 2116 2 5 8214, 213 •::;:;•}.. \ `\:. '...' ;:;;- UNDETAINED AREA :e212 21 210 20� ; _;; ` '� -�, / O� \ / /f? ±5.5 AC
PEST DA 1
OFFSITE�--- _ \o X . TµAN �...;...� (SHADED AREA) ....... ::::.:;.;:.\:"'./`
::... ......... ...:... .,.7....
0.14 AC ^ ..:• • •••. I YJND� RpED y.. rLn
\
FE A Ott% AN 1JA\L
�—CH NCE `\FL00 LAIN,
BOUMDAR
POST -DEVELOPMENT WATERSHED AREAS PLAN
SCALE 1 If
= 100'
No.
Date (M/D/1)
By
Description
1
3-11-2020
RT
PER TOWN'S AND NCDENR'S WQ FIRST REVIEW COMMENTS
2
6-12-2020
RT
REVISION DOES NOT EFFECT THIS SHEET
3
2-19-2021
RT
PER TOWN'S SECOND AND NCDENR'S WQ THIRD REVIEW COMMENTS
4
5-7-2021
RT
REVISION DOES NOT EFFECT THIS SHEET
5
2-4-2022
RT/TC
PER TOWN'S THIRD REVIEW COMMENTS
6
3-16-2022
RT/TC
ADDRESS NCDEQ WQ REVIEW COMMENTS
\\\\\\� `,� ° CAR 04
* = C-650 a
�G
&0Cl A_ �
\
CARD
lOy%
�- SEAL < °
030523
IN
N GO"
9 9 9 design
master planning . civil engineering
urban design . landscape architecture
919 berryhill rd. ste 101 . charlotte, nc 28208
704.332.1204 . www.dpr.design
NOTE:
PAD LOCATIONS ARE
APPROXIMATE AND ARE SHOWN
ON THIS PLAN FOR DRAINAGE
CALCULATION ONLY.
WATERSHED AREA PLAN
LEGEND
— - - PROPERTY LINE
ADJACENT PROPERTY LINE
EXISTING 2' CONTOUR
- - -60(�- —
EXISTING 10' CONTOUR
-
PROPOSED RIGHT OF WAY
- -
100 YR. FLOODLINE
(based on 1979 FEMA maps)
- — —
EXISTING STREAM
GLOT
NUMBER
PROPOSED STORM DRAINAGE AREA
PRE -DEVELOPMENT DRAINAGE AREA
POST -DEVELOPMENT DRAINAGE AREA
0 100 200
VILLAGE AT GRANITE - PHASE 2 CLIENT /OWNER:
LGI HOMES
CONTACT: JEFF WEBB
3037 GRANITE QUARRY NORTH CAROLINA LANCA TER, SO RIVE
� LANCASTER, SOUTH CAROLINA 29720
LGI / HOMES SOUTHEAST [phone]
[e-mail]
Ir—
C'7
C)
N
w
U)
Q
I..L
w
Vz
Q
w
cD
J
J
co
0
ti
ti
0
N
N
U
Scale: g
AS NOTED
0
Sheet Number x
x
0
0-
2L-1 8A0
Lwk

Project: Village at Granite - Phase 2 DPR ASSOCIATES Prepared by: RJ
DPR Job No.: 17031 TIME OF CONCENTRATION Checked by: HN
Location: Granite Quarry, NC Date: 8-31-2018
Page: 2 of 4
EXISTING CONDITION - TIME OF CONCENTRATION BMP #7
HEET FLOW
Surface Description =
Manning's Roughness (n) _
Flow Length (ft) _
Slope (%) =
P-2yr (in.) =
T(t) (min.) =
SHALLOW CONCENTRATED FLOW:
Surface Description
Flow Length (ft) =
Water Course Slope
Average Velocity (fps) _
T(t) (min.) =
NEL FLOW:
Average Channel Area (sf) _
Hydraulic Radius =
Flow Length (ft) _
Channel Slope
Manning's Coefficient (n) _
Velocity (fps) _
T(t) (min.) =
grass
0.24
300
3.7
3.12
27.2
unpaved
350
6.60
4.15
1.4
3.00
0.548
260
2
0.048
2.94
1.5
Bottom Width (ft) _
Side Slope (X:1) _
Depth (ft) =
t) Sum of Travel Time (min)= 30.1 Time = 30 (min.)
Hydraulic Length = 910 ft
Basin Slope = 4.3
POST DEVELOPMENT - TIME OF CONCENTRATION BMP #7
Time = 5 (min.)
1
2
TIPROJECTS12017 PROJECTSO7031 The Village At Granit@lott&A8k2AMOCALCSIBMPIPhase 207031-PH2-TOC.xls Sheet: 1 of 6

Project: Village at Granite - Phase 2 DPR ASSOCIATES Prepared by: RJ
DPR Job No.: 17031 TIME OF CONCENTRATION Checked by: HN
Location: Granite Quarry, NC Date: 8-31-2018
Page: 2 of 4
EXISTING CONDITION - TIME OF CONCENTRATION BMP #8
HEET FLOW
Surface Description =
Manning's Roughness (n) _
Flow Length (ft) _
Slope (%) =
P-2yr (in.) =
T(t) (min.) =
NEL FLOW:
Average Channel Area (sf) _
Hydraulic Radius =
Flow Length (ft) _
Channel Slope
Manning's Coefficient (n) _
Velocity (fps) _
T(t) (min.) =
(t) Sum of Travel Time (min)= 21.3
grass
0.24
290
6.9
3.12
20.6
12.00
1.096
340
6.8
0.048
8.61
0.7
Bottom Width (ft) = 2
Side Slope (X:1) = 2
Depth (ft) = 2
Time = 21 (min.)
Hydraulic Length = 630 ft
Basin Slope = 6.8
POST DEVELOPMENT - TIME OF CONCENTRATION BMP #8
Time = 5 (min.)
TIPROJECTS12017 PROJECTSO7031 The Village At Granit@lott&A8k2AMOCALCSIBMPIPhase 207031-PH2-TOC.xls Sheet: 2 of 6

Project: Village at Granite - Phase 2 DPR ASSOCIATES Prepared by: RJ
DPR Job No.: 17031 TIME OF CONCENTRATION Checked by: HN
Location: Granite Quarry, NC Date: 8-31-2018
Page: 2 of 4
EXISTING CONDITION - TIME OF CONCENTRATION
HEET FLOW
Surface Description = grass
Manning's Roughness (n) = 0.24
Flow Length (ft) = 470
Slope (%) = 5.1
P-2yr (in.) = 3.12
T(t) (min.) = 34.3
EC #9
t) Sum of Travel Time (min)= 34.3 Time = 34 (min.)
Hydraulic Length = 470 ft
Basin Slope = 5.1
TIPROJECTS12017 PROJECTSO7031 The Village At Granit@lott&A8k2AMOCALCSIBMPIPhase 207031-PH2-TOC.xls Sheet: 3 of 6

Project: Village at Granite - Phase 2 DPR ASSOCIATES Prepared by: RJ
DPR Job No.: 17031 TIME OF CONCENTRATION Checked by: HN
Location: Granite Quarry, NC Date: 8-31-2018
Page: 2 of 4
EXISTING CONDITION - TIME OF CONCENTRATION EC #10
HEET FLOW
Surface Description = grass
Manning's Roughness (n) = 0.24
Flow Length (ft) = 550
Slope (%) = 6.4
P-2yr (in.) = 3.12
T(t) (min.) = 35.6
t) Sum of Travel Time (min)= 35.6 Time = 36 (min.)
Hydraulic Length = 550 ft
Basin Slope = 6.4
TIPROJECTS12017 PROJECTSO7031 The Village At Granit@lott&A8k2AMOCALCSIBMPIPhase 207031-PH2-TOC.xls Sheet: 4 of 6

Project: Village at Granite - Phase 2 DPR ASSOCIATES Prepared by: RJ
DPR Job No.: 17031 TIME OF CONCENTRATION Checked by: HN
Location: Granite Quarry, NC Date: 8-31-2018
Page: 2 of 4
EXISTING CONDITION - TIME OF CONCENTRATION EC #11
SHEET FLOW
Surface Description =
Manning's Roughness (n) _
Flow Length (ft) _
Slope (%) =
P-2yr (in.) =
T(t) (min.) =
SHALLOW CONCENTRATED FLOW:
Surface Description
Flow Length (ft) _
Water Course Slope
Average Velocity (fps) _
T(t) (min.) =
CHANNEL FLOW:
Average Channel Area (sf) _
Hydraulic Radius =
Flow Length (ft) _
Channel Slope
Manning's Coefficient (n) _
Velocity (fps) _
T(t) (min.) =
grass
0.24
100
3.0
3.12
12.3
unpaved
80
3.33
2.94
0.5
44.00
1.282
680
3.23
0.048
6.58
1.7
Bottom Width (ft) = 10
Side Slope (X:1) = 6
Depth (ft) = 2
T(t) Sum of Travel Time (min)= 14.5 Time = 14 (min.)
Hydraulic Length = 860 ft
Basin Slope = 3.2
C:0PR Dropboxl_ProjectslActive12017117031 Village at GrarRhD(@a'rt1A2)3P OCALC&BMPIPhase 207031-PH2-BMP TOC.91Iseet: 1 of 1

Project: Village at Granite - Phase 2 DPR ASSOCIATES Prepared by: RJ
DPR Job No.: 17031 TIME OF CONCENTRATION Checked by: HN
Location: Granite Quarry, NC Date: 8-31-2018
Page: 2 of 4
EXISTING CONDITION - TIME OF CONCENTRATION EC #12
HEET FLOW
Surface Description = grass
Manning's Roughness (n) = 0.24
Flow Length (ft) = 500
Slope (%) = 5.6
P-2yr (in.) = 3.12
T(t) (min.) = 34.7
t) Sum of Travel Time (min)= 34.7 Time = 35 (min.)
Hydraulic Length = 500 ft
Basin Slope = 5.6
TIPROJECTS12017 PROJECTSO7031 The Village At Granit@lott&A8k2AMOCALCSIBMPIPhase 207031-PH2-TOC.xls Sheet: 6 of 6

Project: Village at Granite - Phase 1 Impervious Calculation
DPR Job #: 17031
Location: Granite Quarry, NC
Prepared by: RJ
Checked by: HVN
8-22-2019
Rev. 1-25-2021, RT
Estimated Impervious Area Breakdown for Phase 2
BMP #7
Proposed 50' Wide Single Family Lots
2,810 sfx 105 lots.....................................................................................
295,050 sq ft
= 6.77 ac
(avg house pad 40' x 50' + 18' x 201f Driveway
+ 5' x 20' sidewalk + 150 sf Patio + 200 sf Future Allocated BUA)
2,460 sfx 3 lots.........................................................................................
7,380 sq ft
= 0.17 ac
(avg house pad 40' x 50' + 18' x 201f Driveway
+ 5' x 20' sidewalk)
1460 sf......................................................................................................
1,460 sq ft
= 0.03 ac
(house pad (40' x 50')/2 + 18' x 201f Driveway
+ 5' x 20' sidewalk)
Proposed Streets:
Typical Local Street, B/C-B/C (approx. 26' x 3,655 If) ......................................
95,030 sq ft
= 2.18 ac
Cut -De -Sac, B/C-B/C (approx. 5,515sq ftx 1)...............................................
5,515 sq ft
= 0.13 ac
Sidewalk (approx. 5' x 3,655 If x 2)...........................................................
36,550 sq ft
= 0.84 ac
Driveway within R/W (109 x 6' x 18 If) ..........................................................
11,772 sq ft
= 0.27 ac
Proposed Turnaround (1,420 sfx 2)............................................................
2,840 sq ft
= 0.07 ac
Total Proposed Streets:
151,707 sq ft
= 3.48 ac
Undetained Imervious Area.......................................................................................
27,323 sq ft
= 0.63 ac
Total mpervious Area............ ...
455,597 sq ft
= 10.46 ac
Total Net Site Area=...............................................................................................................
107.90 ac
Phase2 Site Area =...............................................................................................................
58.27 ac
BMP#7 Watershed Area =...............................................................................................
22.71 ac
Impervious Area Summar
% of Imp. Area of
Imperv. Area
% of Imp. Area of
% of Imp. Area of
(Ac)
Site Area
Phase 2 Site Area
BMP #7 WS Area
Proprosed Lots
6.98
6.47%
11.97%
30.72%
Proposed Streets
3.48
3.23%
5.98%
15.34%
Total Imp. Areal
1 46.05%
10.46
1 9.69%
1 17.95%
C:IDPR Dropboxl_ProjectskActivel20l7ll7O31 Village at Granite (Pg7Mdt) 8Y7&&6 APCSIBMPIPhase 2117031-P142-Impervious.xls Sheet 1 of 1

Project: Village at Granite - Phase 1 Impervious Calculation
DPR Job #: 17031
Location: Granite Quarry, NC
Proposed 50' Wide Single Family Lots
2,810 sf x 23 lots.......................................................................................
(avg house pad 40' x 50' + 18' x 201f Driveway
+ 5' x 20' sidewalk + 150 sf Patio + 200 sf Future Allocated BUA)
2,000 sf x 0.5 lots........................................................................................
(avg house pad 40' x 50')
350 sf x 4 lots..............................................................................................
(150 sf Patio + 200 sf Future Allocated BUA)
Local Road, B/C-B/C (approx. 26' x 1,030 If) .................................................
Cul-De-Sac, B/C-B/C (approx. 5,740sq ft x 1)...............................................
Sidewalk (approx. 5' x 1,160 If 2)...........................................................
Driveway within R/W (23 x 6' x 18 If)...........................................................
Total Proposed Streets:
Prepared by: RJ
Checked by: HVN
8-22-2019
Rev. 1-25-2021, RT
64,630 sq ft = 1.48 ac
1,000 sq ft = 0.02 ac
1,400 sq ft = 0.03 ac
26,780 sq ft = 0.61 ac
5,740 sq ft =
0.13 ac
11,600 sq ft =
0.27 ac
2,484 sq ft =
0.06 ac
46,604 sg ft =
1.07 ac
113,634 ft
= 2.61
sq
ac
Total Net Site Area=...............................................................................................................
107.90 ac
Phase2 Site Area =...............................................................................................................
58.27 ac
BMP#8 Watershed Area =.............................................................................................
6.30 ac
Impervious Area Summar
Imperv. Area
% of Imp. Area of
% of Imp. Area of
% of Imp. Area of
(Ac)
Site Area
Phase 2 Site Area
BMP #8 WS Area
Proprosed Lots
1.54
1.43%
2.64%
24.43%
Proposed Streets
1.07
0.99%
1.84%
16.98%
Total Imp. Area
2.61
1 2.42%
1 4.48%
1 41.41%
C:IDPR Dropboxl_ProjectslActivel20l7ll7O31 Village at Granite (PWMPPh8fitMOMCSIBMPIPhase 2117031-P142-Impervious.xls Sheet 1 of 1

Project: Village at Granite -Phse 2 DPR ASSOCIATES, INC Prepared by: RJ
DPR Job No.: 17031 RUN-OFF CURVE NUMBER Checked by: HN
Location: Granite Quarry, NC Date: 8-31-2018
Rev. 1-25-2021, RT
xisting Condition
Total Drain. Area (Ac.)
Site Soil Type
CeB2, PcC2
ChA
VnB2
Hydrologic Soil Group Used
Land Use
Wood (Good Cond.)
Open Space - Grass and Shurbs
(Good Cond.)
Impervious
Total
ro
Total Drain. Area (Ac.)
Site Soil Type
CeB2, PcC2
ChA
VnB2
Hydrologic Soil Group Used
Land Use
Wood (Good Cond.)
Pervious - Grass and Shurbs
(Good Cond.)
Impervious
Total
rs
5.50
Soil Group
Percentage of Basin
B
5.5 ac 100.0%
B/D
0.0 ac 0.0%
C
0.0 ac 0.0%
5.5 ac 100.0%
Percent of
CN for
Group B
CN for
Group B/D
CN for
Group C
Total
Weighted
No. Acres
Drainage Area
Group B
Weighted CN
Group 8/D
Weighted CN
Group C
Weighted CN
Weighted CN
CN %
3.30
60.0%
55
55.0
66
0.0
70
0.0
55.0
33.0
2.20
40.0%
61
61.0
71
0.0
74
0.0
61.0
24.4
0.00
0.0%
98
98.0
98
0.0
98
0.0
98.0
0.0
57.4
100%
opment Watershe
22.71
Soil Group
B
B/D
C
Percentage of Basin
19.4 ac 85.4%
1.4 ac 6.2%
1.9 ac 8.4%
22.7 ac 100.0%
Percent of
CN for
Group B
CN for
Group B/D CN for
Group C
Total
Weighted
No. Acres
Drainage Area
Group B
Weighted CN
Group 8/D
Weighted CN Group C
Weighted CN
Weighted CN
CN %
0.00
0.0%
55
47.0
66
70
5.9
56.9
0.0
11.69
51.5%
61
52.1
71
74
6.2
62.7
32.3
11.02
48.5%
98
83.7
98
98
8.2
98.0
47.5
79.8
22.7
100%
C:IDPR Dropboxl_ProjectslActive12017117031 Village at Granite (Partial)IPhase 21CALCSOMPPhase 2117031-PH2-Runoff CN.xls Sheet: 1 of 1 211812022

Project: Village at Granite -Phse 2 DPR ASSOCIATES, INC Prepared by: RJ
DPR Job No.: 17031 RUN-OFF CURVE NUMBER Checked by: HN
Location: Granite Quarry, NC Date: 8-31-2018
Rev. 1-25-2021, RT
xisting Condition
Total Drain. Area (Ac.)
Site Soil Type
CeB2, PcC2
ChA
VnB2
Hydrologic Soil Group Used
Land Use
Wood (Good Cond.)
Open Space - Grass and Shurbs
(Good Cond.)
Impervious
Total
ro
Total Drain. Area (Ac.)
Site Soil Type
CeB2, PcC2
ChA
VnB2
Hydrologic Soil Group Used
Land Use
Wood (Good Cond.)
Open Space - Grass and Shurbs
(Good Cond.)
Impervious
Total
rs
3.00
Soil Group
Percentage of Basin
B
0.0 ac 0.0%
B/D
0.0 ac 0.0%
C
3.0 ac 100.0%
3.0 ac 100.0%
Percent of
CN for
Group B
CN for
Group B/D
CN for
Group C
Total
Weighted
No. Acres
Drainage Area
Group B
Weighted CN
Group 8/D
Weighted CN
Group C
Weighted CN
Weighted CN
CN %
3.00
100.0%
55
0.0
66
0.0
70
70.0
70.0
70.0
0.00
0.0%
61
0.0
71
0.0
74
74.0
74.0
0.0
0.00
0.0%
98
0.0
98
0.0
98
98.0
98.0
0.0
70.0
3.0
100%
opment Watershe
6.30
Soil Group
B
B/D
C
Percentage of Basin
2.1 ac 33.3%
0.4 ac 6.3%
3.8 ac 60.3%
6.3 ac 100.0%
Percent of
CN for
Group B
CN for
Group B/D CN for
Group C Total
Weighted
No. Acres
Drainage Area
Group B
Weighted CN
Group 8/D
Weighted CN Group C
Weighted CN Weighted CN
CN %
0.00
0.0%
55
18.3
66
70
64.7
0.0
3.69
58.6%
61
20.3
71
74
69.5
40.7
2.61
41.4%
98
32.7
98
98
59.1 98.0
40.6
81.3
6.3
100%
C:IDPR Dropboxl_ProjectslActive12017117031 Village at Granite (Partial)IPhase 21CALCSOMPPhase 2117031-PH2-Runoff CN.xls Sheet: 1 of 1 211812022

