SW3220805_Design Calculations_20221230 (2)

STORMWATER BMP CALCULATIONS
VILLAGE AT GRANITE QUARRY - PHASE 1
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 Associates, Inc.
420 Hawthorne Lane
Charlotte, NC 28204
P. 704-332-1204
F. 704-332-1210
www.dprassociates.net
DPR Project No.: 17031
November 27, 2017
February 26, 2018
March 30, 2018
June 25, 2018
September 11, 2018
October 11, 2018
DPR Associates, Inc.
�CI rR��i
�5 S' &//r/rrr�y
_ SEAL
030523
AGI NC
NGVF..�
4 °�
1 1 C'i�11011ill11111���� 10-11-2012

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

�. NARRATIVE

VILLAGE AT GRANITE QUARRY - PHASE 1
BMP STORMWATER DESIGN NARRATIVE
DPR No. 17031
November 20, 2017
Revised 12-21-17
Revised 3-30-18
Revised 6-25-18
Revised 9-11-18
Revised 10-11-18
The enclosed package shows the results of the stormwater BMP design calculations for Phase 1 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 project's proposed development will be a 118-lot
single-family residential homes.
Phase 1 has 5 proposed BMP facilities for the site, one wet pond, one dry detention pond and three sand
filters. All were designed per the most recent 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 of BMPs 1-4 were sized to handle the first -inch of rainfall based on total impervious area of
the watershed. The BMP facilities are designed to treat the 1"-Inch of rainfall water quality volume using
the Schueler simple method and 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.
The proposed dry detention pond near Faith Road, BMP #6 is designed for detention purposes only. We
have made the commitment that the future multi -family and future commercial developments will treat
the water quality/detention during that permit process.
Refer to the detailed maps, calculations, results, and details as shown in this package and in the civil
engineering subdivision plans.
T: PROJECTSI2017 PROJECTSI17031 The Village At Granite - LGhCALCSIBMPIPhase V 17031-Ph 1 BMP
Narrative.doc Page 1 of 4

Table 1: DRAINAGE AREAS:
Basin No.
Drainage Area
Pre -Developed
(+/- Ac.)
Drainage Area
Post -Developed
(+/- Ac.)
Phase 1 BMP #1
5.5
5.0
Phase 1 BMP #2
9.5
9.0
Phase 1 BMP #3
16.0
22.0
Phase 1 BMP #4
5.0
4.0
Phase 1 Temp. BMP #5
2.5
-----
*Phase 1 Undetained Areas to
Crane Creek
4.3
4.2
Total
42.8
44.2
Phase 1 BMP #6
5.5
6.0
*Phase 1 BMP#6
Undetained Areas to Faith Road
0.3
0.8
Total
5.8
6.8
TABLE 2: PRE -DEVELOPED DISCHARGES:
1- Year (cfs)
2 - Year (cfs)
10 - Year (cfs)
Phase 1 BMP #1
1.670
3.289
8.897
Phase 1 BMP #2
7.971
12.240
25.190
Phase 1 BMP #3
8.685
14.040
30.470
Phase 1 BMP #4
1.415
3.036
8.691
Phase 1 Temp. BMP #5
2.098
3.221
6.628
*Phase 1 Undetained Areas to
Crane Creek
1.675
3.607
10.010
Total
23.514
39.433
89.886
Phase 1 BMP #6
3.340
5.969
14.400
*Phase 1 BMP#6
Undetained Areas to Faith Road
0.231
0.391
0.892
Total
3.571
6.360
15.292
1 - Year (cfs)
2 - Year (cfs)
10 - Year (cfs)
Total BMP #1- #5
21.839
35.826
79.876
*Phase 1 Undetained Areas to
Crane Creek
1.675
3.607
10.010
Total
23.514
39.433
89.886
Phase 1 BMP #6
3.340
5.969
14.400
*Phase 1 BMP#6
Undetained Areas to Faith Road
0.231
0.391
0.892
Total
3.571
6.360
15.292
T: PROJECTSI2017 PROJECTSI17031 The Village At Granite - LGhCALCSIBMPIPhase I07031-Ph 1 BMP
Narrative.doc Page 2 of 4

TABLE 3: POST -DEVELOPED DISCHARGES:
1- Year (cfs)
2 - Year (cfs)
10 - Year (cfs)
Phase 1 BMP #1
11.410
15.410
26.390
Phase 1 BMP #2
22.590
29.950
49.890
Phase 1 BMP #3
50.190
67.800
116.130
Phase 1 BMP #4
7.892
10.870
19.460
*Phase 1 Undetained Areas
to Crane Creek
4.137
6.600
14.120
Total
96.219
130.62
225.99
Phase 1 BMP #6
7.978
12.190
24.780
*Phase 1 BMP#6
Undetained Areas to Faith
Road
1.724
2.395
4.285
Total
9.702
14.585
29.065
1- Year (cfs)
2 - Year (cfs)
10 - Year (cfs)
Total BMP #1- #4
92.082
124.03
211.87
*Phase 1 Undetained Areas
to Crane Creek
4.137
6.600
14.120
Total
96.219
130.63
225.99
Phase 1 BMP #6
7.978
12.190
24.780
*Phase 1 BMP#6
Undetained Areas to Faith
Road
1.724
2.395
4.285
Total
9.702
14.585
29.065
T: PROJECTSI2017 PROJECTSI17031 The Village At Granite - LGhCALCSIBMPIPhase 107031-Ph 1 BMP
Narrative.doc Page 3 of 4

TABLE 4: ROUTED -DEVELOPED DISCHARGES:
1- Year (cfs)
2 - Year (cfs)
10 - Year (cfs)
Phase 1 BMP #1
0.197
0.270
4.819
Phase 1 BMP #2
0.255
0.503
15.790
Phase 1 BMP #3
0.411
1.423
29.100
Phase 1 BMP #4
0.163
0.241
6.694
*Phase 1 Undetained Areas
to Crane Creek
4.137
6.600
14.120
Total
5.163
9.037
70.520
Phase 1 BMP #6
0.067
0.187
4.919
*Phase 1 BMP#6
Undetained Areas to Faith
Road
1.724
2.395
4.285
Total
1.791
2.582
9.204
1- Year (cfs)
2 - Year (cfs)
10 - Year (cfs)
Total of BMP #1-#4
1.026
2.437
56.400
*Phase 1 Undetained Areas
to Crane Creek
4.137
6.600
14.120
Total
5.163
9.037
70.520
Phase 1 BMP #6
0.067
0.187
4.919
*Phase 1 BMP#6
Undetained Areas to Faith
Road
1.724
2.395
4.285
Total
1.791
2.582
9.204
*Undetained areas include areas that are disturbed during construction but covered with grass in
the final condition (5.Oac) and BUA (0.30ac)
T: PROJECTSI2017 PROJECTSI17031 The Village At Granite - LGhCALCSIBMPIPhase 107031-Ph 1 BMP
Narrative.doc Page 4 of 4

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

Pmlent Manager
HVN
Dre n,By
LGIRJ
Clan By
HVN
Date
11/27/2017
Pmlent Number
17031
----------------
PORNO
PRE
_Zil- , AREA AT F4ITH ROI
D
SIJNED HATCHED A3ACREA) _
- il,, ,PREDA 11G.9ACr
---------------
PRE EA-a95AC
TOTAL
UNDETAINED AREA `
TO CRANE.:REEK
PREDA DAC
(GRAY SHADED AREAL
\ \ PREDA 5AG;
------------------
�� �! BVPnss cHQrrNEL z \
1 1 / PREDA=t11.0�1G
PRE -DEVELOPMENT STORMWATER DRAINAGE AREAS PLAN
POST -DEVELOPMENT STORMWATER DRAINAGE AREAS PLAN
No.
Date (MIDI)
By
❑ ,,lPjo
1
2123/2018
RJILG
REVISIONS PER FIRST REVIEW COMMENTS
2
3130/2018
RJILG
REVISIONS PER SECOND REVIEW COMMENTS
3
6125/2018
RJILG
REVISIONS PER THIRD REVIEW COMMENTS
4
9111/2018
RJ
REVISIONS PER FOURTH REVIEW COMMENTS
/
LE(
EXISTING 10 CONTOUR
PROPOSED RIGHT OF %VAY
- - - -,-,- I DO YR. FLOODLINE STORM DRAINAGE AREAS PLAN
(based on 1979 FEMA maps)
EXISTING STREAM
OLOTNUMSER
PROPOSED STORM DR41NAGE AREA
PRE-DE/ELOPMENT DRAINAGE AREA
— 1OST-0E1-11MENT URAINAGE AREA
NOTE-.
PA O LOCATIONS ARE
APPROXIMATE AND ARE SHOWN
ON THIS PLAN FOR DRAINAGE 0 100 200 300
CALCULATION ONLY.
I. °N aR'' STORMWATER DRAINAGE AREA PLAN nsNOTED
a`op1�oCIAR O��s., _a°a�P.E °�� landscape architecture
O,QF s5/pry 9'"=:
€ p _ civil engineering
Gso . z�, _ planning
Xvo x2'F4'G NtEP� A
bo, Y' INc �ae��- DPR Associates, Inc.. 420 H,,thorr,e Lane. charlone, NC 28204
q
""!gSSOCIAS ES:.e°� Ph.- 704. 332. 1204 . fax [phone] .—..OPr... d tear 1
VILLAGE AT GRANITE - PHASE 1
GRANITE QUARRY, NORTH CAROLINA 11TER°" Tl enR<LINAz
LGI / HOMES SOUTHEAST
Sheet Number
L-18
SHEET IS OF 21 TOTAL