Project: Village at Granite -Phse 2 DPR ASSOCIATES, INC Prepared by: RJ
DPR Job No.: 17031 RUN-OFF CURVE NUMBER Checked by: HN
Location: Granite Quarry, NC Date: 8-31-2018
Rev. 1-25-2021, RT
ng
Total Drain. Area (Ac.)
Site Soil Type
CeB2, PcC2
ChA
VnB2
Hydrologic Soil Group Used
Land Use
Wood (Good Cond.)
Open Space - Grass and Shurbs
(Good Cond.)
Impervious
n
7.00
Soil Group
Percentage of Basin
B
8.5 ac
121.4%
B/D
0.0 ac
0.0%
C
0.0 ac
0.0%
8.5 ac
121.4%
Percent of
CN for
Group B
CN for
Group B/D
CN for
Group C
Total
Weighted
No. Acres
Drainage Area
Group B
Weighted CN
Group 8/D
Weighted CN
Group C
Weighted CN
Weighted CN
CN %
7.00
100.0%
55
66.8
66
0.0
70
0.0
66.8
66.8
0.00
0.0%
61
74.1
71
0.0
74
0.0
74.1
0.0
0.00
0.0%
98
119.0
98
0.0
98
0.0
119.0
0.0
66.8
7.0
100%
Existing Condition Watershed EC BASIN # 12
Total Drain. Area (Ac.)
4.50
Site Soil Type
Soil Group
Percentage of Basin
CeB2, PcC2
B
3.4 ac
75.6%
ChA
B/D
0.0 ac
0.0%
VnB2
C
1.6 ac
35.6%
5.0 ac
111.1%
Hydrologic Soil Group Used
Percent of
CN for
Group B
CN for
Group B/D
CN for
Group C
Total
Weighted
Land Use
No. Acres
Drainage Area
Group B
Weighted CN
Group 8/D
Weighted CN
Group C
Weighted CN
Weighted CN
CN %
Wood (Good Cond.)
4.50
100.0%
55
41.6
66
0.0
70
24.9
66.4
66.4
Open Space - Grass and Shurbs
0.00
0.0%
61
46.1
71
0.0
74
26.3
72.4
0.0
(Good Cond.)
Impervious
0.00
0.0%
98
74.0
98
0.0
98
34.8
108.9
0.0
66.4
Total
4.5
100%
C:IDPR Dropboxl ProlectsOctive12017117031 Village at Granite (Partial)IPhase 21CALCSOMPIPhase 217031-PH2-Runoff CN.xls Sheet. 1 of 1 112612021

Project: Village at Granite -Phse 2 DPR ASSOCIATES, INC Prepared by: RJ
DPR Job No.: 17031 RUN-OFF CURVE NUMBER Checked by: HN
Location: Granite Quarry, NC Date: 8-31-2018
Rev. 1-25-2021, RT
ng Condition
Total Drain. Area (Ac.)
Site Soil Type
CeB2, PcC2
ChA
VnB2
Hydrologic Soil Group Used
Land Use
Wood (Good Cond.)
Open Space - Grass and Shurbs
(Good Cond.)
Impervious
ned Area
8.50
Soil Group
Percentage of Basin
B
4.0 ac
47.1%
B/D
2.8 ac
32.9%
C
1.7 ac
20.0%
8.5 ac
100.0%
Percent of
CN for
Group B
CN for
Group B/D
CN for
Group C
Total
Weighted
No. Acres
Drainage Area
Group B
Weighted CN
Group 8/D
Weighted CN
Group C
Weighted CN
Weighted CN
CN %
8.50
100.0%
55
25.9
66
21.7
70
14.0
61.6
61.6
0.00
0.0%
61
28.7
71
23.4
74
14.8
66.9
0.0
0.00
0.0%
98
46.1
98
32.3
98
19.6
98.0
0.0
61.6
8.5
100%
Proposed Development Watershed Undetained Area
Total Drain. Area (Ac.)
5.50
Site Soil Type
Soil Group
Percentage of Basin
CeB2, PcC2
B
1.1 ac
20.0%
ChA
B/D
2.0 ac
36.4%
VnB2
C
1.4 ac
25.5%
4.5 ac
81.8%
Hydrologic Soil Group Used
Percent of
CN for
Group B
CN for
Group B/D
CN for
Group C
Total
Weighted
Land Use
No. Acres
Drainage Area
Group B
Weighted CN
Group 8/D
Weighted CN
Group C
Weighted CN
Weighted CN
CN %
Wood (Good Cond.)
0.00
0.0%
55
11.0
66
24.0
70
17.8
52.8
0.0
Open Space - Grass and Shurbs
4.10
74.5%
61
12.2
71
25.8
74
18.8
56.9
42.4
(Good Cond.)
Impervious
0.18
3.3%
98
19.6
98
35.6
98
24.9
80.2
2.6
45.0
Total
4.3
78%
C:IDPR Dropboxl_ProlectsOctive12017117031 Village at Granite (Partial)Phase 21CALCSOMPIPhase 217031-PH2-Runoff CN.xls Sheet. 1 of 1 112612021

IV. BMP DESIGN AND CALCULATIONS

Project: Village at Granite - Phase2 DPR ASSOCIATES Prepared By: RJ
Job No.: 17031 Checked By: HN
Location: Granite Quarry, NC Date: 8-31-2018
Sheet: 1 of 2
DESIGN CRITERIA PER NCDENR STORMWA TER DESIGN MANUAL DATED 11-23-2020
* BMP WET DETENTION POND
7
* Total Drainage Area (A):
22.71 ac
* Total Impervious Area "I" USED = 48.5% (for Design)
11.02 ac
(See attached Impervious Calcs)
* Total Water Quality Volume To Treat (First 1" of Rainfall):
WQv= (P/12) (A) (Rv) (43,560) =
40,121 cf
(Simple Method, Schueler)
P: Water Quality Design Storm, 1st 1-Inch of Rainfall
1 inch
A: Drainage Area
22.C7]ac.
Rv., 0.05 + 0.009 (1) =
0.48
1: % of Impervious Area
* Main Pool:
Pool Average Depth (H)=
5.0 ft
Surface Area to Drainage Area Ratio (SA/DA)= (NCDENR Table 1)
1.30
Required Surface Area (SA)=
12,860 sf
Provided Surface Area (SA) @ Perm. W.S. Elev.=
17,000 sf
Required Pool Volume (V= SA*H)=
64,301 cf
Provided Pool Volume (V) @ Perm. W.S. Elev.=
91,800 cf
* Forebay:
Required Forebay Volume (15% of Pool Volume)=
9,645 cf
Provided Forbay Volume @ Perm. W.S. Elev.=
16,750 cf
* Estimated Storm Water Volume 1-yr, 24-hr Post-Dev:
90,853 cf
Qv = (P-0.2S)12/ (P+0.8S) * A * (43,560/12) _
(SCS Method)
P: Design Storm, 1-yr24-hrStorm Rainfall depth
2.80 inch
A: Drainage Area
22.71 ac.
S = 1000/CN-10 =
2.50 inch
CN. Curve Number
80
* Estimated Storm Water Volume 10-yr, 24-hr Post-Dev:
Qv = (P-0.2S)12/ (P+0.8S) * A * (43,560/12) =
132,286 cf
(SCS Method)
P: Design Storm, 10-yr24-hrStorm Rainfall depth
3.46 inch
A: Drainage Area
22.71 ac.
S = 1000/CN-10 =
2.50 inch
CN. Curve Number
80
BMP Pond Storage Volume Provided:
Stage Surface Area Incremental
Storage Total Storage
ft s c
c Notes
SHWTE and Groundwater @ 717.42' per Summit
Geo Report letter dated 11-14-17
Tailwater Elevation (100 YEAR WSE) = 726.00'
713.5 7,749
714.0 8,193
0 0 Bottom of Pond
716.0 11,329
5,665 5,665 Bottom of Forebay
718.0 14,384
10,024 15,689
720.0 17,822
13,923 29,612
721.0 19,680
16,802 46,413
721.5 Perm. W.S. 22,083
19,442 65,856 Top of Perm. Pool
721.5 (Perm. W.S.) 22,083
0 0 Bottom of Temp. Pool
722.0 24,792
11,719 11,719
723.5 29,940
41,049 52,768
724.0 31,663
15,401 68,169
726.0 36,910
68,573 136,742
728.0 42,370
79,280 216,022
728.5 43,804
21,544 237,565
729.5 46,672
45,238 282,803 Top of Embankment
Static Water Quality Elevation @
723.04 ft
Static Channel Protection Elevation @
724.66 ft
C:OPR Dropbox4_ProjectsV4ctive42017417031 Village at Granite (Partiag4Phase 24CALCS4BMP4Phase 2417031-PH2-BMP Wet Pond.xls printed 311612022

Project: Village at Granite - Phase2 DPR ASSOCIATES Prepared By: RJ
Job No.: 17031 Checked By: HN
Location: Granite Quarry, NC Date: 8-31-2018
Sheet: 2 of 2
* BMP POND
7
* Orifice Calculations For Dewatering Time Between 48 hrs to 120 hrs
WQv
40,121 cf
Average Surface Area
26,089 sf
Area of Outlet Orifice (sf), a =(2)(A)h^(1/2))/(c)(t)(2g)1(1/2))
(NCDENR, Orifice Equation)
a = 0.093
where:
A= ResevoirArea, sf
26,089
Max. Orifice Diameter (inch), d = 4.15
h= Falling Head, ft
1.54
c= Discharge Coefficient
0.5
Orifice Diameter (inch) Used, d = 4.0
t= Time (48 Hrs), sec.
172,800
g= Accelleration, ft/sq.sec
32.2
a= Orifice Area (so
d= Orifice Diameter inch
Emergency Drain Orifice Calculations For Permanent Pond Within 24 hrs
Permanent Pool Volume
65,856 cf
Average Surface Area
11,974 sf
Area of Outlet Orifice (sf), a =(2)(A)h^(1/2))/(c)(t)(2g)1(1/2))
(NCDENR, Orifice Equation)
a = 0.162
where:
A= ResevoirArea, sf
11,974
Min. Orifice Diameter (inch), d = 5.47
h= Falling Head, ft
5.50
c= Discharge Coefficient
0.5
Orifice Diameter (inch) Used, d = 6.0
t= Time (24 Hrs), sec.
86,400
g= Accelleration, ft/sq.sec
32.2
a= Orifice Area (so
d= Orifice Diameter (inch)
* BMP POND
7
Anti -Seep Collar Sizing
Outlet Pipe Size (I.D.) = 36 in
Outlet Pipe Size (O.D.) = 3.67 ft
L, Length of Outlet Pipe = 40 If
Min. Flow Length = 46.0 ft
Min. Flow Length = 115% of outlet pipe length
Total Lengh of Collar offset = 6.0 ft
Number of anti -seep collars 2
Offset per collar 3.0 ft
Min. Outside dimension of each collar 6.67 ft
Designed collars 2 at 7.0' x 7.0'
C:0PR Dropboxl_ProjectsV4ctive12017V7031 Village at Granite (PartiagIPhase 21CALCSIBMPIPhase 2117031-PH2-BMP Wet Pond.xls printed 311612022

Pond Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Pond No. 1 - PH2 BM 7 - WETPOND
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 721.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 721.50
22,083
0
0
0.50 722.00
24,792
11,719
11,719
2.00 723.50
29,940
41,049
52,768
2.50 724.00
31,663
15,401
68,169
4.50 726.00
36,910
68,573
136,742
6.50 728.00
42,370
79,280
216,022
7.00 728.50
43,804
21,544
237,565
8.00 729.50
46,672
45,238
282,803
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 36.00
4.00
8.00
0.00
Span (in)
= 36.00
4.00
8.00
0.00
No. Barrels
= 1
1
2
0
Invert El. (ft)
= 721.00
721.50
723.50
0.00
Length (ft)
= 40.00
0.50
0.50
0.00
Slope (%)
= 0.74
0.00
0.00
n/a
N-Value
= .012
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
Yes
No
Stage (ft)
8.00
. M
4.00
RIM
0.00 ' ' '
0.00 10.00 20.00
- Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
0.00
0.00
10.00
Crest El. (ft)
= 727.20
0.00
0.00
728.50
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= 1
---
---
Ciplti
Multi -Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Contour)
TW Elev. (ft)
= 726.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
30.00 40.00 50.00 60.00 70.00 80.00
Elev (ft)
729.50
727.50
725.50
723.50
721.50
90.00 100.00
Discharge (cfs)

Pond Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Wednesday, 03 / 16 / 2022
Pond No. 1 - PH2 BM 7 - WETPOND
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 721.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
721.50
22,083
0
0
0.50
722.00
24,792
11,719
11,719
2.00
723.50
29,940
41,049
52,768
2.50
724.00
31,663
15,401
68,169
4.50
726.00
36,910
68,573
136,742
6.50
728.00
42,370
79,280
216,022
7.00
728.50
43,804
21,544
237,565
8.00
729.50
46,672
45,238
282,803
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 36.00
4.00
8.00
0.00
Crest Len (ft)
= 16.00
0.00
0.00
10.00
Span (in)
= 36.00
4.00
8.00
0.00
Crest El. (ft)
= 727.20
0.00
0.00
728.50
No. Barrels
= 1
1
2
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 721.00
721.50
723.50
0.00
Weir Type
= 1
---
---
Ciplti
Length (ft)
= 40.00
0.50
0.50
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.74
0.00
0.00
n/a
N-Value
= .012
.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
Yes
Yes
No
TW Elev. (ft)
= 726.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / 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
721.50
0.00
0.00
0.00
---
0.00
--- ---
0.00
0.05
1,172
721.55
0.00
0.00
0.00
---
0.00
--- ---
0.00
0.10
2,344
721.60
0.00
0.00
0.00
---
0.00
--- ---
0.00
0.15
3,516
721.65
0.00
0.00
0.00
---
0.00
--- ---
0.00
0.20
4,688
721.70
0.00
0.00
0.00
---
0.00
--- ---
0.00
0.25
5,859
721.75
0.00
0.00
0.00
---
0.00
--- ---
0.00
0.30
7,031
721.80
0.00
0.00
0.00
---
0.00
--- ---
0.00
0.35
8,203
721.85
0.00
0.00
0.00
---
0.00
--- ---
0.00
0.40
9,375
721.90
0.00
0.00
0.00
---
0.00
--- ---
0.00
0.45
10,547
721.95
0.00
0.00
0.00
---
0.00
--- ---
0.00
0.50
11,719
722.00
0.00
0.00
0.00
---
0.00
--- ---
0.00
0.65
15,824
722.15
0.00
0.00
0.00
---
0.00
--- ---
0.00
0.80
19,929
722.30
0.00
0.00
0.00
---
0.00
--- ---
0.00
0.95
24,033
722.45
0.00
0.00
0.00
---
0.00
--- ---
0.00
1.10
28,138
722.60
0.00
0.00
0.00
---
0.00
--- ---
0.00
1.25
32,243
722.75
0.00
0.00
0.00
---
0.00
--- ---
0.00
1.40
36,348
722.90
0.00
0.00
0.00
---
0.00
--- ---
0.00
1.55
40,453
723.05
0.00
0.00
0.00
---
0.00
--- ---
0.00
1.70
44,558
723.20
0.00
0.00
0.00
---
0.00
--- ---
0.00
1.85
48,663
723.35
0.00
0.00
0.00
---
0.00
--- ---
0.00
2.00
52,768
723.50
0.00
0.00
0.00
---
0.00
--- ---
0.00
2.05
54,308
723.55
0.00
0.00
0.00
---
0.00
--- ---
0.00
2.10
55,848
723.60
0.00
0.00
0.00
---
0.00
--- ---
0.00
2.15
57,388
723.65
0.00
0.00
0.00
---
0.00
--- ---
0.00
2.20
58,928
723.70
0.00
0.00
0.00
---
0.00
--- ---
0.00
2.25
60,468
723.75
0.00
0.00
0.00
---
0.00
--- ---
0.00
2.30
62,008
723.80
0.00
0.00
0.00
---
0.00
--- ---
0.00
2.35
63,548
723.85
0.00
0.00
0.00
---
0.00
--- ---
0.00
2.40
65,088
723.90
0.00
0.00
0.00
---
0.00
--- ---
0.00
2.45
66,628
723.95
0.00
0.00
0.00
---
0.00
--- ---
0.00
2.50
68,169
724.00
0.00
0.00
0.00
---
0.00
--- ---
0.00
2.70
75,026
724.20
0.00
0.00
0.00
---
0.00
--- ---
0.00
2.90
81,883
724.40
0.00
0.00
0.00
---
0.00
--- ---
0.00
3.10
88,740
724.60
0.00
0.00
0.00
---
0.00
--- ---
0.00
3.30
95,598
724.80
0.00
0.00
0.00
---
0.00
--- ---
0.00
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
Continues on next
page...

18
PH2 BMP 7 - WETPOND
Stage /
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
3.50
102,455
725.00
0.00
0.00
0.00
---
0.00
--- ---
0.00
--- ---
0.000
3.70
109,312
725.20
0.00
0.00
0.00
---
0.00
--- ---
0.00
--- ---
0.000
3.90
116,170
725.40
0.00
0.00
0.00
---
0.00
--- ---
0.00
--- ---
0.000
4.10
123,027
725.60
0.00
0.00
0.00
---
0.00
--- ---
0.00
--- ---
0.000
4.30
129,884
725.80
0.00
0.00
0.00
---
0.00
--- ---
0.00
--- ---
0.000
4.50
136,742
726.00
0.00
0.00
0.00
---
0.00
--- ---
0.00
--- ---
0.000
4.70
144,670
726.20
1.71 is
0.19 is
1.49 is
---
0.00
--- ---
0.00
--- ---
1.680
4.90
152,598
726.40
2.39 is
0.26 is
2.11 is
---
0.00
--- ---
0.00
--- ---
2.377
5.10
160,526
726.60
2.91 is
0.32 is
2.59 is
---
0.00
--- ---
0.00
--- ---
2.911
5.30
168,454
726.80
3.37 is
0.37 is
2.99 is
---
0.00
--- ---
0.00
--- ---
3.361
5.50
176,382
727.00
3.76 is
0.42 is
3.34 is
---
0.00
--- ---
0.00
--- ---
3.758
5.70
184,310
727.20
4.12 is
0.46 is
3.66 is
---
0.00
--- ---
0.00
--- ---
4.117
5.90
192,238
727.40
9.13 is
0.48 is
3.87 is
---
4.77
--- ---
0.00
--- ---
9.126
6.10
200,166
727.60
17.84 is
0.48 is
3.87 is
---
13.48
--- ---
0.00
--- ---
17.84
6.30
208,094
727.80
28.71 is
0.44 is
3.51 is
---
24.77
--- ---
0.00
--- ---
28.71
6.50
216,022
728.00
39.74 is
0.34 is
2.68 is
---
36.72 s
--- ---
0.00
--- ---
39.74
6.55
218,176
728.05
41.39 is
0.32 is
2.54 is
---
38.53 s
--- ---
0.00
--- ---
41.39
6.60
220,330
728.10
42.83 is
0.30 is
2.41 is
---
40.11 s
--- ---
0.00
--- ---
42.83
6.65
222,485
728.15
44.12 is
0.29 is
2.30 is
---
41.54 s
--- ---
0.00
--- ---
44.12
6.70
224,639
728.20
45.30 is
0.27 is
2.20 is
---
42.83 s
--- ---
0.00
--- ---
45.30
6.75
226,793
728.25
46.39 is
0.26 is
2.10 is
---
44.02 s
--- ---
0.00
--- ---
46.39
6.80
228,948
728.30
47.40 is
0.25 is
2.02 is
---
45.13 s
--- ---
0.00
--- ---
47.40
6.85
231,102
728.35
48.34 is
0.24 is
1.94 is
---
46.16 s
--- ---
0.00
--- ---
48.34
6.90
233,256
728.40
49.24 is
0.23 is
1.86 is
---
47.14 s
--- ---
0.00
--- ---
49.23
6.95
235,411
728.45
50.08 is
0.22 is
1.79 is
---
48.06 s
--- ---
0.00
--- ---
50.08
7.00
237,565
728.50
50.89 is
0.22 is
1.73 is
---
48.94 s
--- ---
0.00
--- ---
50.89
7.10
242,089
728.60
52.40 is
0.20 is
1.61 is
---
50.58 s
--- ---
1.05
--- ---
53.44
7.20
246,613
728.70
53.79 is
0.19 is
1.51 is
---
52.09 s
--- ---
2.98
--- ---
56.77
7.30
251,136
728.80
55.11 is
0.18 is
1.42 is
---
53.51 s
--- ---
5.47
--- ---
60.57
7.40
255,660
728.90
56.35 is
0.17 is
1.34 is
---
54.83 s
--- ---
8.42
--- ---
64.76
7.50
260,184
729.00
57.53 is
0.16 is
1.27 is
---
56.10 s
--- ---
11.77
--- ---
69.29
7.60
264,708
729.10
58.67 is
0.15 is
1.20 is
---
57.30 s
--- ---
15.47
--- ---
74.13
7.70
269,232
729.20
59.76 is
0.14 is
1.14 is
---
58.48 s
--- ---
19.50
--- ---
79.26
7.80
273,755
729.30
60.82 is
0.14 is
1.09 is
---
59.59 s
--- ---
23.82
--- ---
84.64
7.90
278,279
729.40
61.85 is
0.13 is
1.04 is
---
60.67 s
--- ---
28.42
--- ---
90.26
8.00
282,803
729.50
62.86 is
0.12 is
1.00 is
---
61.71 s
--- ---
33.30
--- ---
96.13
...End

Project: Village at Granite Quarry DPR ASSOCIATES, INC Prepared By: RJ
Job No.: 17031 Checked By: HN
Location: Granite Quarry, Rowan Co., NC Rev: 1-25-22
IDESIGN CRITERIA PER NCDENR STORMWA TER DESIGN MANUAL DATED 11-23-2020 1
Total Drainage Area (A):
Total Impervious Area "I" USED =
(See attached Impervious Calcs)
otal Water Quality Volume To Treat (First 1" of R
WQv = (7591.) (P/12) (A) (Rv) (43,560) _
(Simple Method, Schueler)
P. Water Quality Design Storm, 1st Inch of Rainfall
A: Drainage Area (Impervious Area Only)
Rv. 0.05 + 0.009 (I) =
I: % of Impervious Area
)NLY 8
6.30 ac
41.41 % (for Design) 1 2.61 Jac
7,250 cf
1 inch
6.30 ac.
0.423
41.4%
Qv = (P-0.2S)12/ (P+0.8S)' A' (43560/12) = 26,568 cf
(SCS Method)
P. Design Storm, 1-yr 24-hr Storm Rainfall depth 2.80 inch
A: Drainage Area 6.30 ac.
S = 1,000/CN-10 = 2.35 inch
CN: Curve Number
Qv = (P-0.2S)12/ (P+0.8S)' A' (43560/12) = 38,334 cf
(SCS Method)
P. Design Storm, 10-yr 24-hr Storm Rainfall depth 3.46 inch
A: Drainage Area 6.30 ac.
S = 1000/CN-10 = 2.35 inch
CN: Curve Number 81
Vol -Pre = (0.2)(WQv) =
1,450
cf
adimentation Chamber Volume Provided:
1 1,935
lef
Itration Media Surface Area Required:
Af=((WQv) (Df)]/((k) (Hf + Df) (Tf)] =
642 sf
(From Mecklenburg BMP Manual, Based on Darcy's Law)
WQv: Water quality volume
7,250 cf
Df.- Filter bed depth (2'.5 for Optimal Efficiency)
2.5 It
k: Permeability coefficient of filter media
3.50 ff/day
(1.75" per hour, or a 5' per day)
Ht Average height of water above filter bed, (half of pond depth, 1' max)
1.30 It
Tf = Design filter bed drain time in days, (2 days beyond center 6-hr storm)
2.125 days
Depth of Pond Water (24" Max.)=
24 inch
Itration Media Surface Area Provided:
1,000 sf
P Storage Volume Provided:
Elevation Surface Area Storage
Total Storage
SHWTE and Groundwater @ 718.81 per Summit Geo Report dated 11-14-2017
Tailwater Elevation (100 YEAR WSE) = 727.8'
727.5
1,000
0
0
Bottom of Stone
728.5
1,000
1,000
1,000
Top Stone/Bottom Sand
731.0
1,000
2,500
3,500
Top of Sand Filter
731.0
1,020
0
0
Bottom of Pond
732.0
8,228
4,624
4,624
733.0
9,494
8,861
13,485
734.0
10,816
10,155
23,640
735.0
12,195
11,506
35,146
736.0
13,634
12,915
48,060
737.0
14,818
14,226
62,286
Top of Pond
is Water Quality Elevation @
is Channel Protection Elevation @
732.30 ft
734.34 Ift
printed 311612022
C: OPR Dropboxl ProjectslActive12017W7031 Village at Granite (Partial)IPhase 21CALCSIBMPIPhase 2117031-PH2-BMP Sandfilter.xls page 1 of 3

Project: Village at Granite Quarry DPR ASSOCIATES, INC Prepared By: RJ
Job No.: 17031 Checked By: HN
Location: Granite Quarry, Rowan Co., NC Rev: 1-25-22
- SAND FILTER
Qo = WQv/Tf = (Af)(k)(Hf+Df)/Df =
0.0468
cfs
(Darcy's Law)
k: Permeability coefficient of filter media
3.50
ft/day
Af.- Surface area, sf
642
sf
Hf.- Average height of water above filter bed
2.00
ft
Df.- Depth of soil filter bed
2.5
ft
Q o @ Top of Media 731.0 =
cfs
Q o @ Median of WQv storage 731.6 =
[Zlefs
cfs
Q o @ Top of WQv storage 732.3 =
Tf = WQv/Qo
43.03
hrs
izing Under Drain Pipes
Q: Draw down rate thru sand filter
0.0468
cfs
Use [1]-50 If of 6" PVC or Sch 40,
Use 1 of
w/318" perforations spaced 3" on
center, 4 rows w/ 90-deg apart
1 50 LF of 6
inch
# of Perforation = (# pipes)(2 rows/ft) (Linear feet/per pipe -2') (2 holes/row)
= (1 pipe)(2)(501f)(2)
200
holes
Capacity of one hole (3/8") = CA(2gh)1(0.5)
(orifice equation)
0.0078
cfs
c= Discharge Coefficient
0.6
g= A ccelleration, fb'sq.sec
32.2
a= Orifice Area (sf) of 318" hole
0.0008
h= head above perforation
4.5
Total Capacity = Capacity of 1 hole x # of holes
1.5660
cfs
Total Capacity w/ 50% lost to clogging
0.7830
cfs
Underdrain Pipe Capacity= 1.49/n(A)(A/P)1(2/3)
(S)10.5 (ManningEq)
0.395
cfs
n= pipe coefficient
0.013
A= Area (sf) of 6" dia pipe
0.1963
P= Pipe Perimeter, ft
1.57
s= slope, 0.5%
0.005
Underdrain Pipe Capacity w/ 50% lost to clogging
0.1974
cfs
Both Flow Rates thru Perforation and Pipe are greater than that of Flow rate of Sand Filter
(Sized for the Volume of 1-yr Storm with 50% remained at 36th Hour, 5% remained at 60th Hour,
and drained completely at 120th Hour).
1-yr Storm Volume, Less 50% Remain Beyond 36th Hour 13,284 cf
Average Surface Area 3,982 sf
Area of Outlet Orifice (so, a =(2)(A)h^(1/2))/(c)(t)(2g)1(1/2))
a = 0.023
(NCDENR, Orifice Equation)
where:
A= ResevoirArea, sf
3,982
Max. Orifice Diameter (inch), d = 2.06
h= Falling Head, ft
3.25
c= Discharge Coefficient
0.6
Orifice Diameter (inch) Used, d = 2.0
t= Time ( 36 hrs), sec.
129,600
g= A ccelleration, fb'sq.sec
32.2
a= Orifice Area (sf)
d= Orifice Diameter (inch)
Qo = WQv/Tf 0.1230 cfs
(Darcy's Law)
CPv. 1-yr Storm Volume 26,568 cf
Tf.- 2 days beyond center of 24hr-storm, 60 hours 216,000 sec
printed 311612022
C: OPR Dropboxl ProjectslActive12017W7031 Village at Granite (Partial)IPhase 21CALCSIBMPIPhase 2117031-PH2-BMP Sandfilter.xls page 2 of 3

Project: Village at Granite Quarry DPR ASSOCIATES, INC Prepared By: RJ
Job No.: 17031 Checked By: HN
Location: Granite Quarry, Rowan Co., NC Rev: 1-25-22
Collar Sizing
Outlet Pipe Size (I.D.) =
24 in
Outlet Pipe Size (O.D.) =
2.50 ft
L, Length of Outlet Pipe =
56 If
Min. Flow Length =
64.4 ft
Total Lengh of Collar offset =
8.4 ft
Number of anti -seep collars
2
Offset per collar
4.2 ft
Min. Outside dimension of each collar
6.70 ft
Designed collars 2 at 7.0' x 7.0'
Depth of Sand Media = 30 in
Sand Infilteration Rate = 2 in/hr
WQ Drawdown = 15 hr
Min. Flow Length = 115% of outlet pipe
printed 311612022
C: OPR Dropboxl ProjectslActive12017W7031 Village at Granite (Partial)IPhase 21CALCSIBMPIPhase 2117031-PH2-BMP Sandfilter.xls page 3 of 3

Pond Report
20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Pond No. 2 - PH2 BMP 8 - SANDFILTER
Pond Data
Contours -User-defined contour areas. Average end area method
used for volume calculation. Begining Elevation = 731.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 731.00 1,020
0
0
1.00 732.00 8,228
4,624
4,624
2.00 733.00 9,494
8,861
13,485
3.00 734.00 10,816
10,155
23,640
4.00 735.00 12,195
11,506
35,146
5.00 736.00 13,634
12,915
48,060
6.00 737.00 14,818
14,226
62,286
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 24.00
2.00
6.00
0.00
Span (in)
= 24.00
2.00
6.00
0.00
No. Barrels
= 1
1
2
0
Invert El. (ft)
= 723.48
732.50
734.00
0.00
Length (ft)
= 50.00
0.50
0.50
0.00
Slope (%)
= 0.50
0.00
0.00
n/a
N-Value
= .012
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
Yes
No
Stage (ft)
6.00
41111
4.00
c m
►41I17
M
0.00 r
0.00 9.00
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 12.00
0.00
0.00
10.00
Crest El. (ft)
= 735.10
0.00
0.00
736.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= 1
---
---
Ciplti
Multi -Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Contour)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
737.00
rig il<11I11l
735.00
734.00
11111115161911I11
732.00
1 1 731.00
18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00 90.00
Discharge (cfs)

Pond
Report
20
Hydraflow Hydrographs Extension for
Autodesk® Civil
3D® by Autodesk,
Inc. v2021
Wednesday, 03 / 16 / 2022
Pond No. 2 - PH2 BMP 8 - SANDFILTER
Pond Data
Contours -User-defined contour areas.
Average end
area method used for volume calculation.
Begining Elevation = 731.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr.
Storage (cuft)
Total storage (cuft)
0.00
731.00
1,020
0
0
1.00
732.00
8,228
4,624
4,624
2.00
733.00
9,494
8,861
13,485
3.00
734.00
10,816
10,155
23,640
4.00
735.00
12,195
11,506
35,146
5.00
736.00
13,634
12,915
48,060
6.00
737.00
14,818
14,226
62,286
Culvert / Orifice
Structures
Weir Structures
[A]
[B] [C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 24.00
2.00 6.00
0.00
Crest Len (ft)
= 12.00 0.00
0.00
10.00
Span (in)
= 24.00
2.00 6.00
0.00
Crest El. (ft)
= 735.10 0.00
0.00
736.00
No. Barrels
= 1
1 2
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft)
= 723.48
732.50 734.00 0.00
Weir Type
= 1 ---
---
Ciplti
Length (ft)
= 50.00
0.50 0.50
0.00
Multi -Stage
= Yes No
No
No
Slope (%)
= 0.50
0.00 0.00
n/a
N-Value
= .012
.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
Yes Yes
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions
(ic) and submergence (s).
Stage / 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
0 731.00
0.00
0.00
0.00
---
0.00
--- ---
0.00
--- ---
0.000
0.10
462 731.10
38.62 is
0.00
0.00
---
0.00
--- ---
0.00
--- 0.004
0.004
0.20
925 731.20
38.62 is
0.00
0.00
---
0.00
--- ---
0.00
--- 0.008
0.008
0.30
1,387 731.30
38.62 is
0.00
0.00
---
0.00
--- ---
0.00
--- 0.013
0.013
0.40
1,850 731.40
38.62 is
0.00
0.00
---
0.00
--- ---
0.00
--- 0.017
0.017
0.50
2,312 731.50
38.62 is
0.00
0.00
---
0.00
--- ---
0.00
--- 0.021
0.021
0.60
2,774 731.60
38.62 is
0.00
0.00
---
0.00
--- ---
0.00
--- 0.025
0.025
0.70
3,237 731.70
38.62 is
0.00
0.00
---
0.00
--- ---
0.00
--- 0.029
0.029
0.80
3,699 731.80
38.62 is
0.00
0.00
---
0.00
--- ---
0.00
--- 0.034
0.034
0.90
4,162 731.90
38.62 is
0.00
0.00
---
0.00
--- ---
0.00
--- 0.038
0.038
1.00
4,624 732.00
38.62 is
0.00
0.00
---
0.00
--- ---
0.00
--- 0.042
0.042
1.10
5,510 732.10
38.62 is
0.00
0.00
---
0.00
--- ---
0.00
--- 0.043
0.043
1.20
6,396 732.20
38.62 is
0.00
0.00
---
0.00
--- ---
0.00
--- 0.044
0.044
1.30
7,282 732.30
38.62 is
0.00
0.00
---
0.00
--- ---
0.00
--- 0.045
0.045
1.40
8,168 732.40
38.62 is
0.00
0.00
---
0.00
--- ---
0.00
--- 0.046
0.046
1.50
9,055 732.50
38.62 is
0.00
0.00
---
0.00
--- ---
0.00
--- 0.047
0.047
1.60
9,941 732.60
38.62 is
0.01 is
0.00
---
0.00
--- ---
0.00
--- 0.049
0.063
1.70
10,827 732.70
38.62 is
0.04 is
0.00
---
0.00
--- ---
0.00
--- 0.050
0.086
1.80
11,713 732.80
38.62 is
0.05 is
0.00
---
0.00
--- ---
0.00
--- 0.051
0.100
1.90
12,599 732.90
38.62 is
0.06 is
0.00
---
0.00
--- ---
0.00
--- 0.052
0.111
2.00
13,485 733.00
38.62 is
0.07 is
0.00
---
0.00
--- ---
0.00
--- 0.053
0.121
2.10
14,501 733.10
38.62 is
0.08 is
0.00
---
0.00
--- ---
0.00
--- ---
0.075
2.20
15,516 733.20
38.62 is
0.08 is
0.00
---
0.00
--- ---
0.00
--- ---
0.082
2.30
16,532 733.30
38.62 is
0.09 is
0.00
---
0.00
--- ---
0.00
--- ---
0.089
2.40
17,547 733.40
38.62 is
0.09 is
0.00
---
0.00
--- ---
0.00
--- ---
0.095
2.50
18,563 733.50
38.62 is
0.10 is
0.00
---
0.00
--- ---
0.00
--- ---
0.101
2.60
19,578 733.60
38.62 is
0.11 is
0.00
---
0.00
--- ---
0.00
--- ---
0.106
2.70
20,594 733.70
38.62 is
0.11 is
0.00
---
0.00
--- ---
0.00
--- ---
0.111
2.80
21,609 733.80
38.62 is
0.12 is
0.00
---
0.00
--- ---
0.00
--- ---
0.116
2.90
22,625 733.90
38.62 is
0.12 is
0.00
---
0.00
--- ---
0.00
--- ---
0.121
3.00
23,640 734.00
38.62 is
0.13 is
0.00
---
0.00
--- ---
0.00
--- ---
0.125
3.10
24,791 734.10
38.62 is
0.13 is
0.06 is
---
0.00
--- ---
0.00
--- ---
0.192
3.20
25,941 734.20
38.62 is
0.13 is
0.23 is
---
0.00
--- ---
0.00
--- ---
0.362
3.30
27,092 734.30
38.62 is
0.14 is
0.46 is
---
0.00
--- ---
0.00
--- ---
0.598
3.40
28,242 734.40
38.62 is
0.14 is
0.73 is
---
0.00
--- ---
0.00
--- ---
0.867
3.50
29,393 734.50
38.62 is
0.15 is
0.95 is
---
0.00
--- ---
0.00
--- ---
1.091
Continues on next
page...