Project: Village at Granite Impervious Calculation Prepared by: RJ
DPR Job #: 17031 Phase 1 Checked by: HVN
Location: Granite Quarry, NC Date:
Proposed 50' Wide Single Family Lots
3,210 sf x 9 lots......................................................................................... 28,890 sq ft = 0.66 ac
(avg house pad 40' x 60' + 18' x 201f Driveway
+ 5' x 20' sidewalk + 150 sf Patio + 200 sf Future Allocated BUA)
3,210 sf x 9 lots......................................................................................... 28,890 sq ft = 0.66 ac
(avg house pad 40' x 60' + 18' x 201f Driveway
+ 5' x 20' sidewalk + 150 sf Patio + 200 sf Future Allocated BUA)
4,060 sf x 1.75 lots....................................................................................
(avg house pad 50' x 65' + 18' x 201f Driveway
+ 5' x 20' sidewalk + 150 sf Patio + 200 sf Future Allocated BUA)
Total Proposed Lots
Winding Creek Road, B/C-B/C (approx. 26' x 770 If) ......................................
Sidewalk (approx. 5' x 7701f x 2)...........................................................
Driveway within R/W (20 x 6' x 18 If)...........................................................
Emergency Fire Access (20' x 100 If) ..........................................................
Total Proposed Streets:
7,105 sq ft = 0.16 ac
1 64,885 sg ft = 1.49 ac
20,020 sq ft =
0.46 ac
7,700 sq ft =
0.18 ac
2,160 sq ft =
0.05 ac
2,000 sq ft =
0.05 ac
31,880 sg ft =
0.73 ac
iotai impervIOUS Area..............................................................................I `Jb,/bb sq TT = L.LL ac
TotalNet Site Area =............................................................................................................... 107.90 ac
Phase1 Site Area =............................................................................................................... 41.54 ac
BMP1 Watershed Area =............................................................................................................ 5.00 ac
Imperv. Area
(Ac )
Proprosed Lots
1.49
Prop. Amenity Area +
Misc. Site Features
0.00
Proposed Streets
0.73
Future Muilti-Famly
0.00
2.22
Total Imp. Area
% of Imp. Area of
% of Imp. Area of
% of Imp. Area of
Site Area
Phase 1 Site Area
BMP 1 WS Area
1.38%
3.59%
29.790/,
0.00%
0.00%
0.00%
0.68%
1.76%
14.64%
0.00%
0.00%
0.00%
USED 48% IN I
T:IPROJECTS12017 PROJECTS117031 The Village At Granite - LGftQft6.S232d81i8se 1117031-PHI-Impervious.xls Sheet 1 of 1

Project: Village at Granite Impervious Calculation Prepared by: RJ
DPR Job #: 17031 Phase 1 Checked by: HVN
Location: Granite Quarry, NC Date:
Proposed 50' Wide Single Family Lots
3,210 sf x 6 lots............................................................................... 19,260 sq ft = 0.44 ac
(avg house pad 40' x 60' + 18' x 201f Driveway
+ 5' x 20' sidewalk + 150 sf Patio + 200 sf Future Allocated BUA)
3,210 sf x 0.25 lots............................................................................... 0,803 sq ft = 0.02 ac
(avg house pad 40' x 60' + 18' x 201f Driveway
+ 5' x 20' sidewalk + 150 sf Patio + 200 sf Future Allocated BUA)
4,060 sf x 20.5 lots...............................................................................
(avg house pad 50' x 65' + 18' x 201f Driveway
+ 5' x 20' sidewalk + 150 sf Patio + 200 sf Future Allocated BUA)
Total Proposed Lots
83,230 sq ft = 1.91 ac
1 103,293 sg ft = 2.37 ac
Winding Creek Road, B/C-B/C (approx. 26' x 772 If) ....................................... 20,072 sq ft = 0.46 ac
Village Commons Drive, B/C-B/C (approx. 26' x 488 If) ................................... 12,688 sq ft = 0.29 ac
Sidewalk (approx. 5' x 1,260 If x 2)........................................................... 12,600 sq ft = 0.29 ac
Driveway within R/W (23 x 6' x 18 If)........................................................... 2,484 sq ft = 0.06 ac
Emergency Fire Access (20' x 260 If) .......................................................... 5,200 sq ft = 0.12 ac
Total Proposed Streets: 53,044 sq ft = 1.22 ac
iotai impervious Area..............................................................................I
l5e,JJf sq rt = s.5a ac
TotalNet Site Area=...............................................................................................................
107.90 ac
Phase1 Site Area =...............................................................................................................
41.54 ac
BMP2 Watershed Area =............................................................................................................
8.50 ac
Imperv. Area
% of Imp. Area of
(Ac)
Site Area
Proprosed Lots
2.37
2.20%
Prop. Amenity Area +
0.00
0.00%
Misc. Site Features
Proposed Streets
1.22
1.13%
Future Muilti-Famly
0.00
0.00%
Total Imp. Area
3.59
3.33%
% of Imp. Area of
% of Imp. Area of
Phase 1 Site Area
BMP 2 WS Area
5.71 %
27.90%
0.00%
0.00%
2.93%
14.33%
0.00%
0.00%
8.64%
42.22%
USED 48% IN
DESIGN
T:IPROJECTS12017 PROJECTS117031 The Village At Granite - LGftQft6.S232d81i8se 1117031-PHI-Impervious.xls Sheet 1 of 1

Project: Village at Granite Impervious Calculation Prepared by: RJ
DPR Job #: 17031 Phase 1 Checked by: HVN
Location: Granite Quarry, NC Date:
10 sf x 19.25 lots...............................................................
(avg house pad 40' x 60' + 18' x 201f Driveway
+ 5' x 20' sidewalk + 150 sf Patio + 200 sf Future Allocated BUA)
10 sf x 16.75 lots...............................................................
(avg house pad 40' x 60' + 18' x 201f Driveway
+ 5' x 20' sidewalk + 150 sf Patio + 200 sf Future Allocated BUA)
60 sf x 22.25 lots...............................................................................
(avg house pad 50' x 65' + 18' x 201f Driveway
+ 5' x 20' sidewalk + 150 sf Patio + 200 sf Future Allocated BUA)
Total Proposed Lots
-�--- ....._........ _........................
Play Ground Equipment, Metal Gazebo Pavilion
On -Street Parking (approx. 1,015 sq ft)
Limestone Terrace, B/C-B/C (approx. 36' x 650 If) .............
Winding Creek Road, B/C-B/C (approx. 26' x 150 If)...........
Village Commons Drive, B/C-B/C (approx. 26' x 940 If).......
Standing Oak Drive, B/C-B/C (approx. 26' x 650 If) .............
Trailwood Court, B/C-B/C (approx. 26' x 200 If + 4,931 sq ft)
Ramses Rock Run, B/C-B/C (approx. 6,885 sq ft)..............
Sidewalk (approx. 5' x 3,481 If x 2)..................................
Driveway within R/W (10 x 4' x 18 If) ...............................
Driveway within R/W (50 x 6' x 18 If) ...............................
Emergency Fire Access (20' x 225 If) ..............................
Total Proposed Streets:
BUA = 50% Inpervious of 3.5 ac
Total Net Site Area=...
Phase 1 Site Area = ....
BMP 3 Watershed Area
61,793 sq It =
1.42 ac
53,768 sq ft =
1.23 ac
90,335 sq ft =
2.07 ac
205,895 sq ft =
4.73 ac
10,000 sq ft =
0.23 ac
20.000 sa ft =
0.46 ac
23,400 sq ft =
0.54 ac
3,900 sq ft =
0.09 ac
24,440 sq ft =
0.56 ac
16,900 sq ft =
0.39 ac
10,131 sq ft =
0.23 ac
6,885 sq ft =
0.16 ac
34,810 sq ft =
0.80 ac
720 sq ft =
0.02 ac
5,832 sq ft =
0.13 ac
4,500 sq ft =
0.10 ac
131,518 sq ft =
3.02 ac
Impervious Area Summa
Imperv. Area
% of Imp. Area of
% of Imp. Area of
% of Imp. Area of
(Ac)
Site Area
Phase 1 Site Area
BMP 3 WS Area
Proprosed Lots
4.73
4.38%
11.38%
21.01 %
Prop. Amenity Area +
0.69
0.64%
1.66%
3.06%
Misc. Site Features
Proposed Streets
3.02
2.80%
7.27%
13.42%
Future Muilti-Famly
1.75
1.62%
4.21%
7.78%
BMP 3 PWS
0.37
0.34%
0.90%
1.65%
Total Imp. Area
10.56
9.78%
25.41%
46.92%
i.fo ac
0.37 ac
10.56 ac
107.90 ac
41.54 ac
22.50 ac
USED 48% IN
DESIGN
T.IPROJECTST017 PROJECTSU7031 The Village At Granite - LGIICALCSfflMLhPi 120,TS31-PHI-Impervious.xls Sheet 1 of 1

Project: Village at Granite Impervious Calculation Prepared by: RJ
DPR Job #: 17031 Phase 1 Checked by: HVN
Location: Granite Quarry, NC Date:
Proposed 50' Wide Single Family Lots
3,210 sf x 7.75 lots............................................................................... 24,878 sq ft = 0.57 ac
(avg house pad 40' x 60' + 18' x 201f Driveway
+ 5' x 20' sidewalk + 150 sf Patio + 200 sf Future Allocated BUA)
4,060 sf x 5.5 lots...............................................................................
(avg house pad 50' x 65' + 18' x 201f Driveway
+ 5' x 20' sidewalk + 150 sf Patio + 200 sf Future Allocated BUA)
Total Proposed Lots
Standing Oak Drive, B/C-B/C (approx. 26' x 285 If) ........................................
Sidewalk (approx. 5' x 285 If x 2)...........................................................
Driveway within R/W (9 x 6' x 18 If).............................................................
Total Proposed Streets:
22,330 sq ft = 0.51 ac
1 47.208 sa ft = 1.08 ac
7,410 sq ft = 0.17 ac
2,850 sq ft = 0.07 ac
972 sq ft = 0.02 ac
11.232 sa ft = 0.26 ac
i otai impervious Hrea..............................................................................I ots,44u sq TT =
TotalNet Site Area=...............................................................................................................
Phase1 Site Area =...............................................................................................................
BMP4 Watershed Area =..........................................................................................................
Impervious Area Sum
ma
Imperv. Area
% of Imp. Area of
% of Imp. Area of
% of Imp. Area of
(Ac)
Site Area
Phase 1 Site Area
BMP 4 WS Area
Proprosed Lots
1.08
1.00%
2.61 %
27.09%
Prop. Amenity Area +
0.00
0.00%
0.00%
0.00%
Misc. Site Features
Proposed Streets
0.26
0.24%
0.62%
6.45%
Future Muilti-Famly
0.00
0.00%
0.00%
0.00%
Total Imp. Area
1.34
1.24%
3.23%
33.54%
1..54 ac
107.90 ac
41.54 ac
4.00 ac
USED 48% IN
DESIGN
T:IPROJECTS12017 PROJECTS117031 The Village At Granite - LGftQft6.S232d81i8se 1117031-PHI-Impervious.xls Sheet 1 of 1

Project: Village at Granite Impervious Calculation Prepared by: RJ
DPR Job #: 17031 Phase 1 Checked by: HVN
Location: Granite Quarry, NC Date:
Existing Streets:
Faith Road............................................................................................. 30.492 sa ft = 0.70 ac
Faith Road, B/C-B/C................................................................................ 11,700 sq ft = 0.27 ac
Limestone Terrace, B/C-B/C..................................................................... 18,600 sq ft = 0.43 ac
Sidewalk (approx. 5' x 370 If x 2)........................................................... 3,700 sq ft = 0.08 ac
Emergency Access#1.............................................................................. 8,000 sq ft = 0.18 ac
Total Proposed Streets:F 42,000 sq ft = 0.96 ac
Otal ImpervlOUs Area..............................................................................I /L,4UZ sq Tt = 1.titi ac
TotalNet Site Area=............................................................................................................... 107.90 ac
Phase1 Site Area =............................................................................................................... 41.54 ac
BMP6 Watershed Area =............................................................................................................ 5.00 ac
Imperv. Area
% of Imp. Area of
% of Imp. Area of
% of Imp. Area of
(Ac)
Site Area
Phase 1 Site Area
BMP 6 WS Area
Existing Streets
0.70
0.65%
1.69%
14.00%
Proposed Streets
0.96
0.89%
2.32%
19.28%
Total Imp. Area
1.66
1.54%
4.01%
33.28%
T:IPROJECTS12017 PROJECTS117031 The Village At Granite - LGftQft6.SEffM81hi8se 1117031-PHI-Impervious.xls Sheet 1 of 1

547900
350 36' 38" N
35o 36' 12" N
Hydrologic Soil Group —Rowan County, North Carolina
(17031-Soils)
548000 548100 5482M 5483M 548400
548000 548100 54MM 548300
kD
Map Scale: 1:3,890 if printed on A portrait (8.5" x 11") sheet.
Meters
$ N 0 50 100 200 300
A Feet
0
0 1y0 300 E00 900
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
usoA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
54M
35o 36' 38" N
35o 36' 12" N
548500
9/21/2017
Pagel of 4

Hydrologic Soil Group —Rowan County, North Carolina
(17031-Soils)
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 13, Sep 20, 2016
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 9/21/2017
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Rowan County, North Carolina
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Rowan County, North Carolina (NC159)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CcB
Cecil sandy loam, 2 to 8
B
2.5
5.7%
percent slopes
CeB2
Cecil sandy clay loam, 2
B
10.1
23.0%
to 8 percent slopes,
moderately eroded
ChA
Chewacla loam, 0 to 2
B/D
0.4
0.8%
percent slopes,
frequently flooded
VnB2
Vance sandy clay loam,
C
19.2
43.7%
2 to 8 percent slopes,
moderately eroded
VnC2
Vance sandy clay loam,
C
11.8
26.8%
8 to 15 percent
slopes, moderately
eroded
Totals for Area of Interest
43.9
100.0%
USDA Natural Resources Web Soil Survey 9/21/2017
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Rowan County, North Carolina
frL11611Q OMP
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 9/21/2017
Conservation Service National Cooperative Soil Survey Page 4 of 4

Project: Village at Granite DPR ASSOCIATES, INC Prepared by: RJ
DPR Job No.: 17031 RUN-OFF CURVE NUMBER Checked by: MB
Location: Granite Quarry, NC Date: 11-17-17
Existing Condition Watershed BMP # 1
Total Drain. Area (Ac.) 5.50
Site Soil Type Soil Group
Percentage of Basin
CeB2 B
1.0 ac 18.2%
VnB2, VnC2 C
4.0 ac 72.7%
5.0 ac 90.9%
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.)
0.50
9.1%
55
10.0
66
0.0
70
50.9
60.9
5.5
Open Space - Grass and Shurbs
5.00
90.9%
61
11.1
71
0.0
74
53.8
64.9
59.0
(Good Cond.)
Impervious
0.00
0.0%
98
17.8
98
0.0
98
71.3
89.1
0.0
64.5
Total
5.5
100%
Proposed Development Watershed BMP # 1
Total Drain. Area (Ac.) 5.00
Site Soil Type Soil Group Percentage of Basin
CeB2 B 1.0 ac 20.0%
VnB2, VnC2 C 4.0 ac 80.0%
5.0 ac 100.0%
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
0.0
70
56.0
67.0
0.0
Open Space - Grass and Shurbs
2.60
52.0%
61
12.2
71
0.0
74
59.2
71.4
37.1
(Good Cond.)
Impervious
2.40
48.0%
98
19.6
98
0.0
98
78.4
98.0
47.0
84.2
Total
5.0
100%
T IPROJECTS12017 PROJECTSU7031 The Village At Granite - LGIICALCSIBMPPhase 1117031-PH1-Runoff CN.xls Sheet. 1 of 6 313012018

Project: Village at Granite DPR ASSOCIATES, INC Prepared by: RJ
DPR Job No.: 17031 RUN-OFF CURVE NUMBER Checked by: MB
Location: Granite Quarry, NC Date: 11-17-17
Existing Condition Watershed BMP # 2
Total Drain. Area (Ac.) 9.50
Site Soil Type Soil Group Percentage of Basin
VnB2, VnC2 C 9.5 ac 100.0%
9.5 ac 100.0%
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.)
4.00
42.1%
55
0.0
66
0.0
70
70.0
70.0
29.5
Open Space - Grass and Shurbs
5.00
52.6%
61
0.0
71
0.0
74
74.0
74.0
38.9
(Good Cond.)
Impervious
0.50
5.3%
98
0.0
98
0.0
98
98.0
98.0
5.2
73.6
Total
9.5
100%
Proposed Development Watershed BMP #
Total Drain. Area (Ac.) 9.00
Site Soil Type Soil Group
VnB2, VnC2
Hydrologic Soil Group Used
Land Use
Wood (Good Cond.)
Open Space - Grass and Shurbs
(Good Cond.)
Impervious
Total
C
Percentage of Basin
9.0 ac 100.0%
9.0 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 %
0.00
0.0%
55
0.0
66
0.0
70
70.0
70.0
0.0
4.68
52.0%
61
0.0
71
0.0
74
74.0
74.0
38.5
4.32
48.0%
98
0.0
98
0.0
98
98.0
98.0
47.0
85.5
9.0
100%
T IPROJECTS12017 PROJECTSU7031 The Village At Granite - LGIICALCSIBMPPhase 1117031-PH1-Runoff CN.xls Sheet. 1 of 1 612212018

Project: Village at Granite DPR ASSOCIATES, INC Prepared by: RJ
DPR Job No.: 17031 RUN-OFF CURVE NUMBER Checked by: MB
Location: Granite Quarry, NC Date: 11-17-17
n
Total Drain. Area (Ac.)
Site Soil Type
CcB, CeB2
ChA
VnB2, VnC2
Hydrologic Soil Group Used
Land Use
Wood (Good Cond.)
Open Space - Grass and Shurbs
(Good Cond.)
Impervious
e
Soil Group
Percentage of Basin
B
3.0 ac 18.8%
B/D
1.0 ac 6.3%
C
12.0 ac 75.0%
16.0 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 %
1.40
8.8%
55
10.3
66
4.1
70
52.5
66.9
5.9
13.40
83.8%
61
11.4
71
4.4
74
55.5
71.4
59.8
1.10
6.9%
98
18.4
98
6.1
98
73.5
98.0
6.7
72.4
15.9
99%
Proposed Development Watershed BMP #
Total Drain. Area (Ac.)
22.00
Site Soil Type
Soil Group
CcB, CeB2
B
ChA
B/D
VnB2, VnC2
C
Hydrologic Soil Group Used
Land Use
Wood (Good Cond.)
Open Space - Grass and Shurbs
(Good Cond.)
Impervious
Total
Percentage of Basin
3.9 ac 17.7%
0.3 ac 1.4%
17.8 ac 80.9%
22.0 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 %
0.00
0.0%
55
9.8
66
0.9
70
56.6
67.3
0.0
11.44
52.0%
61
10.8
71
1.0
74
59.9
71.7
37.3
10.56
48.0%
98
17.4
98
1.3
98
79.3
98.0
47.0
84.3
22.0 100%
T IPROJECTS12017 PROJECTSU7031 The Village At Granite - LGIICALCSIBMPPhase 1117031-PH1-Runoff CN.xls Sheet. 1 of 1 612212018

Project: Village at Granite DPR ASSOCIATES, INC Prepared by: RJ
DPR Job No.: 17031 RUN-OFF CURVE NUMBER Checked by: MB
Location: Granite Quarry, NC Date: 11-17-17
n Watershe
Total Drain. Area (Ac.)
5.00
Site Soil Type
Soil Group
Percentage of Basin
CcB, CeB2
B
2.6 ac
52.0%
ChA
B/D
0.4 ac
8.0%
VnB2, VnC2
C
2.0 ac
40.0%
5.0 ac
100.0%
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.)
3.50
70.0%
55
28.6
66
5.3
70
28.0
61.9
43.3
Open Space - Grass and Shurbs
1.50
30.0%
61
31.7
71
5.7
74
29.6
67.0
20.1
(Good Cond.)
Impervious
0.00
0.0%
98
51.0
98
7.8
98
39.2
98.0
0.0
63.4
Total
5.0
100%
Proposed Development Watershed BMP # 4
Total Drain. Area (Ac.) 4.00
Site Soil Type Soil Group
Percentage of Basin
CcB, CeB2 B
2.5 ac
62.5%
ChA B/D
0.3 ac
7.5%
VnB2, VnC2 C
1.2 ac
30.0%
4.0 ac
100.0%
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
34.4
66
5.0
70
21.0
60.3
0.0
Open Space - Grass and Shurbs
2.08
52.0%
61
38.1
71
5.3
74
22.2
65.7
34.1
(Good Cond.)
Impervious
1.92
48.0%
98
61.3
98
7.4
98
29.4
98.0
47.0
81.2
Total
4.0
100%
T IPROJECTS12017 PROJECTSU7031 The Village At Granite - LGIICALCSIBMPPhase 1117031-PH1-Runoff CN.xls Sheet. 4 of 6 313012018

Project: Village at Granite DPR ASSOCIATES, INC Prepared by: RJ
DPR Job No.: 17031 RUN-OFF CURVE NUMBER Checked by: MB
Location: Granite Quarry, NC Date: 11-17-17
.xisting Condition
Total Drain. Area (Ac.)
Site Soil Type
CcB, CeB2
ChA
VnB2, VnC2
Hydrologic Soil Group Used
Land Use
Wood (Good Cond.)
Open Space - Grass and Shurbs
(Good Cond.)
Impervious
Total
rshe
2.50
Soil Group
Percentage of Basin
B
0.0 ac 0.0%
B/D
0.0 ac 0.0%
C
2.5 ac 100.0%
2.5 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 8
Weighted CN
Group 8/D
Weighted CN
Group C
Weighted CN
Weighted CN
CN %
0.00
0.0%
55
0.0
66
0.0
70
70.0
70.0
0.0
2.50
100.0%
61
0.0
71
0.0
74
74.0
74.0
74.0
0.00
0.0%
98
0.0
98
0.0
98
98.0
98.0
0.0
74.0
2.5
100%
T FROJECTS12017 PROJECTS117031 The Village At Granite - LGIICALCSWPIPhase 1117031-PH1-Runoff CN.xls Sheet. 5 of 6 313012018