21
PH2 BMP 8 - SANDFILTER
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
ft
cuft
ft
cfs
3.60
30,543
734.60
38.62 is
3.70
31,694
734.70
38.62 is
3.80
32,844
734.80
38.62 is
3.90
33,995
734.90
38.62 is
4.00
35,146
735.00
38.62 is
4.10
36,437
735.10
38.62 is
4.20
37,728
735.20
38.62 is
4.30
39,020
735.30
38.62 is
4.40
40,311
735.40
38.62 is
4.50
41,603
735.50
38.62 is
4.60
42,894
735.60
38.62 is
4.70
44,186
735.70
38.62 is
4.80
45,477
735.80
38.62 is
4.90
46,769
735.90
38.62 is
5.00
48,060
736.00
38.62 is
5.10
49,483
736.10
42.73 is
5.20
50,905
736.20
48.50 is
5.30
52,328
736.30
50.20 is
5.40
53,750
736.40
50.85 is
5.50
55,173
736.50
51.34 is
5.60
56,596
736.60
51.76 is
5.70
58,018
736.70
52.13 is
5.80
59,441
736.80
52.46 is
5.90
60,863
736.90
52.77 is
6.00
62,286
737.00
53.06 is
...End
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D
Exfil
User
Total
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
0.15 is
1.12 is
---
0.00
---
---
0.00
---
---
1.268
0.15 is
1.27 is
---
0.00
---
---
0.00
---
---
1.421
0.16 is
1.40 is
---
0.00
---
---
0.00
---
---
1.558
0.16 is
1.52 is
---
0.00
---
---
0.00
---
---
1.684
0.16 is
1.64 is
---
0.00
---
---
0.00
---
---
1.801
0.17 is
1.74 is
---
0.00
---
---
0.00
---
---
1.910
0.17 is
1.84 is
---
1.26
---
---
0.00
---
---
3.277
0.17 is
1.94 is
---
3.57
---
---
0.00
---
---
5.683
0.18 is
2.03 is
---
6.56
---
---
0.00
---
---
8.767
0.18 is
2.11 is
---
10.11
---
---
0.00
---
---
12.40
0.18 is
2.20 is
---
14.13
---
---
0.00
---
---
16.50
0.19 is
2.28 is
---
18.56
---
---
0.00
---
---
21.03
0.19 is
2.35 is
---
23.39
---
---
0.00
---
---
25.94
0.19 is
2.43 is
---
28.58
---
---
0.00
---
---
31.20
0.19 is
2.50 is
---
34.12
---
---
0.00
---
---
36.82
0.20 is
2.57 is
---
39.96
---
---
1.05
---
---
43.78
0.13 is
2.27 is
---
46.10
---
---
2.98
---
---
51.48
0.09 is
1.69 is
---
48.41 s
---
---
5.47
---
---
55.67
0.08 is
1.49 is
---
49.28 s
---
---
8.42
---
---
59.27
0.07 is
1.33 is
---
49.94 s
---
---
11.77
---
---
63.11
0.07 is
1.21 is
---
50.49 s
---
---
15.47
---
---
67.23
0.06 is
1.10 is
---
50.97 s
---
---
19.50
---
---
71.63
0.06 is
1.01 is
---
51.39 s
---
---
23.82
---
---
76.28
0.05 is
0.94 is
---
51.78 s
---
---
28.42
---
---
81.19
0.05 is
0.87 is
---
52.13 s
---
---
33.30
---
---
86.35

Project: Village at Granite - Phase2 DPR ASSOCIATES Prepared By: RT
Job No.: 17031 Checked By: HN
Location: Granite Quarry, NC Date: 8-31-2018
Rev: 2-16-22 TAC
BUOYANCY
BMP Number
Structure Number
WEIGHT OF DISPLACED WATER BY
Volume of riser:
BMP #7
7-501
CTURE
BMP #8
8-301
Outlet Pipe Diameter (in) =
36
24
Outside Length (ft) =
6.00
5.00
Outside Width (ft) =
6.00
5.00
Wall thickness (ft) =
0.50
0.50
Rim Elev (ft) =
728.37
736.52
Weir Elev (ft) =
727.20
735.10
Invert Out (in) =
721.00
723.48
Height of Riser to Weir (ft) =
7.53
12.87
Riser Volume (cu.ft) =
271.20
321.75
Length (ft) =
7.00
6.00
Width (ft) =
7.00
4.67
Height (ft) =
0.67
0.67
Base Volume (cu.ft) =
32.83
18.77
Total Volume of Structure:
304.03
340.52
Weight of Water (Ibs/cu.ft) =
62.4
62.4
Weight of Water Displaced (Ibs)
18,971
21,249
Volume of Base (cu ft) = 32.83 18.77
Outside area (sf) =
36.00
25.00
Inside area (sf) =
25.00
16.00
Net area (sf) =
11.00
9.00
Height of Riser to Weir (ft) =
8.53
13.87
Volume of Riser (cu ft) =
93.87
124.83
Area Loss for outlet pipe opening (sf):
12.57
8.90
Volume Loss for outlet pipe opening (cu.ft):
-6.28
-4.45
Net Volume of Riser (sf) =
87.58
120.38
Volume of Posts (cu.ft)
Weir Height (in) =
8.04
11.04
Volume of Posts (cu.ft) =
4.02
5.52
Volume of Top Slab (cu.ft):
Length (ft) =
6.00
6.00
Width (ft) =
0.50
6.00
Thickness (in) =
6.00
6.00
Volume of Top slab (cu.ft) =
1.50
18.00
Volume Loss for Opening for Frame/Cover (cu ft) =
1.83
1.83
Volume of Top slab (cu.ft) =
-0.33
16.17
Weight of Concrete in Structure (Ibs) =
18,615
24,126
Weight of Ring and Cover (Ibs) =
230
230
Total Weight Structure (Ibs) =
18,845
24,356
C:0PR Dropboxl_ProjectslActive12017117031 Village at Granite (Partial)Phase 21CALCSOMRPhase 247031-PH2 BMP Buoyancy.xls printed 211612022

Project: Village at Granite - Phase2 DPR ASSOCIATES Prepared By: RT
Job No.: 17031 Checked By: HN
Location: Granite Quarry, NC Date: 8-31-2018
Rev: 2-16-22 TAC
Anchor Block:
Length (ft) _
Width (ft) _
Height (ft) _
Anchor Block Volume (cu.ft) _
Weight of Concrete (Ibs/cu.ft)
Weight of Water Displaced (Ibs/cu.ft) _
Buoyancy of Anchor Block
Weight of Anchor Block (Ibs)
Weight of Water Displaced (Ibs)
Total Weight Structure (Ibs) _
Bouyancy (Ibs) _
Safety Factor =
1*** Includes anchor block, if needed
5.00
5.00
1.00
25.0
3,750.00
1,560.0
2,190
3,750
Anchor Required
20,531
22,595
3,624
1.10
4.00
4.00
1.00
16.0
2,400.00
998.4
1,402
2,400
Anchor Required
22,650
26,756
5,507
1.15
C:0PR Dropboxl_ProjectslActive12017117031 Village at Granite (Partial)Phase 21CALCSOMRPhase 247031-PH2 BMP Buoyancy.xls printed 211612022

V. BMP HYDROGRAGH ANALYSIS
- Hydrograph Summary Report
- Hydrograph Pond Report
- Hydrograph Report

Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk®Civil 3D®byAutodesk,Inc. v2021
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
SCS Runoff
0.279
2
746
3,596
------
------
------
PH2 PRE - BMP 7
2
SCS Runoff
1.303
2
732
6,428
------
------
------
PH2 PRE - BMP 8
3
SCS Runoff
0.938
2
738
5,296
------
------
------
PH2 PRE - EC BASIN 9
4
SCS Runoff
0.135
2
762
2,467
------
------
------
PH2 PRE - EC BASIN 10
5
SCS Runoff
3.283
2
724
11,763
------
------
------
PH2 PRE - EC BASIN 11
6
SCS Runoff
1.076
2
738
7,092
------
------
------
PH2 PRE - EC BASIN 12
7
SCS Runoff
3.189
2
718
8,984
------
------
------
PH2 PRE - UNDET.
9
Combine
3.987
2
726
24,918
1, 4, 5,
------
------
PH2 PRE BMP 7 Total (+ EC 10, 11
6,
10
Combine
2.208
2
734
11,724
2, 3,
------
------
PH2 PRE BMP 8 Total (+ EC 9)
11
SCS Runoff
3.189
2
718
8,984
------
------
------
PH2 PRE - UNDET.
12
Combine
7.036
2
720
45,626
9, 10, 11
------
------
PH2 PRE - TOTAL
14
SCS Runoff
41.73
2
718
83,489
------
------
------
PH2 POST - BMP 7
15
SCS Runoff
12.19
2
718
24,427
------
------
------
PH2 POST - BMP 8
16
SCS Runoff
1.147
2
720
4,277
------
------
------
PH2 POST- UNDET.
17
Combine
54.95
2
718
112,193
14, 15, 16
------
------
PH2 POST - TOTAL
19
Reservoir
0.000
2
n/a
0
14
724.45
83,489
PH2 ROUTED - BMP 7
20
Reservoir
0.121
2
2624
21,074
15
733.00
20,026
PH2 ROUTED - BMP 8
21
SCS Runoff
1.147
2
720
4,277
------
------
------
PH2 POST- UNDET.
22
Combine
1.195
2
720
25,351
19, 20, 21
------
------
PH2 ROUTED - TOTAL
17031-PH2-BMP Hydraflow.gpw
Return Period: 1 Year
Tuesday, 03 / 15 / 2022

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 1
PH2 PRE -BMP 7
Hydrograph type
= SCS Runoff
Peak discharge
= 0.279 cfs
Storm frequency
= 1 yrs
Time to peak
= 746 min
Time interval
= 2 min
Hyd. volume
= 3,596 cuft
Drainage area
= 5.500 ac
Curve number
= 57
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 30.00 min
Total precip.
= 2.77 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
PH2 PRE - BMP 7
Hyd. No. 1 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05 0.05
0.00 C 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Hydrograph Report
3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
PH2 PRE -BMP 8
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 3.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.77 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - BMP 8
Hyd. No. 2 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 2
Tuesday, 03 / 15 / 2022
= 1.303 cfs
= 732 min
= 6,428 cuft
= 70
= 0 ft
= 29.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 3
PH2 PRE - EC BASIN 9
Hydrograph type
= SCS Runoff
Peak discharge
= 0.938 cfs
Storm frequency
= 1 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 5,296 cuft
Drainage area
= 2.500 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 34.00 min
Total precip.
= 2.77 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
PH2 PRE - EC BASIN 9
Hyd. No. 3 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10 0.10
777
- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 4
PH2 PRE - EC BASIN 10
Hydrograph type =
SCS Runoff
Peak discharge
= 0.135 cfs
Storm frequency =
1 yrs
Time to peak
= 762 min
Time interval =
2 min
Hyd. volume
= 2,467 cuft
Drainage area =
5.000 ac
Curve number
= 55
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 36.00 min
Total precip. =
2.77 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
PH2 PRE - EC BASIN 10
Hyd. No. 4 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05 777����������— 1
0.05
- -
7 L 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Hydrograph
Report
6
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 5
PH2 PRE - EC BASIN 11
Hydrograph type
= SCS Runoff
Peak discharge
= 3.283 cfs
Storm frequency
= 1 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 11,763 cuft
Drainage area
= 7.000 ac
Curve number
= 67
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 14.00 min
Total precip.
= 2.77 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH2 PRE - EC BASIN 11
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 6
PH2 PRE - EC BASIN 12
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
4.500 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
2.77 in
Storm duration =
24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 12
Hyd. No. 6 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 6
Tuesday, 03 / 15 / 2022
= 1.076 cfs
= 738 min
= 7,092 cuft
= 66
= 0 ft
= 35.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
8
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 7
PH2 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 3.189 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 8,984 cuft
Drainage area
= 8.500 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.77 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH2 PRE - UNDET.
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 03 / 15 / 2022
Hyd. No. 9
PH2 PRE BMP 7 Total (+ EC 10, 11 & 12)
Hydrograph type = Combine Peak discharge = 3.987 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 24,918 cuft
Inflow hyds. = 1, 4, 5, 6 Contrib. drain. area = 22.000 ac
PH2 PRE BMP 7 Total (+ EC 10, 11 & 12)
Q (cfs) Hyd. No. 9 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 — Hyd No. 1 Hyd No. 4 Hyd No. 5 Time (min)
Hyd No. 6

Hydrograph Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 10
PH2 PRE BMP 8 Total (+ EC 9)
Hydrograph type = Combine
Peak discharge
= 2.208 cfs
Storm frequency = 1 yrs
Time to peak
= 734 min
Time interval = 2 min
Hyd. volume
= 11,724 cuft
Inflow hyds. = 2, 3
Contrib. drain. area
= 5.500 ac
PH2 PRE BMP 8 Total (+ EC 9)
Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 10 Hyd No. 2 Hyd No. 3

Hydrograph
Report
11
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 11
PH2 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 3.189 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 8,984 cuft
Drainage area
= 8.500 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.77 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH2 PRE - UNDET.
Q (cfs) Hyd. No. 11 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 11 Time (min)

Hydrograph
Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 12
PH2 PRE - TOTAL
Hydrograph type
= Combine
Peak discharge
= 7.036 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 45,626 cuft
Inflow hyds.
= 9, 10, 11
Contrib. drain. area
= 8.500 ac
Q (cfs)
8.00
M
4.00
I'm
0.00
0 120 240
— Hyd No. 12
PH2 PRE - TOTAL
Hyd. No. 12 -- 1 Year
360 480 600 720 840 960
Hyd No. 9 Hyd No. 10
Q (cfs)
8.00
. ��
4.00
r M�
0.00
1080 1200 1320 1440 1560
Time (min)
Hyd No. 11

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 14
PH2 POST - BMP 7
Hydrograph type
= SCS Runoff
Peak discharge
= 41.73 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 83,489 cuft
Drainage area
= 22.710 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.77 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
20.00
10.00
PH2 POST - BMP 7
Hyd. No. 14 -- 1 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 14 Time (min)

Hydrograph Report
14
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 15
PH2 POST - BMP 8
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 6.300 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.77 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
10.00
ItM
M
4.00
ItM
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 POST - BMP 8
Hyd. No. 15 -- 1 Year
Tuesday, 03 / 15 / 2022
= 12.19 cfs
= 718 min
= 24,427 cuft
= 81
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
M
4.00
of
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Time (min)

Hydrograph Report
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 16
PH2 POST - UNDET.
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 5.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.77 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 POST - UNDET.
Hyd. No. 16 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 16
Tuesday, 03 / 15 / 2022
= 1.147 cfs
= 720 min
= 4,277 cuft
= 59
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 17
PH2 POST -TOTAL
Hydrograph type
= Combine
Peak discharge
= 54.95 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 112,193 cuft
Inflow hyds.
= 14, 15, 16
Contrib. drain. area
= 34.510 ac
Q (cfs)
60.00
40.00
20.00
10.00
PH2 POST - TOTAL
Hyd. No. 17 -- 1 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 17 — Hyd No. 14 Hyd No. 15 Hyd No. 16

Hydrograph
Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 19
PH2 ROUTED - BMP 7
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= n/a
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 14 - PH2 POST - BMP 7
Max. Elevation
= 724.45 ft
Reservoir name
= PH2 BMP 7 - WETPOND
Max. Storage
= 83,489 cuft
Storage Indication method used
PH2 ROUTED - BMP 7
Q (cfs) Hyd. No. 19 -- 1 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 19 Hyd No. 14 Total storage used = 83,489 cult

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 20
PH2 ROUTED - BMP 8
Hydrograph type
= Reservoir
Peak discharge
= 0.121 cfs
Storm frequency
= 1 yrs
Time to peak
= 2624 min
Time interval
= 2 min
Hyd. volume
= 21,074 cuft
Inflow hyd. No.
= 15 - PH2 POST - BMP 8
Max. Elevation
= 733.00 ft
Reservoir name
= PH2 BMP 8 - SANDFILTER
Max. Storage
= 20,026 cuft
Storage Indication method used.
Q (cfs)
14.00
12.00
10.00
01
M
4.00
ItX
PH2 ROUTED - BMP 8
Hyd. No. 20 -- 1 Year
Q (cfs)
14.00
12.00
10.00
H. s@
4.00
2.00
0.00
600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 20 Hyd No. 15 Total storage used = 20,026 cult

Hydrograph Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 21
PH2 POST - UNDET.
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 5.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 2.77 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 POST - UNDET.
Hyd. No. 21 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 21
Tuesday, 03 / 15 / 2022
= 1.147 cfs
= 720 min
= 4,277 cuft
= 59
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 22
PH2 ROUTED - TOTAL
Hydrograph type = Combine
Peak discharge
= 1.195 cfs
Storm frequency = 1 yrs
Time to peak
= 720 min
Time interval = 2 min
Hyd. volume
= 25,351 cuft
Inflow hyds. = 19, 20, 21
Contrib. drain. area
= 5.500 ac
Q (cfs)
2.00
1.00
e
PH2 ROUTED - TOTAL
Hyd. No. 22 -- 1 Year
Q (cfs)
2.00
1.00
I J . I I I I I I I I 0.00
600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 22 Hyd No. 19 Hyd No. 20 Hyd No. 21

Hydrograph Summary Report
23
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
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
SCS Runoff
0.920
2
736
7,132
------
------
------
PH2 PRE - BMP 7
2
SCS Runoff
2.219
2
732
9,918
------
------
------
PH2 PRE - BMP 8
3
SCS Runoff
1.599
2
736
8,171
------
------
------
PH2 PRE - EC BASIN 9
4
SCS Runoff
0.503
2
746
5,258
------
------
------
PH2 PRE - EC BASIN 10
5
SCS Runoff
5.963
2
724
18,872
------
------
------
PH2 PRE - EC BASIN 11
6
SCS Runoff
2.050
2
738
11,547
------
------
------
PH2 PRE - EC BASIN 12
7
SCS Runoff
6.917
2
718
15,681
------
------
------
PH2 PRE - UNDET.
9
Combine
7.840
2
726
42,808
1, 4, 5,
------
------
PH2 PRE BMP 7 Total (+ EC 10, 11
6,
10
Combine
3.759
2
734
18,089
2, 3,
------
------
PH2 PRE BMP 8 Total (+ EC 9)
11
SCS Runoff
6.917
2
718
15,681
------
------
------
PH2 PRE - UNDET.
12
Combine
14.31
2
720
76,579
9, 10, 11
------
------
PH2 PRE - TOTAL
14
SCS Runoff
58.01
2
718
116,732
------
------
------
PH2 POST - BMP 7
15
SCS Runoff
16.78
2
718
33,874
------
------
------
PH2 POST - BMP 8
16
SCS Runoff
3.133
2
718
7,992
------
------
------
PH2 POST- UNDET.
17
Combine
77.92
2
718
158,598
14, 15, 16
------
------
PH2 POST - TOTAL
19
Reservoir
0.000
2
n/a
0
14
725.42
116,732
PH2 ROUTED - BMP 7
20
Reservoir
0.281
2
1078
29,126
15
734.15
25,396
PH2 ROUTED - BMP 8
21
SCS Runoff
3.133
2
718
7,992
------
------
------
PH2 POST- UNDET.
22
Combine
3.233
2
718
37,119
19, 20, 21
------
------
PH2 ROUTED - TOTAL
17031-PH2-BMP Hydraflow.gpw
Return Period: 2 Year
Tuesday, 03 / 15 / 2022

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 1
PH2 PRE -BMP 7
Hydrograph type
= SCS Runoff
Peak discharge
= 0.920 cfs
Storm frequency
= 2 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 7,132 cuft
Drainage area
= 5.500 ac
Curve number
= 57
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 30.00 min
Total precip.
= 3.34 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
PH2 PRE - BMP 7
Hyd. No. 1 -- 2 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10 777
���� ��� ���� 0.10
���� I������
1 11 �� ������� 7U-0.00
0 120 240 360 480 600 720 840 •.1 1080 1200 1320 1440 1560

Hydrograph
Report
25
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 2
PH2 PRE -BMP 8
Hydrograph type
= SCS Runoff
Peak discharge
= 2.219 cfs
Storm frequency
= 2 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 9,918 cuft
Drainage area
= 3.000 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 29.00 min
Total precip.
= 3.34 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH2 PRE - BMP 8
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph Report
26
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 3
PH2 PRE - EC BASIN 9
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 2.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.34 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 9
Hyd. No. 3 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 3
Tuesday, 03 / 15 / 2022
= 1.599 cfs
= 736 min
= 8,171 cuft
= 70
= Oft
= 34.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 4
PH2 PRE - EC BASIN 10
Hydrograph type =
SCS Runoff
Peak discharge
= 0.503 cfs
Storm frequency =
2 yrs
Time to peak
= 746 min
Time interval =
2 min
Hyd. volume
= 5,258 cuft
Drainage area =
5.000 ac
Curve number
= 55
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 36.00 min
Total precip. =
3.34 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
PH2 PRE - EC BASIN 10
Hyd. No. 4 -- 2 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.00 C 0.00
0 120 240 360 480 600 720 840 •.1 1080 1200 1320 1440 1560