Project: Village at Granite DPR ASSOCIATES, INC Prepared by: RJ
DPR Job No.: 17031 RUN-OFF CURVE NUMBER Checked by: MB
Location: Granite Quarry, NC Date: 11-17-17
n Undetain Area to Crane Cree
Total Drain. Area (Ac.)
Site Soil Type
CeB2
ChA
VnB2, VnC2
Hydrologic Soil Group Used
Land Use
Wood (Good Cond.)
Open Space - Grass and Shurbs
(Good Cond.)
Impervious
4.30
Soil Group
B
B/D
C
Percentaae of Basin
3.0 ac
69.8%
0.0 ac
0.0%
1.3 ac
30.2%
4.3 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 %
3.00
69.8%
55
38.4
66
0.0
70
21.2
59.5
41.5
1.20
27.9%
61
42.6
71
0.0
74
22.4
64.9
18.1
0.10
2.3%
98
68.4
98
0.0
98
29.6
98.0
2.3
61.9
4.3
100%
Proposed Development Undetain Area to Crane Creek
Total Drain. Area (Ac.)
4.20
Site Soil Type
Soil Group
Percentage of Basin
CeB2
B
0.7 ac
16.7%
ChA
B/D
2.6 ac
61.9%
VnB2, VnC2
C
0.9 ac
21.4%
4.2 ac
100.0%
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
9.2
66
40.9
70
15.0
65.0
0.0
Open Space - Grass and Shurbs
4.20
100.0%
61
10.2
71
44.0
74
15.9
70.0
70.0
(Good Cond.)
Impervious
0.00
0.0%
98
16.3
98
60.7
98
21.0
98.0
0.0
70.0
Total
4.2
100%
T IPROJECTS12017 PROJECTSU7031 The Village At Granite - LGIICALCSIBMPPhase 1117031-PH1-Runoff CN.xls Sheet. 1 of 1 911112018

Project: Village at Granite DPR ASSOCIATES, INC Prepared by: RJ
DPR Job No.: 17031 RUN-OFF CURVE NUMBER Checked by: MB
Location: Granite Quarry, NC Date: 11-17-17
n Watershe
Total Drain. Area (Ac.)
5.50
Site Soil Type
Soil Group
Percentage of Basin
CeB2
B
4.3 ac
78.2%
ChA
B/D
0.0 ac
0.0%
VnB2, VnC2
C
1.2 ac
21.8%
5.5 ac
100.0%
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.)
0.0%
55
43.0
66
0.0
70
15.3
58.3
0.0
Open Space - Grass and Shurbs
5.00
90.9%
61
47.7
71
0.0
74
16.1
63.8
58.0
(Good Cond.)
Impervious
0.50
9.1%
98
76.6
98
0.0
98
21.4
98.0
8.9
66.9
Total
5.5
100%
Proposed Development Watershed BMP # 6
Total Drain. Area (Ac.) 6.00
Site Soil Type Soil Group
Percentage of Basin
CeB2 B
4.8 ac
80.0%
ChA B/D
0.0 ac
0.0%
VnB2, VnC2 C
1.2 ac
20.0%
6.0 ac
100.0%
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
44.0
66
0.0
70
14.0
58.0
0.0
Open Space - Grass and Shurbs
4.40
73.3%
61
48.8
71
0.0
74
14.8
63.6
46.6
(Good Cond.)
Impervious
1.60
26.7%
98
78.4
98
0.0
98
19.6
98.0
26.1
72.8
Total
6.0
100%
T IPROJECTS12017 PROJECTSU7031 The Village At Granite - LGIICALCSIBMPPhase 1117031-PH1-Runoff CN.xls Sheet. 1 of 1 911112018

Project: Village at Granite DPR ASSOCIATES, INC Prepared by: RJ
DPR Job No.: 17031 RUN-OFF CURVE NUMBER Checked by: MB
Location: Granite Quarry, NC Date: 11-17-17
Proposed Development Watershed BMP #
Total Drain. Area (Ac.)
3.20
Site Soil Type
Soil Group
CeB2
B
ChA
B/D
VnB2, VnC2
C
Hvdroloaic Soil Group Used
Land Use
Wood (Good Cond.)
Open Space - Grass and Shurbs
(Good Cond.)
Impervious
Total
(Sheet Flow ONLY)
Percentaae of Basin
2.6 ac
81.3%
0.0 ac
0.0%
0.6 ac
18.8%
3.2 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 8
Weighted CN
Group 8/D
Weighted CN
Group C
Weighted CN
Weighted CN
CN %
0.00
0.0%
55
44.7
66
0.0
70
13.1
57.8
0.0
3.20
100.0%
61
49.6
71
0.0
74
13.9
63.4
63.4
0.00
0.0%
98
79.6
98
0.0
98
18.4
98.0
0.0
63.4
3.2
100%
T FROJECTS12017 PROJECTS117031 The Village At Granite - LGIICALCS0MPIPhase 1117031-PH1-Runoff CN.xls Sheet. 1 of 1 911112018

Project: Village at Granite DPR ASSOCIATES, INC Prepared by: RJ
DPR Job No.: 17031 RUN-OFF CURVE NUMBER Checked by: MB
Location: Granite Quarry, NC Date: 11-17-17
n Undetain Area
Total Drain. Area (Ac.)
Site Soil Type
CeB2
ChA
VnB2, VnC2
Hydrologic Soil Group Used
Land Use
Wood (Good Cond.)
Open Space - Grass and Shurbs
(Good Cond.)
Impervious
0.30
Soil Group
B
B/D
C
Percentage of Basin
0.15 ac 50.0%
0.00 ac 0.0%
0.15 ac 50.0%
0.30 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
27.5
66
0.0
70
35.0
62.5
0.0
0.29
96.7%
61
30.5
71
0.0
74
37.0
67.5
65.3
0.01
3.3%
98
49.0
98
0.0
98
49.0
98.0
3.3
68.5
0.3
100%
Proposed Development Undetain Area BMP #6
Total Drain. Area (Ac.)
0.80
Site Soil Type
Soil Group
Percentage of Basin
CeB2
B
0.3 ac
37.5%
ChA
B/D
0.0 ac
0.0%
VnB2, VnC2
C
0.5 ac
62.5%
0.8 ac
100.0%
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
20.6
66
0.0
70
43.8
64.4
0.0
Open Space - Grass and Shurbs
0.50
62.5%
61
22.9
71
0.0
74
46.3
69.1
43.2
(Good Cond.)
Impervious
0.30
37.5%
98
36.8
98
0.0
98
61.3
98.0
36.8
80.0
Total
0.8
100%
T IPROJECTS12017 PROJECTSU7031 The Village At Granite - LGIICALCSIBMPPhase 1117031-PH1-Runoff CN.xls Sheet. 1 of 1 911112018

i?;\��►--'' i``•� ' 6/ 1�` i,��/ / / / / 635LF OF SHALLOW
' I I•�� / a / / / 1 / CONCENTRATED FLOW
150LF OF SHEET FLOW
\
//f
/ / //,�i 1 I
/ I S ^ / 1 1 \\ \ \\�
BMP #4V 7
��/
�I/ / 43�_—��— 54).\ \ PORTjaw•oE _ ♦ \\\ i I \t_,// i / r-�II \ \ t \\ `\\\\\\
130LF OF SHALLOW \ \ \\\I
BMP #5 u I I CONCENTRATED FLOW
(754)- *I'.. f / 150LF OF SHEET FLOW ,� ; \\�0\\ \ l\
���� \ \ \``\---/BMW
—A(752) --- � ^ \\\ \ \\\IIII/)/
\ \ \ \III 1/ \\ `1,180LFOFSHALLOW ! - \\\\`Ihllt/
1 1 / / • ��� \ \ \ I11i /
/ / r ► I 1 1 /''`'',L_ ` POP N F`\ CONCENTRATED FLOW
.(73s) ,/ —f* hill
BMP #3 ---/ --_—/ /PRE Af 6.OA�� / 1 S� \\ !/� I I \
......1yy 1/,,. / _� (740) —_ I /� /
�••:•: ...::..:•:•.t. J
I I'co
44)
— -----\ \ h N6\ i j / l/ ,'� ,-- / t Ian--\\ / / / /�♦ / I \) I \ \\ / ' /' /' /// /// Ijll\`\ t, /
loyal ♦y/
\ \ /1 kcal\ —^_— /'<0, �� ry \\ \ �� \ \ , l < N 150LF OF SHEET FLOW _
\2 \ \ \. 1--- --' / ` ` / /
BMP #2 1 56i �� 758 �aseDA=5.5jE;
6p� BMP #6 \ \
/ / ) 148LF OF
CHANNEL FLOW
AC J
\ o r i� Co / / / ice_
- 235LF OF \' � ii11� 1 �?���, / / / / ss) -�� T�s - \I
- ' CHANNEL FLOW \\ `\ `� r, I I\i 1 l , r�►_ /_ / �� r I 315LF OF
- \\ \ \ \ '/� _��� \ `\`�\\\\ \\ : •'• • • !` I \ 1 \ \\\\\ , 1 11 II I I f/ _ 4) J % ) I I I 1 CHANNEL FLOW
\� `�� \\ \ \\ \ 1\ �\ \\1\ I i I i i `\ / (2 \\ — — 10OLF OF
\) 1 1 1 TOTAL SITE_--'—t�\\\\\ 1 I
11NEDAREA ` 1 SHEET FLOW
--_\ 11 \ 430LF OF SHALLOW 1 I 150LF OF SHEET FLOW — I 1 / ,)
\ 1 1 :.:'::::: I ♦ i \\`\� \\\ i \ \\ \ — — / ��1 % 1
\\ 1 1\ III/ / / / CONCENTRATED FLOW \� � \ `\ \ \ Il \ 1 ` DAPY59�/
\ \ 1\I It` III
BMP #1 74 ,
-, ( 470LF OF SHALLOW
-- - _ — </ / • \ _' ,
—(74 \ _ , of CONCENTRATED FLOW
(734
X.
ItNO
I / BY/ASS
1 I I 11 \ \\ \ \\ 1 0 1 / / A 1 PRE "A="Y.0AC
landscape architecture
civil engineering
planning
DPR Associates, Inc. ■ 420 Hawthorne Lane ■ Charlotte, NC 28204
phone [phone] ■ fax [phone] ■ www.dprassociates.net
TIME OF CONCENTRATION MAP
VILLAGE AT GRANITE QUARRY - PHASE 1
GRANITE QUARRY, NORTH CAROLINA
FOR
LGI HOMES SOUTHEAST
18
U
W
0
o-
d
Scale: 1 "= 250' Date: 11-17-17 Dwg. No: s
6-22-18
Job #: 17031 BD-1
D- � w
0 250 ass By: RIJ 00

Project: Village at Granite DPR ASSOCIATES Prepared by:RJ
DPR Job No.: 17031 TIME OF CONCENTRATION Checked by:HN
Location: Granite Quarry, NC BMP 1 Date: 11-17-17
Sheet: 1 of 4
HEET FLOW
Surface Description = grass
Manning's Roughness (n) = 0.24
Flow Length (ft) = 150
Slope (%) = 2.0
P-2yr (in.) = 3.12
T(t) (min.) = 20.0
SHALLOW CONCENTRATED FLOW:
Surface Description unpaved
Flow Length (ft) = 470
Water Course Slope (%) = 6.00
Average Velocity (fps) = 3.95
T(t) (min.) = 2.0
T(t) Sum of Travel Time (min)= 22.0 Time = 22 (min.)
Hydraulic Length = 620 ft
Basin Slope = 5.0
POST DEVELOPMENT - TIME OF CONCENTRATION
Time = 5 (min.)
TIPROJECTS12017 PROJECTS07031 The Village At GraniRGtta1bMA?-=Sx4RPhase 107031-TOC Sheet: 1 of 1

Project: Village at Granite DPR ASSOCIATES Prepared by: RJ
DPR Job No.: 17031 TIME OF CONCENTRATION Checked by: HN
Location: Granite Quarry, NC BMp 2 Date: 11-17-17
Page: 2 of 4
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
150
4.0
3.12
15.1
unpaved
430
7.00
4.27
1.7
4.00
0.618
235
2
0.048
3.19
1.2
Bottom Width (ft) _
Side Slope (X:1) _
Depth (ft) =
t) Sum of Travel Time (min)= 18.1 Time = 18 (min.)
Hydraulic Length = 815 ft
Basin Slope = 5.0
POST DEVELOPMENT - TIME OF CONCENTRATION
Time = 5 (min.)
2
2
TIPROJECTS12017 PROJECTS07031 The Village At GraniRGtta1bMA?-=Sx4RPhase 107031-TOC Sheet: 1 of 1

Project: Village at Granite DPR ASSOCIATES Prepared by: RJ
DPR Job No.: 17031 TIME OF CONCENTRATION Checked by: HN
Location: Granite Quarry, NC BMP 3 Date: 11-17-17
Sheet: 3 of 4
HEET FLOW
Surface Description = grass
Manning's Roughness (n) = 0.24
Flow Length (ft) = 150
Slope (%) = 2.0
P-2yr (in.) = 3.12
T(t) (min.) = 20.0
SHALLOW CONCENTRATED FLOW:
Surface Description unpaved
Flow Length (ft) = 1180
Water Course Slope (%) = 3.50
Average Velocity (fps) = 3.02
T(t) (min.) = 6.5
T(t) Sum of Travel Time (min)= 26.5 Time = 27 (min.)
Hydraulic Length = 1330 ft
Basin Slope = 3.3
POST DEVELOPMENT - TIME OF CONCENTRATION
Time = 5 (min.)
TIPROJECTS12017 PROJECTS07031 The Village At GraniRGtta1bMA?-=Sx4RPhase 107031-TOC Sheet: 1 of 1

Project: Village at Granite DPR ASSOCIATES Prepared by: RJ
DPR Job No.: 17031 TIME OF CONCENTRATION Checked by: HN
Location: Granite Quarry, NC BMP 4 Date:10-17-17
Sheet: 4 of 4
HEET FLOW
Surface Description = grass
Manning's Roughness (n) = 0.24
Flow Length (ft) = 150
Slope (%) = 6.7
P-2yr (in.) = 3.12
T(t) (min.) = 12.3
SHALLOW CONCENTRATED FLOW:
Surface Description unpaved
Flow Length (ft) = 635
Water Course Slope (%) = 5.00
Average Velocity (fps) = 3.61
T(t) (min.) = 2.9
T(t) Sum of Travel Time (min)= 15.3 Time = 15 (min.)
Hydraulic Length = 785 ft
Basin Slope = 5.3
POST DEVELOPMENT - TIME OF CONCENTRATION
Time = 5 (min.)
TIPROJECTS12017 PROJECTS07031 The Village At Granit@l01t&AG14QMMdRPhase 107031-T0C.xIs Sheet: 1 of 1

Project: Sample DPR ASSOCIATES Prepared by:XXX
DPR Job No.: 00000.0 BMp Checked by:XXX
Location: Mecklenburg Co. (Charlotte-Meck. Storm Water Design Manual) Date:X-XX-XX
HEET FLOW
Surface Description = grass
Manning's Roughness (n) = 0.24
Flow Length (ft) = 150
Slope (%) = 3.0
P-2yr (in.) = 3.12
T(t) (min.) = 17.0
SHALLOW CONCENTRATED FLOW:
Surface Description unpaved
Flow Length (ft) = 130
Water Course Slope (%) = 3.00
Average Velocity (fps) = 2.79
T(t) (min.) = 0.8
T(t) Sum of Travel Time (min)= 17.8 Time = 18 (min.)
Hydraulic Length = 280 ft
Basin Slope = 3.0
TIPROJECTS12017 PROJECTS07031 The Village At Granit@l01t&AG14QMMdRPhase 107031-T0C.xIs Sheet: 1 of 1

Project: Village at Granite DPR ASSOCIATES
DPR Job No.: 17031 TIME OF CONCENTRATION
Location: Granite Quarry, NC
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.) =
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
100
5.5
3.12
9.6
4.00
0.618
315
3.2
0.048
4.03
1.3
4.00
0.618
148
3.3
0.048
4.09
0.6
Bottom Width (ft) _
Side Slope (X:1) _
Depth (ft) =
Bottom Width (ft) _
Side Slope (X:1) _
Depth (ft) =
t) Sum of Travel Time (min)= 11.5 Time = 11.5 (min.)
Hydraulic Length = 563 ft
Basin Slope = 3.0
Time = 5 (min.)
Prepared by: RJ
Checked by: HN
Date: 4-18-18
2
2
2
2
TIPROJECTS12017 PROJECTS07031 The Village At Granit@lolt&A91AdQ,9MdRPhase 107031-PHI-TOC.xIs Sheet: 1 of 1

IV. BMP DESIGN AND CALCULATIONS

Project: Village at Granite DPR ASSOCIATES, INC Prepared By: RJ
Job No.: 17031 SAND FILTER-1 DESIGN Checked By: HN
Location: Granite Quarry, NC Date: 10-17-17
Sheet: 1 of 3 Revised: 12-21-17
DESIGN CRITERIA PER NCDENR STORMWATER DESIGN MANUAL DATED JAN 2017
" BMP -SAND FILTER -WATER QUALITY CONTROL ONLY
1 1
" Total Drainage Area (A):
5.00 ac
" Total Impervious Area "I" USED = 48.0% (for Design)
1 2.40 Jac
(See attached Impervious Calcs)
" Total Water Quality Volume To Treat (First 1" of Rainfall):
WQv = (P/12) (A) (RV) (43560) =
8,748 cf
(Simple Method, Schueler)
P: Water Quality Design Storm, 1st Inch of Rainfall
1 inch
A: Drainage Area (Impervious Area Only)
5.00 ac.
Rv: 0.05 + 0.009 (I) =
0.482
1: % of Impervious Area
48.0%
*Total Storm Water Volume Control 1-yr. 24-hr Post-Dev:
Qv = (P-0.2S)12/ (P+0.8S) " A " (43560/12) =
24,564 cf
(SCS Method)
P: Design Storm, 1-yr 24-hr Storm Rainfall depth
2.80 inch
A: Drainage Area
5.00 ac.
S = 1,000/CN-10 =
1.90 inch
CN: Curve Number
84
" Estimated Storm Water Volume 10-yr, 24-hr Post-Dev:
Qv = (P-0.2S)12/ (P+0.8S) " A " (43560/12) =
34,526 cf
(SCS Method)
P: Design Storm, 10-yr 24-hr Storm Rainfall depth
3.46 inch
A: Drainage Area
5.00 ac.
S = 1000/CN-10 =
1.90 inch
CN: Curve Number
84
"Sedimentation Chamber Volume Min. Required:
Vol -Pre = (0.2)(WQv) =
1,750 cf
" Sedimentation Chamber Volume Provided:
1 9,200 1cf
" Filtration Media Surface Area Required:
Af=((WQv) (DO]/ ((k) (Hf + Df) (Tf)] =
949 sf
(From Mecklenburg BMP Manual, Based on Darcy's Law)
WQv: Water quality volume
8,748 cf
Df.- Filter bed depth (2'.5 for Optimal Efficiency)
2.5 ft
k: Permeability coefficient of filter media
3.50 ft/day
(1.75" per hour, or 3.5' per day)
Hf.- Average height of water above filter bed, (half of pond depth, 1' max)
0.60 ft
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
" Filtration Media Surface Area Provided:
1,000 sf
BMP Storage Volume Provided:
Elevation Surface Area Storage
Total Storage
fts c
c
FEMA 100 Year Flood Elevation @ 727.8' (Flood Insurance Study dated 6-16-2009)
SHWTE and groundwater @ 733.86' per Summit Geo Report letter dated 11-14-17
729.5 Bottom of Stone - Provide liner per geo recommendation
730.5 Top of Stone/Bottom of Sand
733.0 Top of Sand Filter/ Bottom of Extended Dry Detention Pond
733.0 7,000 0
0 Bottom of Pond
734.0 8,100 7,550
7,550
736.0 10,500 18,600
26,150
738.0 12,700 23,200
49,350 Top of Embankment
Static Water Quality Elevation @
734.16 ft
Static Channel Protection Elevation @
1 735.83 Ift
printed 101912018
T:IPROJECTSI2017 PROJECTS07031 The Village At Granite - LGACALCSOMPPhase 107031-PHI-BMP Sandfilterxls page 1 of 3