Hydrograph Report
28
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 5
PH2 PRE - EC BASIN 11
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
2 min
Drainage area =
7.000 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.34 in
Storm duration =
24 hrs
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 11
Hyd. No. 5 -- 2 Year
Tuesday, 03 / 15 / 2022
= 5.963 cfs
= 724 min
= 18,872 cuft
= 67
= 0 ft
= 14.00 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 1 1 1 1 1 1 1 I I I I I I� 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph Report
29
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 6
PH2 PRE - EC BASIN 12
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Time interval =
2 min
Drainage area =
4.500 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.34 in
Storm duration =
24 hrs
Q (cfs)
3.00
I'm
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 12
Hyd. No. 6 -- 2 Year
120 240 360 480 600 720 840 960
— Hyd No. 6
Tuesday, 03 / 15 / 2022
= 2.050 cfs
= 738 min
= 11, 547 cuft
= 66
= 0 ft
= 35.00 min
= Type II
= 484
Q (cfs)
3.00
r M�
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 7
PH2 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 6.917 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 15,681 cuft
Drainage area
= 8.500 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.34 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
5.00
3.00
1.00
PH2 PRE - UNDET.
Hyd. No. 7 -- 2 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1
" ' ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 03 / 15 / 2022
Hyd. No. 9
PH2 PRE BMP 7 Total (+ EC 10, 11 & 12)
Hydrograph type = Combine Peak discharge = 7.840 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 42,808 cuft
Inflow hyds. = 1, 4, 5, 6 Contrib. drain. area = 22.000 ac
Q (cfs)
8.00
M
4.00
I'm
0.00
0 120 240
— Hyd No. 9
PH2 PRE BMP 7 Total (+ EC 10, 11 & 12)
Hyd. No. 9 -- 2 Year
360 480 600 720
- Hyd No. 1
Hyd No. 6
Q (cfs)
8.00
. ��
4.00
r M�
0.00
840 960 1080 1200 1320 1440 1560
Hyd No. 4 Hyd No. 5 Time (min)

Hydrograph Report
32
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 10
PH2 PRE BMP 8 Total (+ EC 9)
Hydrograph type = Combine
Peak discharge
= 3.759 cfs
Storm frequency = 2 yrs
Time to peak
= 734 min
Time interval = 2 min
Hyd. volume
= 18,089 cuft
Inflow hyds. = 2, 3
Contrib. drain. area
= 5.500 ac
PH2 PRE BMP 8 Total (+ EC 9)
Q (cfs) Hyd. No. 10 -- 2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 10 Hyd No. 2 Hyd No. 3

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 11
PH2 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 6.917 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 15,681 cuft
Drainage area
= 8.500 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.34 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
5.00
3.00
1.00
PH2 PRE - UNDET.
Hyd. No. 11 -- 2 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1
" ' ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 11 Time (min)

Hydrograph
Report
34
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 12
PH2 PRE - TOTAL
Hydrograph type
= Combine
Peak discharge
= 14.31 cfs
Storm frequency
= 2 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 76,579 cuft
Inflow hyds.
= 9, 10, 11
Contrib. drain. area
= 8.500 ac
PH2 PRE - TOTAL
Q (cfs) Hyd. No. 12 -- 2 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 12 Hyd No. 9 Hyd No. 10 Hyd No. 11

Hydrograph Report
35
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 14
PH2 POST - BMP 7
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 22.710 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.34 in
Storm duration
= 24 hrs
Q (cfs)
60.00
40.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 POST - BMP 7
Hyd. No. 14 -- 2 Year
Tuesday, 03 / 15 / 2022
= 58.01 cfs
= 718 min
= 116,732 cuft
= 80
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1— — ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 14 Time (min)

Hydrograph Report
36
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 15
PH2 POST - BMP 8
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 6.300 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.34 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
M
M
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 POST - BMP 8
Hyd. No. 15 -- 2 Year
Tuesday, 03 / 15 / 2022
= 16.78 cfs
= 718 min
= 33,874 cuft
= 81
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
M
M
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Time (min)

Hydrograph
Report
37
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 16
PH2 POST - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 3.133 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 7,992 cuft
Drainage area
= 5.500 ac
Curve number
= 59
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.34 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH2 POST - UNDET.
Q (cfs) Hyd. No. 16 -- 2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 16 Time (min)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 17
PH2 POST -TOTAL
Hydrograph type
= Combine
Peak discharge
= 77.92 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 158,598 cuft
Inflow hyds.
= 14, 15, 16
Contrib. drain. area
= 34.510 ac
Q (cfs)
80.00
70.00
40.00
20.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 17 — Hyd No. 14 Hyd No. 15 Hyd No. 16

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 19
PH2 ROUTED - BMP 7
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 2 yrs
Time to peak
= n/a
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 14 - PH2 POST - BMP 7
Max. Elevation
= 725.42 ft
Reservoir name
= PH2 BMP 7 - WETPOND
Max. Storage
= 116,732 cuft
Storage Indication method used.
Q (cfs)
60.00
40.00
20.00
10.00
PH2 ROUTED - BMP 7
Hyd. No. 19 -- 2 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 19 Hyd No. 14 Total storage used = 116,732 cult

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 20
PH2 ROUTED - BMP 8
Hydrograph type
= Reservoir
Peak discharge
= 0.281 cfs
Storm frequency
= 2 yrs
Time to peak
= 1078 min
Time interval
= 2 min
Hyd. volume
= 29,126 cuft
Inflow hyd. No.
= 15 - PH2 POST - BMP 8
Max. Elevation
= 734.15 ft
Reservoir name
= PH2 BMP 8 - SANDFILTER
Max. Storage
= 25,396 cuft
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
M
M
3.00
600
Hyd No. 20
PH2 ROUTED - BMP 8
Hyd. No. 20 -- 2 Year
Q (cfs)
18.00
15.00
12.00
3.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 15 Total storage used = 25,396 cult

Hydrograph
Report
41
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 21
PH2 POST - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 3.133 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 7,992 cuft
Drainage area
= 5.500 ac
Curve number
= 59
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.34 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH2 POST - UNDET.
Q (cfs) Hyd. No. 21 -- 2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 21 Time (min)

Hydrograph Report
42
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 22
PH2 ROUTED - TOTAL
Hydrograph type = Combine
Peak discharge
= 3.233 cfs
Storm frequency = 2 yrs
Time to peak
= 718 min
Time interval = 2 min
Hyd. volume
= 37,119 cuft
Inflow hyds. = 19, 20, 21
Contrib. drain. area
= 5.500 ac
Q (cfs)
4.00
3.00
rM
1.00
PH2 ROUTED - TOTAL
Hyd. No. 22 -- 2 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.00 ' ' -A I a I I I I
' 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 22 Hyd No. 19 Hyd No. 20 Hyd No. 21

Hydrograph Summary Report
43
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
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
SCS Runoff
2.520
2
734
14,035
------
------
------
PH2 PRE - BMP 7
2
SCS Runoff
3.775
2
732
15,878
------
------
------
PH2 PRE - BMP 8
3
SCS Runoff
2.732
2
736
13,081
------
------
------
PH2 PRE - EC BASIN 9
4
SCS Runoff
1.561
2
738
10,896
------
------
------
PH2 PRE - EC BASIN 10
5
SCS Runoff
10.57
2
724
31,300
------
------
------
PH2 PRE - EC BASIN 11
6
SCS Runoff
3.858
2
736
19,399
------
------
------
PH2 PRE - EC BASIN 12
7
SCS Runoff
13.50
2
718
27,950
------
------
------
PH2 PRE - UNDET.
9
Combine
15.50
2
726
75,630
1, 4, 5,
------
------
PH2 PRE BMP 7 Total (+ EC 10, 11
6,
10
Combine
6.399
2
734
28,959
2, 3,
------
------
PH2 PRE BMP 8 Total (+ EC 9)
11
SCS Runoff
13.50
2
718
27,950
------
------
------
PH2 PRE - UNDET.
12
Combine
27.91
2
720
132,539
9, 10, 11
------
------
PH2 PRE - TOTAL
14
SCS Runoff
84.06
2
716
170,003
------
------
------
PH2 POST - BMP 7
15
SCS Runoff
24.15
2
716
48,929
------
------
------
PH2 POST - BMP 8
16
SCS Runoff
6.998
2
718
15,053
------
------
------
PH2 POST- UNDET.
17
Combine
114.51
2
716
233,985
14, 15, 16
------
------
PH2 POST - TOTAL
19
Reservoir
1.221
2
1118
33,257
14
726.15
142,504
PH2 ROUTED - BMP 7
20
Reservoir
1.054
2
800
44,096
15
734.48
29,206
PH2 ROUTED - BMP 8
21
SCS Runoff
6.998
2
718
15,053
------
------
------
PH2 POST- UNDET.
22
Combine
7.099
2
718
92,405
19, 20, 21
------
------
PH2 ROUTED - TOTAL
17031-PH2-BMP Hydraflow.gpw
Return Period: 5 Year
Tuesday, 03 / 15 / 2022

Hydrograph Report
44
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
PH2 PRE -BMP 7
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 5.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.19 in
Storm duration
= 24 hrs
Q (cfs)
3.00
I'm
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - BMP 7
Hyd. No. 1 -- 5 Year
120 240 360 480 600 720 840 960
— Hyd No. 1
Tuesday, 03 / 15 / 2022
= 2.520 cfs
= 734 min
= 14,035 cuft
= 57
= 0 ft
= 30.00 min
= Type II
= 484
Q (cfs)
3.00
r M�
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
45
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 2
PH2 PRE -BMP 8
Hydrograph type
= SCS Runoff
Peak discharge
= 3.775 cfs
Storm frequency
= 5 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 15,878 cuft
Drainage area
= 3.000 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 29.00 min
Total precip.
= 4.19 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH2 PRE - BMP 8
Q (cfs) Hyd. No. 2 -- 5 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph
Report
46
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 3
PH2 PRE - EC BASIN 9
Hydrograph type
= SCS Runoff
Peak discharge
= 2.732 cfs
Storm frequency
= 5 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 13,081 cuft
Drainage area
= 2.500 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 34.00 min
Total precip.
= 4.19 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH2 PRE - EC BASIN 9
Q (cfs) Hyd. No. 3 -- 5 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph Report
47
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 4
PH2 PRE - EC BASIN 10
Hydrograph type =
SCS Runoff
Storm frequency =
5 yrs
Time interval =
2 min
Drainage area =
5.000 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
4.19 in
Storm duration =
24 hrs
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 10
Hyd. No. 4 -- 5 Year
120 240 360 480 600 720 840 960
Hyd No. 4
Tuesday, 03 / 15 / 2022
= 1.561 cfs
= 738 min
= 10,896 cuft
= 55
= 0 ft
= 36.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
48
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 5
PH2 PRE - EC BASIN 11
Hydrograph type =
SCS Runoff
Storm frequency =
5 yrs
Time interval =
2 min
Drainage area =
7.000 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
4.19 in
Storm duration =
24 hrs
Q (cfs)
12.00
10.00
M
M
4.00
r M�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 11
Hyd. No. 5 -- 5 Year
Tuesday, 03 / 15 / 2022
= 10.57 cfs
= 724 min
= 31,300 cuft
= 67
= 0 ft
= 14.00 min
= Type II
= 484
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph
Report
49
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 6
PH2 PRE - EC BASIN 12
Hydrograph type
= SCS Runoff
Peak discharge
= 3.858 cfs
Storm frequency
= 5 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 19,399 cuft
Drainage area
= 4.500 ac
Curve number
= 66
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 35.00 min
Total precip.
= 4.19 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH2 PRE - EC BASIN 12
Q (cfs) Hyd. No. 6 -- 5 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

Hydrograph Report
50
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 7
PH2 PRE - UNDET.
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 8.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.19 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
10.00
ItM
M
4.00
ItM
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - UNDET.
Hyd. No. 7 -- 5 Year
Tuesday, 03 / 15 / 2022
= 13.50 cfs
= 718 min
= 27,950 cuft
= 62
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
. ��
4.00
of
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 03 / 15 / 2022
Hyd. No. 9
PH2 PRE BMP 7 Total (+ EC 10, 11 & 12)
Hydrograph type = Combine Peak discharge = 15.50 cfs
Storm frequency = 5 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 75,630 cuft
Inflow hyds. = 1, 4, 5, 6 Contrib. drain. area = 22.000 ac
Q (cfs)
18.00
15.00
12.00
M
M
3.00
PH2 PRE BMP 7 Total (+ EC 10, 11 & 12)
Hyd. No. 9 -- 5 Year
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Hyd No. 1 Hyd No. 4 Hyd No. 5 Time (min)
Hyd No. 6

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 03 / 15 / 2022
Hyd. No. 10
PH2 PRE BMP 8 Total (+ EC 9)
Hydrograph type = Combine Peak discharge = 6.399 cfs
Storm frequency = 5 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 28,959 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 5.500 ac
Q (cfs)
7.00
. Me
5.00
3.00
1.00
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 10 Hyd No. 2 Hyd No. 3

Hydrograph Report
53
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 11
PH2 PRE - UNDET.
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 8.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.19 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
10.00
ItM
M
4.00
ItM
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - UNDET.
Hyd. No. 11 -- 5 Year
Tuesday, 03 / 15 / 2022
= 13.50 cfs
= 718 min
= 27,950 cuft
= 62
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
14.00
12.00
10.00
. ��
4.00
of
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 12
PH2 PRE - TOTAL
Hydrograph type
= Combine
Peak discharge
= 27.91 cfs
Storm frequency
= 5 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 132,539 cuft
Inflow hyds.
= 9, 10, 11
Contrib. drain. area
= 8.500 ac
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 12 Hyd No. 9 Hyd No. 10 Hyd No. 11

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 14
PH2 POST - BMP 7
Hydrograph type
= SCS Runoff
Peak discharge
= 84.06 cfs
Storm frequency
= 5 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 170,003 cuft
Drainage area
= 22.710 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.19 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 15
PH2 POST - BMP 8
Hydrograph type
= SCS Runoff
Peak discharge
= 24.15 cfs
Storm frequency
= 5 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 48,929 cuft
Drainage area
= 6.300 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.19 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
PH2 POST - BMP 8
Hyd. No. 15 -- 5 Year
0.00 1---J— ' ' ' ' '
0 120 240 360 480 600 720 840
— Hyd No. 15
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00
960 1080 1200 1320 1440
Time (min)

Hydrograph Report
57
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 16
PH2 POST - UNDET.
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 5.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.19 in
Storm duration
= 24 hrs
Q (cfs)
7.00
5.00
3.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 POST - UNDET.
Hyd. No. 16 -- 5 Year
Tuesday, 03 / 15 / 2022
= 6.998 cfs
= 718 min
= 15,053 cuft
= 59
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1' ' ' ' ' ' ' IL ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 16 Time (min)

58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 17
PH2 POST -TOTAL
Hydrograph type
= Combine
Peak discharge
= 114.51 cfs
Storm frequency
= 5 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 233,985 cuft
Inflow hyds.
= 14, 15, 16
Contrib. drain. area
= 34.510 ac
Q (cfs)
120.00
100.00
40.00
20.00
PH2 POST - TOTAL
Hyd. No. 17 -- 5 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 17 — Hyd No. 14 Hyd No. 15 Hyd No. 16

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 19
PH2 ROUTED - BMP 7
Hydrograph type
= Reservoir
Peak discharge
= 1.221 cfs
Storm frequency
= 5 yrs
Time to peak
= 1118 min
Time interval
= 2 min
Hyd. volume
= 33,257 cuft
Inflow hyd. No.
= 14 - PH2 POST - BMP 7
Max. Elevation
= 726.15 ft
Reservoir name
= PH2 BMP 7 - WETPOND
Max. Storage
= 142,504 cuft
Storage Indication method used.
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
JL
1 240
480 720
Hyd No. 14
960 1200 1440 1680
Total storage used = 142,504 cuft
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
1920
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 20
PH2 ROUTED - BMP 8
Hydrograph type
= Reservoir
Peak discharge
= 1.054 cfs
Storm frequency
= 5 yrs
Time to peak
= 800 min
Time interval
= 2 min
Hyd. volume
= 44,096 cuft
Inflow hyd. No.
= 15 - PH2 POST - BMP 8
Max. Elevation
= 734.48 ft
Reservoir name
= PH2 BMP 8 - SANDFILTER
Max. Storage
= 29,206 cuft
Storage Indication method used.
PH2 ROUTED - BMP 8
Q (cfs) Hyd. No. 20 -- 5 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 20 — Hyd No. 15 Total storage used = 29,206 cult

Hydrograph Report
61
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 21
PH2 POST - UNDET.
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 5.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.19 in
Storm duration
= 24 hrs
Q (cfs)
7.00
5.00
3.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 POST - UNDET.
Hyd. No. 21 -- 5 Year
Tuesday, 03 / 15 / 2022
= 6.998 cfs
= 718 min
= 15,053 cuft
= 59
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1' ' ' ' ' ' ' IL ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 21 Time (min)

Hydrograph Report
62
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 22
PH2 ROUTED - TOTAL
Hydrograph type = Combine
Peak discharge
= 7.099 cfs
Storm frequency = 5 yrs
Time to peak
= 718 min
Time interval = 2 min
Hyd. volume
= 92,405 cuft
Inflow hyds. = 19, 20, 21
Contrib. drain. area
= 5.500 ac
Q (cfs)
8.00
.M
4.00
rM
e
PH2 ROUTED - TOTAL
Hyd. No. 22 -- 5 Year
Q (cfs)
8.00
M
4.00
2.00
■ I -- --r 1 0.00
360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 22 Hyd No. 19 Hyd No. 20 Hyd No. 21

Hydrograph Summary Report
63
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
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
SCS Runoff
4.164
2
732
20,579
------
------
------
PH2 PRE - BMP 7
2
SCS Runoff
5.116
2
732
21,052
------
------
------
PH2 PRE - BMP 8
3
SCS Runoff
3.709
2
736
17,344
------
------
------
PH2 PRE - EC BASIN 9
4
SCS Runoff
2.725
2
738
16,349
------
------
------
PH2 PRE - EC BASIN 10
5
SCS Runoff
14.58
2
724
42,271
------
------
------
PH2 PRE - EC BASIN 11
6
SCS Runoff
5.468
2
736
26,372
------
------
------
PH2 PRE - EC BASIN 12
7
SCS Runoff
19.34
2
718
39,131
------
------
------
PH2 PRE - UNDET.
9
Combine
22.79
2
726
105,571
1, 4, 5,
------
------
PH2 PRE BMP 7 Total (+ EC 10, 11
6,
10
Combine
8.685
2
732
38,396
2, 3,
------
------
PH2 PRE BMP 8 Total (+ EC 9)
11
SCS Runoff
19.34
2
718
39,131
------
------
------
PH2 PRE - UNDET.
12
Combine
40.44
2
720
183,098
9, 10, 11
------
------
PH2 PRE - TOTAL
14
SCS Runoff
105.41
2
716
214,163
------
------
------
PH2 POST - BMP 7
15
SCS Runoff
30.12
2
716
61,359
------
------
------
PH2 POST- BMP 8
16
SCS Runoff
10.50
2
718
21,632
------
------
------
PH2 POST- UNDET.
17
Combine
145.32
2
716
297,154
14, 15, 16
------
------
PH2 POST - TOTAL
19
Reservoir
2.357
2
930
77,417
14
726.39
152,371
PH2 ROUTED - BMP 7
20
Reservoir
1.744
2
770
56,476
15
734.95
34,588
PH2 ROUTED - BMP 8
21
SCS Runoff
10.50
2
718
21,632
------
------
------
PH2 POST- UNDET.
22
Combine
10.67
2
718
155,525
19, 20, 21
------
------
PH2 ROUTED - TOTAL
17031-PH2-BMP Hydraflow.gpw
Return Period: 10 Year
Tuesday, 03 / 15 / 2022