Project: Village at Granite
Job No.:17031
Location: Granite Quarry, NC
Sheet: 2 of 3
BMP-SAND
x ,
DPR ASSOCIATES, INC
SAND FILTER-1 DESIGN
Qo = WQv/Tf= (Af)(k)(Hf+Df)/Df=
(Darcy's Law)
k: Permeability coefficient of filter media
Af.- Surface area, sf
Hf.- Average height of water above filter bed
Df.- Depth of soil filter bed
Q o @ Top of Media
Q o @ Median of WQv storage
Q o @ Top of WQv storage
0.0692 cfs
3.50 ft/day
949 sf
2.00 ft
2.5 ft
733.0 = 0.0000 cfs
733.6 = 0.0506 cfs
734.2 = 0.0620 cfs
Tf = WQv / Qo 35.13 hrs
Q: Draw down rate thru sand filter
0.0692 cfs
Use [2]-17 If of 6" PVC or Sch 40,
Use 2 of
I
w/3/8"perforations spaced 3"on
center, 4 rows w/90-deg apart
17 LF of 6
inch
# of Perforation = (# pipes)(4 rows/ft) (Linear feet/per
pipe -2') (4 holes/row)
= (2 pipes)(4)(171f)(4)
20 holes
Capacity of one hole (3/8") = CA(2gh)1(0.5)
(orifice equation)
0.0078 cfs
c= Discharge Coefficient
0.6
g= Accelleration, ft/sq.sec
32.2
a= Orifice Area (sf) of 3/8" hole
0.0008
h= head above perforation
4.5
Total Capacity = Capacity of 1 hole x # of holes
0.1566 cfs
Total Capacity w/ 50% lost to clogging
0.0783 cfs
Underdrain Pipe Capacity= 1.49/n(A)(A/P)1(2/3)
(S)10.5 (Manning Eq)
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. OK
(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 12,282 cf
Average Surface Area 4,340 sf
Prepared By: RJ
Checked By: HN
Date: 10-17-17
Revised: 12-21-17
Area of Outlet Orifice (sf), a =(2)(A)h1(1/2))/(c)(t)(2g)A(1/2))
NCDENR, Orifice Equation)
a = 0.023
where:
A= ResevoirArea, sf
4,340
Max. Orifice Diameter (inch), d = 2.06
h= Falling Head, ft
2.75
c= Discharge Coefficient
0.6
Orifice Diameter (inch) Used, d = 2.0
t= Time ( 36 hrs), sec.
129,600
g= Accelleration, ft/sq.sec
32.2
a= Orifice Area (sf)
d= Orifice Diameter (inch)
Qo = WQv / Tf 0.1137 cfs
(Darcy's Law)
CPv: 1-yr Storm Volume 24,564 cf
Tf.- 2 days beyond center of 24hr-storm, 60 hours 216,000 sec
printed 101912018
T:IPROJECTSI2017 PROJECTS07031 The Village At Granite - LGACALCSOMPIPhase 107031-PHI-BMP Sandfilterxls page 2 of 3

Project: Village at Granite
DPR ASSOCIATES, INC
Job No.: 17031
SAND FILTER-1 DESIGN
Location: Granite Quarry, NC
Sheet: 3 of 3
BMP - SAND FILTER
Anti -Seep Collar Sizing
Outlet Pipe Size (I.D.) =
18 in
Outlet Pipe Size (O.D.) =
1.92 ft
L, Length of Outlet Pipe =
40 If
Min. Flow Length =
46.0 ft
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
4.92 ft
Designed collars 2 at 5.0' x 5.0'
Prepared By: RJ
Checked By: HN
Date: 10-17-17
Revised: 12-21-17
Min. Flow Length = 115% of outlet pipe
printed 10192018
T.IPROJECTS12017 PROJECTS117031 The Village At Grande - LGIICALCSIBMPIPhase 1117031-PHI-BMP Sandfidecxls page 3 of 3

Pond Report
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Pond No. 1 - PH1 BMP 1 - SANDFILTER
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 733.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 733.00 7,000 0 0
1.00 734.00 8,100 7,550 7,550
3.00 736.00 10,500 18,600 26,150
5.00 738.00 12,700 23,200 49,350
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 18.00
3.00
0.00
0.00
Span (in)
= 18.00
3.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 728.35
734.10
0.00
0.00
Length (ft)
= 66.00
0.50
0.00
0.00
Slope (%)
= 0.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0.00 ' '
0.00 3.00
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 13.30
10.00
0.00
0.00
Crest El. (ft)
= 736.00
737.00
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
Yes
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).
6.00 9.00
Stage / Discharge
Elev (ft)
738.00
737.00
736.00
735.00
734.00
733.00
12.00 15.00 18.00 21.00 24.00 27.00
Discharge (cfs)

Project: Village at Granite DPR ASSOCIATES, INC Prepared By: RJ
Job No.: 17031 SAND FILTER-2 DESIGN Checked By: HN
Location: Granite Quarry, NC Date: 11-17-17
Sheet: 1 of 3 Revised: 12-21-17
DESIGN CRITERIA PER NCDENR STORMWATER DESIGN MANUAL DATED JAN 2017
" BMP -SAND FILTER -WATER QUALITY CONTROL ONLY
2
" Total Drainage Area (A):
9.00 ac
" Total Impervious Area "I" USED = 48.0% (for Design)
4.32 ac
(See attached Impervious Calcs)
" Total Water Quality Volume To Treat (First 1" of Rainfall):
WQv = (P/12) (A) (RV) (43560) =
15,747 cf
(Simple Method, Schueler)
P: Water Quality Design Storm, 1st Inch of Rainfall
1 inch
A: Drainage Area (Impervious Area Only)
9.00 ac.
Rv: 0.05 + 0.009 (I) =
0.482
1: % of Impervious Area
48.0%
*Total Storm Water Volume Control 1-yr. 24-hr Post-Dev:
Qv = (P-0.2S)12/ (P+0.8S) " A " (43560/12) =
48,760 cf
(SCS Method)
P: Design Storm, 1-yr 24-hr Storm Rainfall depth
2.8 inch
A: Drainage Area
9.00 ac.
S = 1,000/CN-10 =
1.63 inch
CN: Curve Number
86
" Estimated Storm Water Volume 10-yr, 24-hr Post-Dev:
Qv = (P-0.2S)12/ (P+0.8S) " A " (43560/12) =
67,398 cf
(SCS Method)
P: Design Storm, 10-yr 24-hr Storm Rainfall depth
3.46 inch
A: Drainage Area
9.00 ac.
S = 1000/CN-10 =
1.63 inch
CN: Curve Number
86
"Sedimentation Chamber Volume Min. Required:
Vol -Pre = (0.2)(WQv) =
3,149 cf
" Sedimentation Chamber Volume Provided:
13,000 cf
" Filtration Media Surface Area Required:
Af=((WQv) (Df)]/ ((k) (Hf + Df) (Tf)] =
1,616 sf
(From Mecklenburg BMP Manual, Based on Darcy's Law)
WQv: Water quality volume
15,747 cf
Df.- Filter bed depth (2'.5 for Optimal Efficiency)
2.5 ft
k: Permeability coefficient of filter media
3.50 ft/day
(1.75" per hour, or 3.5' per day)
Hf.- Average height of water above filter bed, (half of pond depth, I'max)
0.78 ft
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
" Filtration Media Surface Area Provided:
2,000 sf
BMP Storage Volume Provided:
Elevation Surface Area Incremental Storage
Total Storage
fts c
c
FEMA 100 Year Flood Elevation @ 725.0' (Flood Insurance Study dated 6-16-2009)
SHWTE and groundwater @ 719.73' per Summit Geo Report letter dated 11-14-17
724.5 Bottom of Stone
725.5 Top of Stone/Bottom of Sand
728.0 Top of Sand Filter/ Bottom of Extended Dry Detention Pond
728.0 5,300 0
0 Bottom of Pond
730.0 13,500 18,800
18,800
732.0 17,100 30,600
49,400
734.0 20,900 38,000
87,400 Top of Embankment
Static Water Quality Elevation @
729.68 ft
Static Channel Protection Elevation @
731.96 ft
printed 811312018
T:IPROJECTSI2017 PROJECTS07031 The Village At Granite - LGACALCSOMPPhase 107031-PHI-BMP Sandfilterxls page 1 of 3

Project: Village at Granite DPR ASSOCIATES, INC Prepared By: RJ
Job No.: 17031 SAND FILTER-2 DESIGN Checked By: HN
Location: Granite Quarry, NC Date: 11-17-17
Sheet: 2 of 3 Revised: 12-21-17
BMP - SAND FILTER
R \A/..L...- Il.-..... Il....... G1..... O..L.. Tl..-.. C.....J G:IL...- �I...J:..
Qo = WQv/Tf= (Af)(k)(Hf+Df)/Df=
0.1178 cfs
(Darcy's Law)
k: Permeability coefficient of filter media
3.50 ft/day
Af.- Surface area, sf
1,616 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 728.0 =
0.0000
cfs
Q o @ Median of WQv storage 728.8 =
0.0506
cfs
Q o @ Top of WQv storage 729.7 =
0.0620
cfs
'ime Drawdown from Inundation to Saturation surface
Tf=WQv/Qo
37.12 hrs
iizinn Under Drain Pipes
Q: Draw down rate thru sand filter
0.1178 cfs
Use [2]-17 If of 6" PVC or Sch 40,
Use 2 of
w/ 3/8" perforations spaced 3" on center, 4 rows w/ 90-deg apart
17 LF of 6
inch
# of Perforation = (# pipes)(4 rows/ft) (Linear feet/per pipe -2') (4 holes/row)
= (2 pipes)(4)(171f)(4)
20 holes
Capacity of one hole (3/8") = CA(2gh)1(0.5) (orifice equation)
0.0078 cfs
c= Discharge Coefficient 0.6
g= Accelleration, ft/sq.sec 32.2
a= Orifice Area (sf) of 3/8" hole 0.0008
h= head above perforation 4.5
Total Capacity = Capacity of 1 hole x # of holes
0.1566 cfs
Total Capacity w/ 50% lost to clogging
0.0783 cfs
Underdrain Pipe Capacity= 1.49/n(A)(A/P)1(2/3) (S)10.5 (Manning Eq)
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.
OK
(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).
Storm Volume, Less 50% Remain Beyond 36th Hour 24,380 cf
Average Surface Area 14,512 sf
Area of Outlet Orifice (sf), a =(2)(A)h^(1/2))/(c)(t)(2g)A(1/2))
a = 0.058
Max. Orifice Diameter (inch), d = 3.28
Orifice Diameter (inch) Used, d = 2.5
Qo = WQv /Tf
(Darcy's Law)
CPv: 1-yr Storm Volume
Tf.- 2 days beyond center of 24hr-storm. 60 hours
Orifice
A= ResevoirArea, sf 14,512
h= Falling Head, ft 1.58
c= Discharge Coefficient 0.6
t= Time ( 36 hrs), sec. 129,600
g= Accelleration, ft/sq.sec 32.2
a= Orifice Area (sf)
d= Orifice Diameter (inch)
0.2257 cfs
48,760 cf
216.000 sec
printed 811312018
T:IPROJECTSI2017 PROJECTS07031 The Village At Granite - LGACALCSOMPPhase 107031-PHI-BMP Sandfilterxls page 2 of 3

Project: Village at Granite DPR ASSOCIATES, INC
Job No.: 17031 SAND FILTER-2 DESIGN
Location: Granite Quarry, NC
Sheet: 3 of 3
Outlet Pipe Size (I.D.) =
36
Outlet Pipe Size (O.D.) =
3.67
L, Length of Outlet Pipe =
38
Min. Flow Length =
43.7
Total Lengh of Collar offset =
5.7
Number of anti -seep collars
2
Offset per collar
2.9
Min. Outside dimension of each collar
6.52
Designed collars 2 at 6.5' x 6.5'
Prepared By: RJ
Checked By: HN
Date: 11-17-17
Revised: 12-21-17
Min. Flow Length = 115% of outlet pipe
printed 811312018
T.IPROJECTS12017 PROJECTS117031 The Village At Grande - LGIICALCSIBMPIPhase 1117031-PHI-BMP Sandfidecxls page 3 of 3

Pond Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Pond No. 2 - PH1 BMP 2 - SANDFILTER
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 728.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 728.00 5,300 0 0
2.00 730.00 13,500 18,800 18,800
4.00 732.00 17,100 30,600 49,400
6.00 734.00 20,900 38,000 87,400
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 36.00
3.00
0.00
0.00
Span (in)
= 36.00
3.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 724.33
729.80
0.00
0.00
Length (ft)
= 32.00
0.50
0.00
0.00
Slope (%)
= 1.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
6.00
6X0I01
4.00
3.00
2.00
1.00
0.00 ' 1'
0.00 10.00 20.00
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 17.00
0.00
0.00
0.00
Crest El. (ft)
= 731.80
0.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= 1
---
---
---
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
30.00 40.00 50.00 60.00 70.00
Elev (ft)
734.00
111111036191I91
732.00
731.00
730.00
729.00
728.00
80.00 90.00 100.00
Discharge (cfs)

Project: Village at Granite - Phasel DPR ASSOCIATES Prepared By: RJ
Job No.: 17031 BMP WETPOND #3 DESIGN Checked By: HN
Location: Granite Quarry, INC Date: 10-17-17
Sheet: 1 of 2 Revised: 2-26-18, RJ
DESIGN CRITERIA PER NCDENR STORMWATER DESIGN MANUAL DATED JAN 2017
" BMP WET DETENTION POND
3
" Total Drainage Area (A):
22.00 ac
* Total Impervious Area "I" USED = 48.0% (for Design)
10.56 ac
(See attached Impervious Calcs)
" Total Water Quality Volume To Treat (First 1" of Rainfall):
WQv = (P/12) (A) (Rv) (43, 560) =
38,493 cf
(Simple Method, Schueler)
P. Water Quality Design Storm, lstl-Inch of Rainfall
1 inch
A: Drainage Area
22.00 ac.
Rv., 0.05 + 0.009 (1) =
0.482
I. % of Impervious Area
48.0%
• Main Pool:
Pool Average Depth (H)=
6.5 ft
Surface Area to Drainage Area Ratio (SA/DA)= (NCDENR Table 1)
1.04
Required Surface Area (SA)=
9,967 sf
Provided Surface Area (SA) @ Perm. W.S. Elev.=
18,000 sf
Required Pool Volume (V= SA'H)=
64,782 cf
Provided Pool Volume (V) @ Perm. W.S. Elev.=
74,500 cf
• Forebay:
Required Forebay Volume (20% of Pool Volume)=
12,956 cf
Provided Forbay Volume @ Perm. W.S. Elev.=
cf
• Estimated Storm Water Volume 1-yr, 24-hr Post-Dev:
108,082 cf
Qv = (P-0.2S)^2/ (P+0.8S) ` A ` (43,560/12) _
(SCS Method)
P. Design Storm, 1-yr 24-hr Storm Rainfall depth
inch
A: Drainage Area
22.00 ac.
S = 1000/CN-10 =
1.90 inch
CN: Curve Number
84
• Estimated Storm Water Volume 10-yr, 24-hr Post-Dev:
Qv = (P-0.2S)^2/ (P+0.8S) ' A' (43,560/12) =
151,915 cf
(SCS Method)
P. Design Storm, 10-yr24-hrStorm Rainfall depth
3.46 inch
A: Drainage Area
22.00 ac.
S = 1000/CN-10 =
1.90 inch
CN: Curve Number
84
BMP Pond Storage Volume Provided:
Stage Surface Area Incremental Storage Total Storage
(ft) (sf) (cf)
(cf) Notes
FEMA 100 Year Flood Elevation @ 724.14' DPR Flood Study dated 6-1-2018
SHWTE and groundwater @ 722.28' per Summit Geo Report letter dated 11-14-17
716.0 2,000
0 0 Bottom of Pond
718.0 11,300
13,300 13,300
720.0 13,200
24,500 37,800
722.0 15,200
28,400 66,200
722.5 (Perm. W.S.) 18,000
8,300 74,500 Top of Perm. Pool
722.5 (Perm. W.S.) 18,000
0 0 Bottom of Temp. Pool
723.0 21,400
9,850 9,850
724.0 23,500
22,450 32,300
724.5 24,600
12,025 44,325
726.0 27,900
39,375 83,700
728.0 32,400
60,300 144,000
729.0 34,800
33,600 177,600
730.0 36,800
35,800 213,400 Top of Embankment
Static Water Quality Elevation @
724.26 ft
Static Channel Protection Elevation @
726.81 ft
T IPROJECTS12017 PROJECTS117031 The Village At Grande-1-GIICAI-CSIBMPIPhase 1117031-PHI-BMP Wet Pond.xls printed 101912018

Project: Village at Granite - Phasel DPR ASSOCIATES Prepared By: RJ
Job No.: 17031 BMP WETPOND #3 DESIGN Checked By: HN
Location: Granite Quarry, NC Date: 10-17-17
Sheet: 2 of 2 Revised: 2-26-18, RJ
* BMP POND
3
Orifice Calculations For Detawering Time Between 24 hrs to 120 hrs
WQv
38,493 cf
Average Surface Area
21,871 sf
Area of Outlet Orifice (sf), a =(2)(A)h^(l /2))/(c)(t)(2g)^(1 /2))
(NCDENR, Orifice Equation)
a = 0.084
where:
A=ResevoirArea, sf
21,871
Min. Orifice Diameter (inch), d = 3.93
h= Falling Head, ft
1.76
c= Discharge Coefficient
0.5
Orifice Diameter (inch) Used, d = 3.0
t= Time (48 Hrs), sec.
172,800
g=Accelleration, ff/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
74,500 cf
Average Surface Area
11,462 sf
Area of Outlet Orifice (sf), a =(2)(A)h^(l /2))/(c)(t)(2g)^(1 /2))
(NCDENR, Orifice Equation)
a = 0.169
where:
A= ResevoirArea, sf
11,462
Min. Orifice Diameter (inch), d = 5.58
h= Falling Head, ft
6.50
c= Discharge Coefficient
0.5
Orifice Diameter (inch) Used, d = 5.0
t= Time (24 Hrs), sec.
86,400
g=Accelleration, /Isec
32.2
a= Orifice Area (so
d= Orifice Diameter (inch)
Anti -Seep Collar Sizing
Outlet Pipe Size (I.D.) = 36 in
Outlet Pipe Size (O.D.) = 3.67 ft
L, Length of Outlet Pipe = 96 If
Min. Flow Length = 110.4 ft
Min. Flow Length = 115% of outlet pipe length
Total Lengh of Collar offset = 14.4 ft
Number of anti -seep collars 2
Offset per collar 7.2 ft
Min. Outside dimension ofeach collar 10.87 ft
Designed collars 2 at 10' x 10'
T.IPROJECTS12017 PROJECTS117031 The Village At Grande - LGIICALCSIBMPIPhase 1117031-PHI-BMP Wet Pond.xls printed 101912018

Pond Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Pond No. 3 - PH1 BMP 3 - WET POND
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 722.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 722.50
18,000
0
0
0.50 723.00
21,400
9,850
9,850
1.50 724.00
23,500
22,450
32,300
2.00 724.50
24,600
12,025
44,325
3.50 726.00
27,900
39,375
83,700
5.50 728.00
32,400
60,300
144,000
6.50 729.00
34,800
33,600
177,600
7.50 730.00
36,800
35,800
213,400
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 36.00
3.00
0.00
0.00
Span (in)
= 36.00
3.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 719.45
722.50
0.00
0.00
Length (ft)
= 90.00
0.50
0.00
0.00
Slope (%)
= 0.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
8.00
6.00
4.00
2.00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 17.00
10.00
0.00
0.00
Crest El. (ft)
= 726.50
728.00
0.00
0.00
Weir Coeff.
= 2.60
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
Yes
No
No
Exfil.(in/hr)
= 0.000 (by
Contour)
TW Elev. (ft)
= 723.00
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
9.00 18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00
Total Q
Elev (ft)
730.50
728.50
726.50
724.50
1 722.50
90.00
Discharge (cfs)