64
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 1
PH2 PRE -BMP 7
Hydrograph type
= SCS Runoff
Peak discharge
= 4.164 cfs
Storm frequency
= 10 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 20,579 cuft
Drainage area
= 5.500 ac
Curve number
= 57
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 30.00 min
Total precip.
= 4.86 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
1.00
PH2 PRE - BMP 7
Hyd. No. 1 -- 10 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

65
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 2
PH2 PRE -BMP 8
Hydrograph type
= SCS Runoff
Peak discharge
= 5.116 cfs
Storm frequency
= 10 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 21,052 cuft
Drainage area
= 3.000 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 29.00 min
Total precip.
= 4.86 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
PH2 PRE - BMP 8
Hyd. No. 2 -- 10 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 11 ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph
Report
66
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 3
PH2 PRE - EC BASIN 9
Hydrograph type
= SCS Runoff
Peak discharge
= 3.709 cfs
Storm frequency
= 10 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 17,344 cuft
Drainage area
= 2.500 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 34.00 min
Total precip.
= 4.86 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH2 PRE - EC BASIN 9
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph Report
67
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 4
PH2 PRE - EC BASIN 10
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
2 min
Drainage area =
5.000 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
4.86 in
Storm duration =
24 hrs
Q (cfs)
3.00
I'm
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 10
Hyd. No. 4 -- 10 Year
120 240 360 480 600 720 840 960
— Hyd No. 4
Tuesday, 03 / 15 / 2022
= 2.725 cfs
= 738 min
= 16,349 cuft
= 55
= 0 ft
= 36.00 min
= Type II
= 484
Q (cfs)
3.00
r M�
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 5
PH2 PRE - EC BASIN 11
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
2 min
Drainage area =
7.000 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
4.86 in
Storm duration =
24 hrs
Q (cfs)
15.00
12.00
• 11
. Me
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 11
Hyd. No. 5 -- 10 Year
Tuesday, 03 / 15 / 2022
= 14.58 cfs
= 724 min
= 42,271 cuft
= 67
= 0 ft
= 14.00 min
= Type II
= 484
Q (cfs)
15.00
12.00
. We
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 6
PH2 PRE - EC BASIN 12
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
2 min
Drainage area =
4.500 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
4.86 in
Storm duration =
24 hrs
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 12
Hyd. No. 6 -- 10 Year
Tuesday, 03 / 15 / 2022
= 5.468 cfs
= 736 min
= 26,372 cuft
= 66
= 0 ft
= 35.00 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1-.0' ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

70
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 7
PH2 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 19.34 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 39,131 cuft
Drainage area
= 8.500 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.86 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
3.00
PH2 PRE - UNDET.
Hyd. No. 7 -- 10 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

71
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 03 / 15 / 2022
Hyd. No. 9
PH2 PRE BMP 7 Total (+ EC 10, 11 & 12)
Hydrograph type = Combine Peak discharge = 22.79 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 105,571 cuft
Inflow hyds. = 1, 4, 5, 6 Contrib. drain. area = 22.000 ac
Q (cfs)
24.00
20.00
16.00
12.00
m
4.00
PH2 PRE BMP 7 Total (+ EC 10, 11 & 12)
Hyd. No. 9 -- 10 Year
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 — Hyd No. 1 Hyd No. 4 Hyd No. 5 Time (min)
Hyd No. 6

Hydrograph Report
72
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 10
PH2 PRE BMP 8 Total (+ EC 9)
Hydrograph type = Combine
Peak discharge
= 8.685 cfs
Storm frequency = 10 yrs
Time to peak
= 732 min
Time interval = 2 min
Hyd. volume
= 38,396 cuft
Inflow hyds. = 2, 3
Contrib. drain. area
= 5.500 ac
Q (cfs)
10.00
UR
. 0M
4.00
r M
PH2 PRE BMP 8 Total (+ EC 9)
Hyd. No. 10 -- 10 Year
120 240 360 480 600 720
Hyd No. 10 Hyd No. 2
Q (cfs)
10.00
H. We
4.00
r M
0.00
840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

73
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 11
PH2 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 19.34 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 39,131 cuft
Drainage area
= 8.500 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.86 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
3.00
PH2 PRE - UNDET.
Hyd. No. 11 -- 10 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 11 Time (min)

Hydrograph
Report
74
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 12
PH2 PRE - TOTAL
Hydrograph type
= Combine
Peak discharge
= 40.44 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 183,098 cuft
Inflow hyds.
= 9, 10, 11
Contrib. drain. area
= 8.500 ac
PH2 PRE - TOTAL
Q (cfs) Hyd. No. 12 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 12 Hyd No. 9 Hyd No. 10 Hyd No. 11

Hydrograph Report
75
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 14
PH2 POST - BMP 7
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 22.710 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.86 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 POST - BMP 7
Hyd. No. 14 -- 10 Year
0.00 '1 1 1 1 ' '
0 120 240 360 480 600 720 840
— Hyd No. 14
Tuesday, 03 / 15 / 2022
= 105.41 cfs
= 716 min
= 214,163 cuft
= 80
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
0.00
960 1080 1200 1320 1440
Time (min)

Hydrograph
Report
76
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 15
PH2 POST - BMP 8
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 6.300 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 4.86 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 03 / 15 / 2022
= 30.12 cfs
= 716 min
= 61,359 cuft
= 81
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
PH2 POST - BMP 8
Hyd. No. 15 -- 10 Year
Q (cfs)
35.00
35.00
30.00
30.00
25.00
25.00
20.00
20.00
15.00
15.00
10.00
10.00
5.00
5.00
0.00
0 120
— Hyd No.
240 360 480
15
600 720 840 960 1080
0.00
1200 1320 1440
Time (min)

Hydrograph Report
77
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 16
PH2 POST - UNDET.
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 5.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.86 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
M
M
4.00
r M�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 POST - UNDET.
Hyd. No. 16 -- 10 Year
Tuesday, 03 / 15 / 2022
= 10.50 cfs
= 718 min
= 21,632 cuft
= 59
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 16 Time (min)

78
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 17
PH2 POST -TOTAL
Hydrograph type
= Combine
Peak discharge
= 145.32 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 297,154 cuft
Inflow hyds.
= 14, 15, 16
Contrib. drain. area
= 34.510 ac
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
— Hyd No. 17 Hyd No. 14 Hyd No. 15 Hyd No. 16

79
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 19
PH2 ROUTED - BMP 7
Hydrograph type
= Reservoir
Peak discharge
= 2.357 cfs
Storm frequency
= 10 yrs
Time to peak
= 930 min
Time interval
= 2 min
Hyd. volume
= 77,417 cuft
Inflow hyd. No.
= 14 - PH2 POST - BMP 7
Max. Elevation
= 726.39 ft
Reservoir name
= PH2 BMP 7 - WETPOND
Max. Storage
= 152,371 cuft
Storage Indication method used.
PH2 ROUTED - BMP 7
Q (cfs) Hyd. No. 19 -- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
— Hyd No. 19 Hyd No. 14 Total storage used = 152,371 cult

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 20
PH2 ROUTED - BMP 8
Hydrograph type
= Reservoir
Peak discharge
= 1.744 cfs
Storm frequency
= 10 yrs
Time to peak
= 770 min
Time interval
= 2 min
Hyd. volume
= 56,476 cuft
Inflow hyd. No.
= 15 - PH2 POST - BMP 8
Max. Elevation
= 734.95 ft
Reservoir name
= PH2 BMP 8 - SANDFILTER
Max. Storage
= 34,588 cuft
Storage Indication method used.
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
0.00
0 600
— Hyd No. 20
PH2 ROUTED - BMP 8
Hyd. No. 20 -- 10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 15 Total storage used = 34,588 cult

Hydrograph Report
81
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 21
PH2 POST - UNDET.
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 5.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.86 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
M
M
4.00
r M�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 POST - UNDET.
Hyd. No. 21 -- 10 Year
Tuesday, 03 / 15 / 2022
= 10.50 cfs
= 718 min
= 21,632 cuft
= 59
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 21 Time (min)

82
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 22
PH2 ROUTED - TOTAL
Hydrograph type
= Combine
Peak discharge
= 10.67 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 155,525 cuft
Inflow hyds.
= 19, 20, 21
Contrib. drain. area
= 5.500 ac
Q (cfs)
12.00
10.00
M
M
4.00
r M�
PH2 ROUTED - TOTAL
Hyd. No. 22 -- 10 Year
360 720 1080 1440
Hyd No. 22 Hyd No. 19
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
1800 2160 2520 2880 3240 3600
Hyd No. 20 Hyd No. 21 Time (min)

Hydrograph Summary Report
83
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
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
SCS Runoff
6.821
2
732
30,709
------
------
------
PH2 PRE - BMP 7
2
SCS Runoff
7.047
2
732
28,574
------
------
------
PH2 PRE - BMP 8
3
SCS Runoff
5.118
2
736
23,541
------
------
------
PH2 PRE - EC BASIN 9
4
SCS Runoff
4.646
2
736
24,896
------
------
------
PH2 PRE - EC BASIN 10
5
SCS Runoff
20.52
2
722
58,415
------
------
------
PH2 PRE - EC BASIN 11
6
SCS Runoff
7.831
2
736
36,678
------
------
------
PH2 PRE - EC BASIN 12
7
SCS Runoff
27.95
2
718
55,965
------
------
------
PH2 PRE - UNDET.
9
Combine
33.98
2
726
150,699
1, 4, 5,
------
------
PH2 PRE BMP 7 Total (+ EC 10, 11
6,
10
Combine
12.01
2
732
52,116
2, 3,
------
------
PH2 PRE BMP 8 Total (+ EC 9)
11
SCS Runoff
27.95
2
718
55,965
------
------
------
PH2 PRE - UNDET.
12
Combine
59.40
2
720
258,779
9, 10, 11
------
------
PH2 PRE - TOTAL
14
SCS Runoff
134.88
2
716
276,246
------
------
------
PH2 POST - BMP 7
15
SCS Runoff
38.33
2
716
78,786
------
------
------
PH2 POST - BMP 8
16
SCS Runoff
15.73
2
718
31,697
------
------
------
PH2 POST- UNDET.
17
Combine
188.27
2
716
386,728
14, 15, 16
------
------
PH2 POST - TOTAL
19
Reservoir
3.927
2
846
139,499
14
727.09
180,112
PH2 ROUTED - BMP 7
20
Reservoir
8.056
2
726
73,853
15
735.38
40,013
PH2 ROUTED - BMP 8
21
SCS Runoff
15.73
2
718
31,697
------
------
------
PH2 POST- UNDET.
22
Combine
17.28
2
718
245,050
19, 20, 21
------
------
PH2 ROUTED - TOTAL
17031-PH2-BMP Hydraflow.gpw
Return Period: 25 Year
Tuesday, 03 / 15 / 2022

84
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 1
PH2 PRE -BMP 7
Hydrograph type
= SCS Runoff
Peak discharge
= 6.821 cfs
Storm frequency
= 25 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 30,709 cuft
Drainage area
= 5.500 ac
Curve number
= 57
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 30.00 min
Total precip.
= 5.77 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
5.00
3.00
1.00
PH2 PRE - BMP 7
Hyd. No. 1 -- 25 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1' ' ' ' ' ' ' ' %� ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph
Report
85
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 2
PH2 PRE -BMP 8
Hydrograph type
= SCS Runoff
Peak discharge
= 7.047 cfs
Storm frequency
= 25 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 28,574 cuft
Drainage area
= 3.000 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 29.00 min
Total precip.
= 5.77 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH2 PRE - BMP 8
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 3
PH2 PRE - EC BASIN 9
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 2.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.77 in
Storm duration
= 24 hrs
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 9
Hyd. No. 3 -- 25 Year
Tuesday, 03 / 15 / 2022
= 5.118 cfs
= 736 min
= 23,541 cuft
= 70
= 0 ft
= 34.00 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 '1 1 1 s.— ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph Report
87
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 4
PH2 PRE - EC BASIN 10
Hydrograph type =
SCS Runoff
Storm frequency =
25 yrs
Time interval =
2 min
Drainage area =
5.000 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
5.77 in
Storm duration =
24 hrs
Q (cfs)
5.00
4.00
3.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 10
Hyd. No. 4 -- 25 Year
Tuesday, 03 / 15 / 2022
= 4.646 cfs
= 736 min
= 24,896 cuft
= 55
= 0 ft
= 36.00 min
= Type II
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 5
PH2 PRE - EC BASIN 11
Hydrograph type =
SCS Runoff
Storm frequency =
25 yrs
Time interval =
2 min
Drainage area =
7.000 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
5.77 in
Storm duration =
24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 11
Hyd. No. 5 -- 25 Year
Tuesday, 03 / 15 / 2022
= 20.52 cfs
= 722 min
= 58,415 cuft
= 67
= 0 ft
= 14.00 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph
Report
89
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 6
PH2 PRE - EC BASIN 12
Hydrograph type
= SCS Runoff
Peak discharge
= 7.831 cfs
Storm frequency
= 25 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 36,678 cuft
Drainage area
= 4.500 ac
Curve number
= 66
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 35.00 min
Total precip.
= 5.77 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH2 PRE - EC BASIN 12
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 7
PH2 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 27.95 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 55,965 cuft
Drainage area
= 8.500 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.77 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
PH2 PRE - UNDET.
Hyd. No. 7 -- 25 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

91
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 03 / 15 / 2022
Hyd. No. 9
PH2 PRE BMP 7 Total (+ EC 10, 11 & 12)
Hydrograph type = Combine Peak discharge = 33.98 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 150,699 cuft
Inflow hyds. = 1, 4, 5, 6 Contrib. drain. area = 22.000 ac
Q (cfs)
35.00
c M It It
25.00
20.00
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 — Hyd No. 1 Hyd No. 4 Hyd No. 5 Time (min)
Hyd No. 6

92
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 03 / 15 / 2022
Hyd. No. 10
PH2 PRE BMP 8 Total (+ EC 9)
Hydrograph type = Combine Peak discharge = 12.01 cfs
Storm frequency = 25 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 52,116 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 5.500 ac
Q (cfs)
14.00
12.00
10.00
ItM
M
4.00
ItM
PH2 PRE BMP 8 Total (+ EC 9)
Hyd. No. 10 -- 25 Year
Q (cfs)
14.00
12.00
10.00
. ��
4.00
of
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Hyd No. 2 Hyd No. 3 Time (min)

93
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 11
PH2 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 27.95 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 55,965 cuft
Drainage area
= 8.500 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.77 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
PH2 PRE - UNDET.
Hyd. No. 11 -- 25 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 11 Time (min)

94
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 12
PH2 PRE - TOTAL
Hydrograph type
= Combine
Peak discharge
= 59.40 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 258,779 cuft
Inflow hyds.
= 9, 10, 11
Contrib. drain. area
= 8.500 ac
Q (cfs)
60.00
40.00
20.00
10.00
PH2 PRE - TOTAL
Hyd. No. 12 -- 25 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' - ' �J ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 12 Hyd No. 9 Hyd No. 10 Hyd No. 11

95
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 14
PH2 POST - BMP 7
Hydrograph type
= SCS Runoff
Peak discharge
= 134.88 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 276,246 cuft
Drainage area
= 22.710 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.77 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 14 Time (min)

Hydrograph
Report
96
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 15
PH2 POST - BMP 8
Hydrograph type = SCS Runoff Peak discharge =
Storm frequency = 25 yrs Time to peak =
Time interval = 2 min Hyd. volume =
Drainage area = 6.300 ac Curve number =
Basin Slope = 0.0 % Hydraulic length =
Tc method = User Time of conc. (Tc) =
Total precip. = 5.77 in Distribution =
Storm duration = 24 hrs Shape factor =
Tuesday, 03 / 15 / 2022
38.33 cfs
716 min
78,786 cuft
81
0 ft
5.00 min
Type II
484
Q (cfs)
40.00
PH2 POST - BMP 8
Hyd. No. 15 -- 25 Year
Q (cfs)
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0.00
0 120 240 360 480 600 720 840 960 1080
— Hyd No. 15
0.00
1200 1320
Time (min)

Hydrograph Report
97
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 16
PH2 POST - UNDET.
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 5.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.77 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
M
M
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 POST - UNDET.
Hyd. No. 16 -- 25 Year
Tuesday, 03 / 15 / 2022
= 15.73 cfs
= 718 min
= 31,697 cuft
= 59
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 16 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 17
PH2 POST -TOTAL
Hydrograph type
= Combine
Peak discharge
= 188.27 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 386,728 cuft
Inflow hyds.
= 14, 15, 16
Contrib. drain. area
= 34.510 ac
PH2 POST - TOTAL

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 19
PH2 ROUTED - BMP 7
Hydrograph type
= Reservoir
Peak discharge
= 3.927 cfs
Storm frequency
= 25 yrs
Time to peak
= 846 min
Time interval
= 2 min
Hyd. volume
= 139,499 cuft
Inflow hyd. No.
= 14 - PH2 POST - BMP 7
Max. Elevation
= 727.09 ft
Reservoir name
= PH2 BMP 7 - WETPOND
Max. Storage
= 180,112 cuft
Storage Indication method used.
PH2 ROUTED - BMP 7
Q (cfs) Hyd. No. 19 -- 25 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
— Hyd No. 19 Hyd No. 14 Total storage used = 180,112 cult

Hydrograph
Report
100
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 20
PH2 ROUTED - BMP 8
Hydrograph type
= Reservoir
Peak discharge
= 8.056 cfs
Storm frequency
= 25 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 73,853 cuft
Inflow hyd. No.
= 15 - PH2 POST - BMP 8
Max. Elevation
= 735.38 ft
Reservoir name
= PH2 BMP 8 - SANDFILTER
Max. Storage
= 40,013 cuft
Storage Indication method used
Q (cfs)
40.00
20.00
10.00
e
PH2 ROUTED - BMP 8
Hyd. No. 20 -- 25 Year
360 720 1080 1440 1800 2160 2520 2880 3240 3600
Hyd No. 20 Hyd No. 15 Total storage used = 40,013 cuft
Q (cfs)
40.00
30.00
20.00
10.00
■ '- 0.00
3960
Time (min)

Hydrograph Report
101
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 21
PH2 POST - UNDET.
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 5.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.77 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
M
M
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 POST - UNDET.
Hyd. No. 21 -- 25 Year
Tuesday, 03 / 15 / 2022
= 15.73 cfs
= 718 min
= 31,697 cuft
= 59
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 21 Time (min)

102
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 22
PH2 ROUTED - TOTAL
Hydrograph type
= Combine
Peak discharge
= 17.28 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 245,050 cuft
Inflow hyds.
= 19, 20, 21
Contrib. drain. area
= 5.500 ac
Q (cfs)
18.00
15.00
12.00
am
3.00
e
240
Hyd No. 22
PH2 ROUTED - TOTAL
Hyd. No. 22 -- 25 Year
480 720
Hyd No. 19
960 1200
Hyd No. 20
1440 1680
Hyd No. 21
Q (cfs)
18.00
15.00
12.00
M
M
3.00
0.00
1920
Time (min)

Hydrograph Summary Report
103
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
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
SCS Runoff
9.137
2
732
39,551
------
------
------
PH2 PRE - BMP 7
2
SCS Runoff
8.646
2
730
34,837
------
------
------
PH2 PRE - BMP 8
3
SCS Runoff
6.282
2
736
28,701
------
------
------
PH2 PRE - EC BASIN 9
4
SCS Runoff
6.391
2
736
32,428
------
------
------
PH2 PRE - EC BASIN 10
5
SCS Runoff
25.50
2
722
71,981
------
------
------
PH2 PRE - EC BASIN 11
6
SCS Runoff
9.811
2
736
45,366
------
------
------
PH2 PRE - EC BASIN 12
7
SCS Runoff
35.18
2
718
70,358
------
------
------
PH2 PRE - UNDET.
9
Combine
43.59
2
726
189,326
1, 4, 5,
------
------
PH2 PRE BMP 7 Total (+ EC 10, 11
6,
10
Combine
14.76
2
732
63,537
2, 3,
------
------
PH2 PRE BMP 8 Total (+ EC 9)
11
SCS Runoff
35.18
2
718
70,358
------
------
------
PH2 PRE - UNDET.
12
Combine
75.57
2
720
323,221
9, 10, 11
------
------
PH2 PRE - TOTAL
14
SCS Runoff
158.40
2
716
326,619
------
------
------
PH2 POST - BMP 7
15
SCS Runoff
44.87
2
716
92,894
------
------
------
PH2 POST - BMP 8
16
SCS Runoff
20.18
2
718
40,406
------
------
------
PH2 POST- UNDET.
17
Combine
222.83
2
716
459,919
14, 15, 16
------
------
PH2 POST - TOTAL
19
Reservoir
10.85
2
754
189,873
14
727.44
193,806
PH2 ROUTED - BMP 7
20
Reservoir
20.04
2
722
87,935
15
735.68
43,904
PH2 ROUTED - BMP 8
21
SCS Runoff
20.18
2
718
40,406
------
------
------
PH2 POST- UNDET.
22
Combine
35.07
2
720
318,213
19, 20, 21
------
------
PH2 ROUTED - TOTAL
17031-PH2-BMP Hydraflow.gpw
Return Period: 50 Year
Tuesday, 03 / 15 / 2022

Hydrograph Report
104
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
PH2 PRE -BMP 7
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 5.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.49 in
Storm duration
= 24 hrs
Q (cfs)
10.00
Were
. OM
4.00
r w
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - BMP 7
Hyd. No. 1 -- 50 Year
Tuesday, 03 / 15 / 2022
= 9.137 cfs
= 732 min
= 39,551 cuft
= 57
= 0 ft
= 30.00 min
= Type II
= 484
Q (cfs)
10.00
N. We
4.00
r w
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
105
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 2
PH2 PRE -BMP 8
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 3.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.49 in
Storm duration
= 24 hrs
Q (cfs)
10.00
Were
. OM
4.00
r w
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - BMP 8
Hyd. No. 2 -- 50 Year
Tuesday, 03 / 15 / 2022
= 8.646 cfs
= 730 min
= 34,837 cuft
= 70
= 0 ft
= 29.00 min
= Type II
= 484
Q (cfs)
10.00
N. We
4.00
r w
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
106
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 3
PH2 PRE - EC BASIN 9
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 2.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.49 in
Storm duration
= 24 hrs
Q (cfs)
7.00
5.00
3.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 9
Hyd. No. 3 -- 50 Year
Tuesday, 03 / 15 / 2022
= 6.282 cfs
= 736 min
= 28,701 cuft
= 70
= 0 ft
= 34.00 min
= Type II
= 484
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 '1 1 1 ' ' ' ' ' ' ' � ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph Report
107
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 4
PH2 PRE - EC BASIN 10
Hydrograph type =
SCS Runoff
Storm frequency =
50 yrs
Time interval =
2 min
Drainage area =
5.000 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
6.49 in
Storm duration =
24 hrs
Q (cfs)
7.00
5.00
3.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 10
Hyd. No. 4 -- 50 Year
Tuesday, 03 / 15 / 2022
= 6.391 cfs
= 736 min
= 32,428 cuft
= 55
= 0 ft
= 36.00 min
= Type II
= 484
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 1 1 1 1 1 / I I I I I I I` 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

Hydrograph Report
108
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 5
PH2 PRE - EC BASIN 11
Hydrograph type =
SCS Runoff
Storm frequency =
50 yrs
Time interval =
2 min
Drainage area =
7.000 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
6.49 in
Storm duration =
24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 11
Hyd. No. 5 -- 50 Year
Tuesday, 03 / 15 / 2022
= 25.50 cfs
= 722 min
= 71,981 cuft
= 67
= 0 ft
= 14.00 min
= Type II
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph Report
109
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 6
PH2 PRE - EC BASIN 12
Hydrograph type =
SCS Runoff
Storm frequency =
50 yrs
Time interval =
2 min
Drainage area =
4.500 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
6.49 in
Storm duration =
24 hrs
Q (cfs)
10.00
Were
. OM
4.00
r w
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 12
Hyd. No. 6 -- 50 Year
Tuesday, 03 / 15 / 2022
= 9.811 cfs
= 736 min
= 45,366 cuft
= 66
= 0 ft
= 35.00 min
= Type II
= 484
Q (cfs)
10.00
N. We
4.00
r w
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

Hydrograph
Report
110
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 7
PH2 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 35.18 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 70,358 cuft
Drainage area
= 8.500 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.49 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH2 PRE - UNDET.
Q (cfs) Hyd. No. 7 -- 50 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

111
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 03 / 15 / 2022
Hyd. No. 9
PH2 PRE BMP 7 Total (+ EC 10, 11 & 12)
Hydrograph type = Combine Peak discharge = 43.59 cfs
Storm frequency = 50 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 189,326 cuft
Inflow hyds. = 1, 4, 5, 6 Contrib. drain. area = 22.000 ac
PH2 PRE BMP 7 Total (+ EC 10, 11 & 12)
Q (cfs) Hyd. No. 9 -- 50 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 — Hyd No. 1 Hyd No. 4 Hyd No. 5 Time (min)
Hyd No. 6

Hydrograph Report
112
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 10
PH2 PRE BMP 8 Total (+ EC 9)
Hydrograph type = Combine
Peak discharge
= 14.76 cfs
Storm frequency = 50 yrs
Time to peak
= 732 min
Time interval = 2 min
Hyd. volume
= 63,537 cuft
Inflow hyds. = 2, 3
Contrib. drain. area
= 5.500 ac
PH2 PRE BMP 8 Total (+ EC 9)
Q (cfs) Hyd. No. 10 -- 50 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 10 Hyd No. 2 Hyd No. 3

Hydrograph
Report
113
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 11
PH2 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 35.18 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 70,358 cuft
Drainage area
= 8.500 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.49 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH2 PRE - UNDET.
Q (cfs) Hyd. No. 11 -- 50 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 11 Time (min)

114
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 12
PH2 PRE - TOTAL
Hydrograph type
= Combine
Peak discharge
= 75.57 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 323,221 cuft
Inflow hyds.
= 9, 10, 11
Contrib. drain. area
= 8.500 ac
Q (cfs)
80.00
70.00
40.00
20.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 12 Hyd No. 9 Hyd No. 10 Hyd No. 11

115
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 14
PH2 POST - BMP 7
Hydrograph type
= SCS Runoff
Peak discharge
= 158.40 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 326,619 cuft
Drainage area
= 22.710 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.49 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 14 Time (min)

116
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 15
PH2 POST - BMP 8
Hydrograph type
= SCS Runoff
Peak discharge
= 44.87 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 92,894 cuft
Drainage area
= 6.300 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.49 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH2 POST - BMP 8
Q (cfs)
Hyd. No. 15 -- 50 Year
Q (cfs)
50.00
1
1 1 50.00
4111II)r.�■
`1111111c�� Z
0.00 ' T 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 15 Time (min)

Hydrograph Report
117
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 16
PH2 POST - UNDET.
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 5.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.49 in
Storm duration
= 24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 POST - UNDET.
Hyd. No. 16 -- 50 Year
Tuesday, 03 / 15 / 2022
= 20.18 cfs
= 718 min
= 40,406 cuft
= 59
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 16 Time (min)

118
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 17
PH2 POST -TOTAL
Hydrograph type
= Combine
Peak discharge
= 222.83 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 459,919 cuft
Inflow hyds.
= 14, 15, 16
Contrib. drain. area
= 34.510 ac
Q (cfs)
240.00
210.00
180.00
150.00
120.00
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
— Hyd No. 17 Hyd No. 14 Hyd No. 15 Hyd No. 16

119
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 19
PH2 ROUTED - BMP 7
Hydrograph type
= Reservoir
Peak discharge
= 10.85 cfs
Storm frequency
= 50 yrs
Time to peak
= 754 min
Time interval
= 2 min
Hyd. volume
= 189,873 cuft
Inflow hyd. No.
= 14 - PH2 POST - BMP 7
Max. Elevation
= 727.44 ft
Reservoir name
= PH2 BMP 7 - WETPOND
Max. Storage
= 193,806 cuft
Storage Indication method used.
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
Q (cfs)
160.00
140.00
120.00
100.00
40.00
20.00
0.00 q 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800
Time (min)
— Hyd No. 19 Hyd No. 14 Total storage used = 193,806 cult

120
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 20
PH2 ROUTED - BMP 8
Hydrograph type
= Reservoir
Peak discharge
= 20.04 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 87,935 cuft
Inflow hyd. No.
= 15 - PH2 POST - BMP 8
Max. Elevation
= 735.68 ft
Reservoir name
= PH2 BMP 8 - SANDFILTER
Max. Storage
= 43,904 cuft
Storage Indication method used.
Q (cfs)
50.00
40.00
20.00
10.00
PH2 ROUTED - BMP 8
Hyd. No. 20 -- 50 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 20 — Hyd No. 15 Total storage used = 43,904 cult

Hydrograph Report
121
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 21
PH2 POST - UNDET.
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 5.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.49 in
Storm duration
= 24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 POST - UNDET.
Hyd. No. 21 -- 50 Year
Tuesday, 03 / 15 / 2022
= 20.18 cfs
= 718 min
= 40,406 cuft
= 59
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 21 Time (min)

Hydrograph Report
122
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 22
PH2 ROUTED - TOTAL
Hydrograph type = Combine
Peak discharge
= 35.07 cfs
Storm frequency = 50 yrs
Time to peak
= 720 min
Time interval = 2 min
Hyd. volume
= 318,213 cuft
Inflow hyds. = 19, 20, 21
Contrib. drain. area
= 5.500 ac
Q (cfs)
40.00
20.00
10.00
PH2 ROUTED - TOTAL
Hyd. No. 22 -- 50 Year
Q (cfs)
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 22 Hyd No. 19 Hyd No. 20 Hyd No. 21

Hydrograph Summary Report
123
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
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
SCS Runoff
11.64
2
732
49,130
------
------
------
PH2 PRE - BMP 7
2
SCS Runoff
10.32
2
730
41,404
------
------
------
PH2 PRE - BMP 8
3
SCS Runoff
7.496
2
734
34,111
------
------
------
PH2 PRE - EC BASIN 9
4
SCS Runoff
8.289
2
736
40,640
------
------
------
PH2 PRE - EC BASIN 10
5
SCS Runoff
30.71
2
722
86,297
------
------
------
PH2 PRE - EC BASIN 11
6
SCS Runoff
11.89
2
736
54,555
------
------
------
PH2 PRE - EC BASIN 12
7
SCS Runoff
42.80
2
718
85,731
------
------
------
PH2 PRE - UNDET.
9
Combine
53.81
2
726
230,622
1, 4, 5,
------
------
PH2 PRE BMP 7 Total (+ EC 10, 11
6,
10
Combine
17.62
2
732
75,515
2, 3,
------
------
PH2 PRE BMP 8 Total (+ EC 9)
11
SCS Runoff
42.80
2
718
85,731
------
------
------
PH2 PRE - UNDET.
12
Combine
92.87
2
718
391,869
9, 10, 11
------
------
PH2 PRE - TOTAL
14
SCS Runoff
182.32
2
716
378,532
------
------
------
PH2 POST - BMP 7
15
SCS Runoff
51.51
2
716
107,414
------
------
------
PH2 POST - BMP 8
16
SCS Runoff
24.90
2
718
49,785
------
------
------
PH2 POST- UNDET.
17
Combine
258.21
2
716
535,730
14, 15, 16
------
------
PH2 POST - TOTAL
19
Reservoir
25.47
2
728
241,786
14
727.74
205,729
PH2 ROUTED - BMP 7
20
Reservoir
31.52
2
722
102,429
15
735.91
46,841
PH2 ROUTED - BMP 8
21
SCS Runoff
24.90
2
718
49,785
------
------
------
PH2 POST- UNDET.
22
Combine
59.72
2
722
393,999
19, 20, 21
------
------
PH2 ROUTED - TOTAL
17031-PH2-BMP Hydraflow.gpw
Return Period: 100 Year
Tuesday, 03 / 15 / 2022

Hydrograph Report
124
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 1
PH2 PRE -BMP 7
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 5.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.22 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
M
M
4.00
r M�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - BMP 7
Hyd. No. 1 -- 100 Year
Tuesday, 03 / 15 / 2022
= 11.64 cfs
= 732 min
= 49,130 cuft
= 57
= 0 ft
= 30.00 min
= Type II
= 484
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

125
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 2
PH2 PRE -BMP 8
Hydrograph type
= SCS Runoff
Peak discharge
= 10.32 cfs
Storm frequency
= 100 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 41,404 cuft
Drainage area
= 3.000 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 29.00 min
Total precip.
= 7.22 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
12.00
10.00
:1M
.M
4.00
rM
PH2 PRE - BMP 8
Hyd. No. 2 -- 100 Year
Q (cfs)
12.00
10.00
M
M
4.00
2.00
I I i i _ T I I I I I I I_ 1 0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph
Report
126
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 3
PH2 PRE - EC BASIN 9
Hydrograph type
= SCS Runoff
Peak discharge
= 7.496 cfs
Storm frequency
= 100 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 34,111 cuft
Drainage area
= 2.500 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 34.00 min
Total precip.
= 7.22 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH2 PRE - EC BASIN 9
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph Report
127
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 4
PH2 PRE - EC BASIN 10
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
2 min
Drainage area =
5.000 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
7.22 in
Storm duration =
24 hrs
Q (cfs)
10.00
Were
. OM
4.00
r w
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 10
Hyd. No. 4 -- 100 Year
Tuesday, 03 / 15 / 2022
= 8.289 cfs
= 736 min
= 40,640 cuft
= 55
= 0 ft
= 36.00 min
= Type II
= 484
Q (cfs)
10.00
N. We
4.00
r w
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

Hydrograph Report
128
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 5
PH2 PRE - EC BASIN 11
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
2 min
Drainage area =
7.000 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
7.22 in
Storm duration =
24 hrs
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 11
Hyd. No. 5 -- 100 Year
Tuesday, 03 / 15 / 2022
= 30.71 cfs
= 722 min
= 86,297 cuft
= 67
= 0 ft
= 14.00 min
= Type II
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph Report
129
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 6
PH2 PRE - EC BASIN 12
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
2 min
Drainage area =
4.500 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
7.22 in
Storm duration =
24 hrs
Q (cfs)
12.00
10.00
M
M
4.00
r M�
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 PRE - EC BASIN 12
Hyd. No. 6 -- 100 Year
Tuesday, 03 / 15 / 2022
= 11.89 cfs
= 736 min
= 54,555 cuft
= 66
= 0 ft
= 35.00 min
= Type II
= 484
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

130
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 7
PH2 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 42.80 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 85,731 cuft
Drainage area
= 8.500 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.22 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
20.00
10.00
PH2 PRE - UNDET.
Hyd. No. 7 -- 100 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)

131
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 03 / 15 / 2022
Hyd. No. 9
PH2 PRE BMP 7 Total (+ EC 10, 11 & 12)
Hydrograph type = Combine Peak discharge = 53.81 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 230,622 cuft
Inflow hyds. = 1, 4, 5, 6 Contrib. drain. area = 22.000 ac
Q (cfs)
60.00
40.00
20.00
10.00
PH2 PRE BMP 7 Total (+ EC 10, 11 & 12)
Hyd. No. 9 -- 100 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 — Hyd No. 1 Hyd No. 4 Hyd No. 5 Time (min)
Hyd No. 6

132
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021 Tuesday, 03 / 15 / 2022
Hyd. No. 10
PH2 PRE BMP 8 Total (+ EC 9)
Hydrograph type = Combine Peak discharge = 17.62 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 75,515 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 5.500 ac
PH2 PRE BMP 8 Total (+ EC 9)
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 Hyd No. 2 Hyd No. 3

133
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 11
PH2 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 42.80 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 85,731 cuft
Drainage area
= 8.500 ac
Curve number
= 62
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.22 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
20.00
10.00
PH2 PRE - UNDET.
Hyd. No. 11 -- 100 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 11 Time (min)

134
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 12
PH2 PRE - TOTAL
Hydrograph type
= Combine
Peak discharge
= 92.87 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 391,869 cuft
Inflow hyds.
= 9, 10, 11
Contrib. drain. area
= 8.500 ac
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
it 11
20.00
PH2 PRE - TOTAL
Hyd. No. 12 -- 100 Year
1 1 1 •1 :1 •11 1 1 •.1 1:1 11M INKOW01 •1
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
rl 11

135
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 14
PH2 POST - BMP 7
Hydrograph type
= SCS Runoff
Peak discharge
= 182.32 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 378,532 cuft
Drainage area
= 22.710 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.22 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
210.00
180.00
150.00
120.00
Q (cfs)
210.00
180.00
150.00
120.00
30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 14 Time (min)

136
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 15
PH2 POST - BMP 8
Hydrograph type
= SCS Runoff
Peak discharge
= 51.51 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 107,414 cuft
Drainage area
= 6.300 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.22 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
40.00
20.00
10.00
PH2 POST - BMP 8
Hyd. No. 15 -- 100 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 15 Time (min)

Hydrograph Report
137
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 16
PH2 POST - UNDET.
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 5.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.22 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 POST - UNDET.
Hyd. No. 16 -- 100 Year
Tuesday, 03 / 15 / 2022
= 24.90 cfs
= 718 min
= 49,785 cuft
= 59
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 16 Time (min)

138
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 17
PH2 POST -TOTAL
Hydrograph type
= Combine
Peak discharge
= 258.21 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 535,730 cuft
Inflow hyds.
= 14, 15, 16
Contrib. drain. area
= 34.510 ac
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
PH2 POST - TOTAL
Hyd. No. 17 -- 100 Year
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00 ' 1 1 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
— Hyd No. 17 Hyd No. 14 Hyd No. 15 Hyd No. 16

Hydrograph
Report
139
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 19
PH2 ROUTED - BMP 7
Hydrograph type
= Reservoir
Peak discharge
= 25.47 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 241,786 cuft
Inflow hyd. No.
= 14 - PH2 POST - BMP 7
Max. Elevation
= 727.74 ft
Reservoir name
= PH2 BMP 7 - WETPOND
Max. Storage
= 205,729 cuft
Storage Indication method used
Q (cfs)
210.00
180.00
150.00
120.00
Q (cfs)
210.00
180.00
150.00
120.00
30.00
J 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 19 Hyd No. 14 Total storage used = 205,729 cult

140
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 20
PH2 ROUTED - BMP 8
Hydrograph type
= Reservoir
Peak discharge
= 31.52 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 102,429 cuft
Inflow hyd. No.
= 15 - PH2 POST - BMP 8
Max. Elevation
= 735.91 ft
Reservoir name
= PH2 BMP 8 - SANDFILTER
Max. Storage
= 46,841 cuft
Storage Indication method used.
Q (cfs)
60.00
40.00
20.00
10.00
PH2 ROUTED - BMP 8
Hyd. No. 20 -- 100 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 20 — Hyd No. 15 Total storage used = 46,841 cult

Hydrograph Report
141
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Hyd. No. 21
PH2 POST - UNDET.
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 5.500 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.22 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PH2 POST - UNDET.
Hyd. No. 21 -- 100 Year
Tuesday, 03 / 15 / 2022
= 24.90 cfs
= 718 min
= 49,785 cuft
= 59
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 21 Time (min)

Hydrograph Report
142
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2021
Tuesday, 03 / 15 / 2022
Hyd. No. 22
PH2 ROUTED - TOTAL
Hydrograph type = Combine
Peak discharge
= 59.72 cfs
Storm frequency = 100 yrs
Time to peak
= 722 min
Time interval = 2 min
Hyd. volume
= 393,999 cuft
Inflow hyds. = 19, 20, 21
Contrib. drain. area
= 5.500 ac
Q (cfs)
60.00
40.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 22 Hyd No. 19 Hyd No. 20 Hyd No. 21

VI. APPENDIX

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1/29/2021 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Salisbury, North Carolina, USA* 1
Latitude: 35.6046*, Longitude:-80.4736*
Elevation: 750.6 ft**
*source: ESRI Maps 'w,�w, t
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration
Average recurrence interval (years)
1
2
5
10
25
50
1 100
100
200
500
1000
0.388
0.459
0.535
0.588
0.647
0.687
0.722
0.752
0.784
0.804
5-min
(0.358-0.421)
(0.423-0.499)
(0.492-0.582)
(0.540-0.638)
(0.592-0.701)
(0.625-0.744)
(0.653-0.782)
(0.676-0.816)
(0.698-0.852)
(0.710-0.877)
0.620
0.733
0.857
0.941
1.03
1.09
1.15
1.19
1.24
1.27
10-min
(0.571-0.673)
(0.677-0.798)
(0.789-0.931)
(0.863-1.02)
(0.943-1.12)
(0.995-1.19)
1 (1.04-1.24)
1 (1.07-1.29)
1 (1.10-1.35)
1 (1.12-1.38)
0.775
0.922
1.08
1.19
1.31
1.39
1.45
1.50
1.56
1.59
15-min
(0.714-0.841)
(0.851-1.00)
(0.998-1.18)
(1.09-1.29) 11
(1.20-1.42)
1 (1.26-1.50)
1 (1.31-1.57)
1 (1.35-1.63)
1 (1.39-1.70)
1 (1.40-1.73)
1.06
1.27
1.54
1.72
1.94
2.09
2.22
2.34
2.48
2.57
30-min
(0.979-1.15) 1
1 (1.42-1.67) 1
1 (1.77-2.10)
1 (1.90-2.26)
1 (2.01-2.41)
1 (2.11-2.54)
1 (2.21-2.70)
1 (2.27-2.81)
1.32
1.60
1.98
2.25
2.58
2.83
3.06
3.28
3.56
3.76
60-min
(1.22-1.44)
(1.48-1.74)
(1.82-2.15)
(2.06-2.43)
(2.36-2.79)
(2.57-3.06)
(2.77-3.32)
(2.95-3.56)
(3.17-3.87)
(3.32-4.10)
1.53
1.85
2.30
2.64
3.07
3.39
3.71
4.01
4.41
4.70
2-hr
(1.41-1.67)
(1.70-2.02)
(2.11-2.51)
(2.41-2.87)
(2.79-3.34)
(3.07-3.68)
(3.33-4.03)
(3.58-4.37)
(3.89-4.81)
(4.10-5.14)
1.63
1.97
2.46
2.82
3.31
3.69
4.06
4.44
4.93
5.31
3-hr
(1.50-1.78) 1
1 (2.25-2.68) 11
(2.58-3.07) 11
(3.01-3.60)
1 (3.34-4.01)
1 (3.65-4.41)
1 (3.95-4.82)
1 (4.33-5.37)
1 (4.61-5.79)
1.97
2.38
2.97
3.42
4.03
4.51
5.00
5.48
6.14
6.64
6-hr
(1.82-2.15)1
(2.19-2.60) 1
1 (3.13-3.73) 11
(3.67-4.38)
1 (4.08-4.90)
1 (4.47-5.42)
1 (4.86-5.95)
1 (5.37-6.67)
1 (5.73-7.22)
2.33
2.80
3.51
4.08
4.84
5.45
6.07
6.72
7.60
8.29
12-hr
(2.14-2.54) 11
(2.58-3.07) 1
1 (3.73-4.44) 11
(4.40-5.25)
1 (4.91-5.90)
1 (5.43-6.56)
1 (5.93-7.25)
1 (6.60-8.19)
1 (7.09-8.94)
2.77
3.34
4.19
4.86
5.77
6.49
7.22
7.98
9.00
9.81
24-hr
(2.58-2.97)
(3.12-3.59)
(3.91-4.51)
(4.53-5.22) 11
(5.36-6.19)
1 (6.02-6.96)
1 (6.68-7.75)
1 (7.35-8.56)
1 (8.26-9.68)
1 (8.97-10.6)
3.22
3.88
4.83
5.57
6.57
7.37
8.17
9.00
10.1
11.0
2-day
(3.01-3.44)
(3.62-4.15)
(4.51-5.16)
1 (6.12-7.02)
1 (6.84-7.88)
1 (7.57-8.73)
1 (8.30-9.63)
1 (9.30-10.8)
1 (10.1-11.8)
3.43
4.11
5.10
5.87
6.92
7.74
8.59
9.45
10.6
11.5
3-day
(3.21-3.66)
1 (4.77-5.44) 11
(5.48-6.26) 11
(6.44-7.38)
1 (7.19-8.27)
1 (7.96-9.1 7)
1 (8.73-10.1)
1 (9.77-11.4)
1 (10.6-12.4)
3.63
4.35
5.37
6.17
7.26
8.12
9.00
9.90
11.1
12.1
4-day
(3.41-3.87) 11
(4.09-4.64) 1
1 (6.76-7.74)
(7.55-8.66)
1 (8.34-9.61)
1 (9.15-10.6)
1 (10.2-11.9)
1 (11.1-12.9)
4.19
5.00
6.07
6.93
8.10
9.03
9.98
10.9
12.3
13.3
7-day
(3.95-4.45) 11
(4.71-5.31) 11
(5.72-6.46)
(6.52-7.37) 11
(7.60-8.61)
1 (8.45-9.60)
1 (9.31-10.6)
1 (10.2-11.7)
1 (11.3-13.1)
1 (12.3-14.2)
4.78
5.68
6.82
7.72
8.91
9.86
10.8
11.8
13.1
14.1
10-day
(4.53-5.06) 11
(5.38-6.01) 11
(6.45-7.22)
1 (8.40-9.43)
1 (9.27-10.4)
1 (10.1-11.4)
1 (11.0-12.5)
1 (12.2-13.9)
1 (13.1-14.9)
6.42
7.58
8.95
10.0
11.5
12.6
13.8
14.9
16.5
17.7
20-day
(6.11-6.75) 11
(7.21-7.96) 11
(8.51-9.39) 11
(9.52-10.5) 11
(10.9-12.1)
1 (11.9-13.3)
1 (13.0-14.5)
1 (14.0-15.7)
1 (15.4-17.4)
1 (16.5-18.7)
7.94
9.34
10.8
12.0
13.6
14.7
15.9
17.0
18.6
19.7
30-day
(7.58-8.32) 11
(8.91-9.77) 11
(10.3-11.3) 11
(11.4-12.6) 11
(12.9-14.2)
1 (14.0-15.4)
1 (15.0-16.6)
1 (16.1-17.9)
1 (17.5-19.5)
1 (18.5-20.8)
10.00
11.7
13.4
14.6
16.3
17.5
18.8
19.9
21.5
22.7
45-day
(9.60-10.4)
(11.2-12.2)
(12.8-13.9)
(14.0-15.2) 11
(15.6-17.0)
1 (16.7-18.3)
1 (17.9-19.6)
1 (19.0-20.8)
1 (20.4-22.5)
1 (21.4-23.7)
11.9
13.9
15.7
17.0
18.8
20.1
21.4
22.7
24.3
25.4
60-day
(11.5-12.4)
(13.4-14.4) J
(16.4-17.7)
(18.1-19.5)
(19.3-20.9)
(20.5-22.3)
(21.6-23.6)
(23.1-25.3)
(24.2-26.6)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=35.6046&Ion=-80.4736&data=depth&units=english&series=pds 1 /4

1/29/2021 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Salisbury, North Carolina, USA* 1
Latitude: 35.6046*, Longitude:-80.4736*
Elevation: 750.6 ft**
*source: ESRI Maps 'w,�w, t
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hourp
Duration
Average recurrence interval (years)
1
2
5
10
25
50
1 100
100
200
500
1000
5-min
4.66
(4.30-5.05)
5.51
6.42
1 (5.90-6.98) 11
7.06
(6.48-7.66) 11
7.76
(7.10-8.41)
8.24
1 (7.50-8.93)
8.66
1 (7.84-9.38)
9.02
1 (8.11-9.79)
9.41
1 (8.38-10.2)
9.65
1 (8.52-10.5)
3.72
4.40
5.14
5.65
6.19
6.56
6.89
7.15
7.44
7.60
10-min
(3.43-4.04)
(4.06-4.79)
1 (5.18-6.12) 11
(5.66-6.70)
1 (5.97-7.11)
1 (6.23-7.46)
1 (6.43-7.76)
1 (6.62-8.09)
1 (6.71-8.28)
3.10
3.69
4.34
4.76
5.23
5.54
5.80
6.02
6.24
6.36
15-min
(2.86-3.36) 11
(3.40-4.01) 11
(3.99-4.71) 11
(4.37-5.16) 11
(4.78-5.66)
1 (5.04-6.00)
1 (5.25-6.28)
1 (5.41-6.53)
1 (5.56-6.79)
1 (5.62-6.93)
2.12
2.55
3.08
3.45
3.87
4.17
4.44
4.68
4.97
5.15
30-min
(1.96-2.30)
(2.35-2.77)
(2.83-3.35)
(3.16-3.74) 11
(3.54-4.20)
1 (3.79-4.52)
1 (4.02-4.81)
1 (4.21-5.08)
1 (4.42-5.40)
1 (4.55-5.61)
1.32
1.60
1.98
2.25
2.58
2.83
3.06
3.28
3.56
3.76
60-min
(1.22-1.44)
(1.48-1.74)
(1.82-2.15)
1 (2.36-2.79)
1 (2.57-3.06)
1 (2.77-3.32)
1 (2.95-3.56)
1 (3.17-3.87)
1 (3.32-4.10)
0.764
F 0.926
1.15
1.32
1.53
1.70
1.85
2.01
2.20
2.35
2-hr
(0.702-0.834)
(0.850-1.01) 1
1 (1.39-1.67)
(1.53-1.84)
1 (1.67-2.02)
1 (1.79-2.19)
1 (1.94-2.41)
1 (2.05-2.57)
0.542
0.655
0.818
0.940
1.10
113
1.35
1.48
1.64
1.77
3-hr
(0.499-0.592)
(0.602-0.716)
(0.750-0.893)
(0.860-1.02)
(1.00-1.20)
1 (1.11-1.34)
1 (1.21-1.47)
1 (1.31-1.61)
1 (1.44-1.79)
1 (1.53-1.93)
0.329
0.397
0.495
0.572
0.674
0.754
F 0.834
F 0.915
1.02
1.11
6-hr
(0.303-0.360)
(0.365-0.434)
(0.455-0.541)
(0.523-0.623)
(0.612-0.732)
(0.681-0.818)
(0.747-0.905)
(0.812-0.993)
(0.896-1.11)
(0.957-1.21)
0.193
0.233
0.291
0.338
0.402
0.452
0.504
0.558
0.631
0.688
12-hr
(0.178-0.210)
(0.214-0.255)
(0.268-0.318)
(0.310-0.369)
(0.365-0.436)
(0.408-0.490)
(0.450-0.545)
(0.493-0.602)
(0.548-0.680)
(0.589-0.742)
0.115
0.139
0.175
0.203
0.240
0.270
0.301
0.332
0.375
0.409
24-hr
(0.108-0.124)
(0.130-0.150)
(0.163-0.188)
(0.189-0.218)
(0.223-0.258)
(0.251-0.290)
(0.278-0.323)
(0.306-0.357)
(0.344-0.403)
(0.374-0.440)
0.067
0.081
0.101
0.116
0.137
0.153
0.170
0.187
0.211
0.229
2-day
(0.063-0.072)
(0.075-0.086)
(0.094-0.108)
(0.108-0.124)
(0.127-0.146)
(0.142-0.164)
(0.158-0.182)
(0.173-0.201)
(0.194-0.226)
(0.210-0.245)
0.048
0.057
0.071
0.082
0.096
0.108
0.119
0.131
0.148
0.160
3-day
(0.045-0.051)
(0.054-0.061)
(0.066-0.076)
(0.076-0.087)
(0.089-0.103)
(0.100-0.115)
(0.110-0.127)
(0.121-0.140)
(0.136-0.158)
(0.147-0.172)
0.038
0.045
0.056
0.064
0.076
0.085
0.094
0.103
0.116
0.126
4-day
(0.035-0.040)
(0.043-0.048)
(0.052-0.060)
(0.060-0.068)
(0.070-0.081)
(0.079-0.090)
(0.087-0.100)
(0.095-0.110)
(0.107-0.124)
(0.116-0.135)
0.025
0.030
0.036
0.041
0.048
0.054
0.059
0.065
0.073
0.079
7-day
(0.024-0.027)
(0.028-0.032)
(0.034-0.038)
(0.039-0.044)
(0.045-0.051)
(0.050-0.057)
(0.055-0.063)
(0.061-0.069)
(0.068-0.078)
(0.073-0.085)
0.020
0.024
0.028
0.032
0.037
0.041
0.045
0.049
0.054
0.059
10-day
(0.019-0.021)
(0.022-0.025)
(0.027-0.030)
(0.030-0.034)
(0.035-0.039)
(0.039-0.043)
(0.042-0.048)
(0.046-0.052)
(0.051-0.058)
(0.054-0.062)
0.013
0.016
0.019
0.021
0.024
0.026
0.029
0.031
0.034
0.037
20-day
(0.013-0.014)
(0.015-0.017)
(0.018-0.020)
(0.020-0.022)
(0.023-0.025)
(0.025-0.028)
(0.027-0.030)
(0.029-0.033)
(0.032-0.036)
(0.034-0.039)
0.011
0.013
0.015
0.017
0.019
0.020
0.022
0.024
0.026
0.027
30-day
(0.011-0.012)
(0.012-0.014)
(0.014-0.016)
(0.016-0.017)
(0.018-0.020)
(0.019-0.021)
(0.021-0.023)
(0.022-0.025)
(0.024-0.027)
(0.026-0.029)
0.009
0.011
0.012
0.014
0.015
0.016
0.017
0.018
0.020
0.021
45-day
(0.009-0.010)
(0.010-0.011)
(0.012-0.013)
(0.013-0.014)
(0.014-0.016)
(0.016-0.017)
(0.017-0.018)
(0.018-0.019)
(0.019-0.021)
(0.020-0.022)
0.008
0.010
0.011
0.012
0.013
0.014
0.015
0.016
0.017
0.018
60-day
(0.008-0.009)
(0.009-0.010)
(0.010-0.011)
(0.011-0.012)
(0.013-0.014)
(0.013-0.015)
(0.014-0.015)
(0.015-0.016)
(0.016-0.018)
(0.017-0.018)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=35.6046&Ion=-80.4736&data=intensity&units=english&series=pds 1 /4

1/29/2021 Precipitation Frequency Data Server
25
c
t 20
C
a
di
U
15
49
10
a
5
n
M
25
c
s 20
a
m
a 15
A,
49
a
10
CL
a
5
n
Pas -based depth -duration -frequency (DDF) curves
Latitude: 35.6046°, Longitude:-80-4736'
---------------------
t t Jr t L N N O r{4 N rq rq rq N rq N f1�5 lb N rV A q O O O Ln O
,1 r-I rn w � N rn v Ln
Duration
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, VoIume 2, Version 3 Created (GMT): Fri Jan 29 17:30:31 2021
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
mlerva I
f years}
— 1
2
— 5
— 14
— 25
54
100
200
500
1000
Duration
— 6-min —
2-day
— 10-min —
3-day
15-min —
d-dmy
— 30-min —
7-day
— 6 Wain —
10-day
— 2fir —
20-day
— 3-fir —
30-day
— Sfir —
45-day
— 12-hr —
60-day
- 24-hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.6046&Ion=-80.4736&data=depth&units=engIish&series=pds 2/4

1/29/2021 Precipitation Frequency Data Server
nd
Granite
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3km
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds—printpage.htmI?Iat=35.6046&Ion=-80.4736&data=depth&units=english&series=pds 3/4

MUMMA
Precipitation Frequency Data Server
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions noaa.gov
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.6046&Ion=-80.4736&data=depth&units=english&series=pds 4/4

�EnC\EnB
CeB2
CeB2
WkB CeB2
VaC
05B BYtq
CcB VnB2
CeC^2 ChA CcC VaC
eeK
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CeB2
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WkB
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2000 MP my wog [bc W&Doll'IR WO wEh. t.
i
--
547200 547300 547400 547500 547600 547700 547800 547900 548000 548100 548200 548300 548400 548500 548600 548700 548800 548900
- v
Map Scale: 1:8,390 if printed on A landscape (11" x 8.5") sheet.
Meters
$ N 0 100 200 400 E00 $
Feet
0 400 800 1600 2400
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
usoA Natural Resources Web Soil Survey 2/7/2018
Conservation Service National Cooperative Soil Survey Pagel of 4

Hydrologic Soil Group —Rowan County, North Carolina
(17031-Site Soils Map)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
■
B
S
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Rowan County, North Carolina
Survey Area Data: Version 14, Oct 3, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jun 14, 2015—Mar
15, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 2/7/2018
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Rowan County, North Carolina
17031-Site Soils Map
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
CcB
Cecil sandy loam, 2 to 8
B
percent slopes
CcC
Cecil sandy loam, 8 to
A
15 percent slopes
CeB2
Cecil sandy clay loam, 2
B
to 8 percent slopes,
moderately eroded
CeC2
Cecil sandy clay loam, 8
B
to 15 percent slopes,
moderately eroded
ChA
Chewacla loam, 0 to 2
B/D
percent slopes,
frequently flooded
DoB
Dorian fine sandy loam,
C
2 to 6 percent slopes,
rarely flooded
EnB
Enon fine sandy loam, 2
C
to 8 percent slopes
EnC
Enon fine sandy loam, 8
C
to 15 percent slopes
PcC2
Pacolet sandy clay
B
loam, 8 to 15 percent
slopes, moderately
eroded
RvA
Riverview loam, 0 to 2
B
percent slopes,
occasionally flooded
VaB
Vance sandy loam, 2 to
C
8 percent slopes
VaC
Vance sandy loam, 8 to
C
15 percent slopes
VnB2
Vance sandy clay loam,
C
2 to 8 percent slopes,
moderately eroded
VnC2
Vance sandy clay loam,
C
8 to 15 percent
slopes, moderately
eroded
WkB
Wickham fine sandy
B
loam, 2 to 8 percent
slopes
Totals for Area of Interest
USDA Natural Resources Web Soil Survey 2/7/2018
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Rowan County, North Carolina
17031-Site Soils Map
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 2/7/2018
Conservation Service National Cooperative Soil Survey Page 4 of 4