Project: Village at Granite DPR ASSOCIATES, INC Prepared By: RJ
Job No.: 17031 SAND FILTER-4 DESIGN Checked By: HN
Location: Granite Quarry, NC Date: 11-17-17
Sheet: 1 of 3 Revised 12-21-17
DESIGN CRITERIA PER NCDENR STORMWATER DESIGN MANUAL DATED JAN 2017
" BMP -SAND FILTER -WATER QUALITY CONTROL ONLY
4
" Total Drainage Area (A):
4.00 ac
" Total Impervious Area "I" USED = 48.0% (for Design)
1.92 ac
(See attached Impervious Calcs)
" Total Water Quality Volume To Treat (First 1" of Rainfall):
WQv = (P/12) (A) (RV) (43560) =
6,999 cf
(Simple Method, Schueler)
P: Water Quality Design Storm, 1st Inch of Rainfall
1 inch
A: Drainage Area (Impervious Area Only)
4.00 ac.
Rv: 0.05 + 0.009 (I) =
0.482
1: % of Impervious Area
48.0%
*Total Storm Water Volume Control 1-yr. 24-hr Post-Dev:
Qv = (P-0.2S)12/ (P+0.8S) " A " (43560/12) =
16,868 cf
(SCS Method)
P: Design Storm, 1-yr 24-hr Storm Rainfall depth
2.8 inch
A: Drainage Area
4.00 ac.
S = 1,000/CN-10 =
2.35 inch
CN: Curve Number
81
" Estimated Storm Water Volume 10-yr, 24-hr Post-Dev:
Qv = (P-0.2S)12/ (P+0.8S) " A " (43560/12) =
24,339 cf
(SCS Method)
P: Design Storm, 10-yr 24-hr Storm Rainfall depth
3.46 inch
A: Drainage Area
4.00 ac.
S = 1000/CN-10 =
2.35 inch
CN: Curve Number
81
"Sedimentation Chamber Volume Min. Required:
Vol -Pre = (0.2)(WQv) =
1 1,400 cf
" Sedimentation Chamber Volume Provided:
3,200 cf
" Filtration Media Surface Area Required:
Af=((WQv) (Df)]/ ((k) (Hf + Df) (Tf)] =
684 sf
(From Mecklenburg BMP Manual, Based on Darcy's Law)
WQv: Water quality volume
6,999 cf
Df.- Filter bed depth (2'.5 for Optimal Efficiency)
2.5 ft
k: Permeability coefficient of filter media
3.50 ft/day
(1.75" per hour, or 3.5' per day)
Hf.- Average height of water above filter bed, (half of pond depth, I'max)
0.94 ft
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
" Filtration Media Surface Area Provided:
700 sf
BMP Storacie Volume Provided:
Elevation Surface Area Incremental Storage
Total Storage
fts c
c
FEMA 100 Year Flood Elevation @ 723.37' (DPR Flood Study dated 6-1-2018)
SHWTE and groundwater @ 708.71' per Summit Geo Report letter dated 11-14-17
720.5 Bottom of Stone
721.5 Top of Stone/Bottom of Sand
724.0 Top of Sand Filter/ Bottom of Extended Dry Detention Pond
724.0 3,600 0
0 Bottom of Pond
726.0 5,600 9,200
9,200
728.0 7,800 13,400
22,600
730.0 10,300 18,100
40,700 Top of Embankment
Static Water Quality Elevation @
725.52 ft
Static Channel Protection Elevation @
727.14 ft
printed 811312018
T:IPROJECTSI2017 PROJECTS07031 The Village At Granite - LGACALCSOMPPhase 107031-PHI-BMP Sandfilterxls page 1 of 3

Project: Village at Granite DPR ASSOCIATES, INC Prepared By: RJ
Job No.: 17031 SAND FILTER-4 DESIGN Checked By: HN
Location: Granite Quarry, NC Date: 11-17-17
Sheet: 2 of 3 Revised 12-21-17
BMP - SAND FILTER
R \A/..L...- Il.-..... Il....... G1..... O..L.. Tl..-.. C.....J G:IL...- �I...J:..
Qo = WQv/Tf= (Af)(k)(Hf+Df)/Df=
0.0499 cfs
(Darcy's Law)
k: Permeability coefficient of filter media
3.50 ft/day
Af.- Surface area, sf
684 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 724.0 =
0.0000
cfs
Q o @ Median of WQv storage 724.8 =
0.0506
cfs
Q o @ Top of WQv storage 725.5 =
0.0620
cfs
'ime Drawdown from Inundation to Saturation surface
Tf = WQv / Qo
38.99 h rs
;izina Under Drain Pipes
Q: Draw down rate thru sand filter
0.0499 cfs
Use [2]-17 If of 6" PVC or Sch 40,
Use 2 of
w/3/8"perforations spaced 3"on center, 4 rows w/90-deg apart
17 LF of 6
inch
# of Perforation = (# pipes)(4 rows/ft) (Linear feet/per pipe -2') (4 holes/row)
= (2 pip es) (4)(17If) (4)
20 holes
Capacity of one hole (3/8") = CA(2gh)1(0.5) (orifice equation)
0.0078 cfs
c= Discharge Coefficient 0.6
g= Accelleration, ft/sq.sec 32.2
a= Orifice Area (sf) of 3/8" hole 0.0008
h= head above perforation 4.5
Total Capacity = Capacity of 1 hole x # of holes
0.1566 cfs
Total Capacity w/ 50% lost to clogging
0.0783 cfs
Underdrain Pipe Capacity= 1.49/n(A)(A/P)1(2/3) (S)10.5 (Manning Eq)
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.
OK
(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 8,434 cf
Average Surface Area 5,549 sf
Area of Outlet Orifice (sf), a =(2)(A)h^(1/2))/(c)(t)(2g)A(1/2))
a = 0.021
NCDENR, Orifice E uatio,
where:
A= ResevoirArea, sf 5,549
Max. Orifice Diameter (inch), d = 1.98
h= Falling Head, ft 1.42
c= Discharge Coefficient 0.6
Orifice Diameter (inch) Used, d = 2.5
t= Time ( 36 hrs), sec. 129,600
g= Accelleration, ft/sq.sec 32.2
a= Orifice Area (sf)
d= Orifice Diameter (inch)
Qo = WQv / Tf 0.0781 cfs
(Darcy's Law)
CPv: 1-yr Storm Volume 16,868 cf
Tf.- 2 days beyond center of 24hr-storm, 60 hours 216,000 sec
printed 811312018
T:IPROJECTSI2017 PROJECTS07031 The Village At Granite - LGACALCSOMPIPhase 107031-PHI-BMP Sandfilterxls page 2 of 3

Project: Village at Granite DPR ASSOCIATES, INC Prepared By: RJ
Job No.: 17031 SAND FILTER-4 DESIGN Checked By: HN
Location: Granite Quarry, NC Date: 11-17-17
Sheet: 3 of 3 Revised 12-21-17
* BMP - SAND FILTER
Anti -Seep Collar Sizing
Outlet Pipe Size (I.D.) =
24
in
Outlet Pipe Size (O.D.) =
2.50
ft
L, Length of Outlet Pipe =
40
If
Min. Flow Length =
46.0
ft Min. Flow Length = 115% of outlet pipe
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
5.50
ft
Designed collars
2 at 5.5' x 5.5'
printed 811312018
T.IPROJECTS12017 PROJECTS117031 The Village At Grande - LGIICALCSIBMPIPhase 1117031-PHI-BMP Sandfidecxls page 3 of 3

Pond Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Pond No. 4 - PH1 BMP 4 - SANDFILTER
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 724.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 724.00 3,600 0 0
2.00 726.00 5,600 9,200 9,200
4.00 728.00 7,800 13,400 22,600
6.00 730.00 10,300 18,100 40,700
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 24.00
3.00
0.00
0.00
Span (in)
= 24.00
3.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 720.40
725.60
0.00
0.00
Length (ft)
= 40.00
0.50
0.00
0.00
Slope (%)
= 1.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
6.00
6X0I01
4.00
3.00
2.00
1.00
0.00 I I
0.00 4.00
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 13.30
0.00
0.00
0.00
Crest El. (ft)
= 727.20
0.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= 1
---
---
---
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)
730.00
729.00
728.00
727.00
726.00
725.00
I 724.00
8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00 48.00
Discharge (cfs)

Project: Village at Granite DPR ASSOCIATES, INC Prepared By: RJ
Job No.: 17031 SAND FILTER-1 DESIGN Checked By: HN
Location: Granite Quarry, NC Date: 10-17-17
Sheet: 1 of 2 Revised: 12-21-17
DESIGN CRITERIA PER NCDENR STORMWA TER DESIGN MANUAL DATED JAN 2017
"BMP-DRYPOND
6
" Total Drainage Area:
6.00 ac
*Total Storm Water Volume Control 1-vr. 24-hr Post-Dev:
Qv = (P-0.2S)12/ (P+0.8S) " A " (43560/12) =
16,053 cf
(SCS Method)
P: Design Storm, 1-yr 24-hr Storm Rainfall depth
2.80 inch
A: Drainage Area
6.00 ac.
S = 1,0001CN-10 =
3.70 inch
CN: Curve Number
73
Estimated Storm Water Volume 10-yr, 24-hr Post-Dev:
Qv = (P-0.2S)12/ (P+0.8S) " A " (43560/12) =
25,109 cf
(SCS Method)
P: Design Storm, 10-yr 24-hr Storm Rainfall depth
3.46 inch
A: Drainage Area
6.00 ac.
S = 1000/CN-10 =
3.70 inch
CN: Curve Number
73
BMP Storage Volume Provided:
Elevation Surface Area Storage
Total Storage
fts c
c
753.0 3,100 0
0 Bottom of Pond
754.0 9,600 6,350
6,350
756.0 12,700 22,300
28,650
758.0 16,100 28,800
57,450
758.5 17,000 8,275
65,725 Top of Embankment
Static Channel Protection Elevation @
755.13 ft
Orifice Calcs For Channel Protection Dewaterina Time 2 days (48 hrs) Beyond Center of 24-hr Storm
(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
8,027 cf
Average Surface Area
3,768 sf
Area of Outlet Orifice (sf), a =(2)(A)h^(1/2))/(c)(t)(2g)1(1/2))
NCDENR, Orifice Equation)
a = 0.017
where:
A= ResevoirArea, sf 3,768
Max. Orifice Diameter (inch), d = 1.79
h= Falling Head, ft 2.06
c= Discharge Coefficient 0.6
Orifice Diameter (inch) Used, d = 1.8
t= Time ( 36 hrs), sec. 129,600
g= Accelleration, ft/sq.sec 32.2
a= Orifice Area (sf)
d= Orifice Diameter (inch)
printed 101912018
T:IPROJECTSI2017 PROJECTS07031 The Village At Granite - LGACALCSOMPPhase 107031-PHI-BMP Dry Detention.xls page 1 of 2

Project: Village at Granite
DPR ASSOCIATES, INC
Job No.: 17031
SAND FILTER-1 DESIGN
Location: Granite Quarry, NC
Sheet: 2 of 2
BMP - SAND FILTER
Anti -Seep Collar Sizing
Outlet Pipe Size (I.D.) =
24 in
Outlet Pipe Size (O.D.) =
2.50 ft
L, Length of Outlet Pipe =
53 If
Min. Flow Length =
61.0 ft
Total Lengh of Collar offset =
8.0 ft
Number of anti -seep collars
2
Offset per collar
4.0 ft
Min.
Outside dimension of each collar
6.48 ft
Designed collars 2 at 6.5' x 6.5'
Prepared By: RJ
Checked By: HN
Date: 10-17-17
Revised: 12-21-17
Min. Flow Length = 115% of outlet pipe
printed 10192018
T.IPROJECTS12017 PROJECTS117031 The Village At Grande - LGIICALCSIBMPIPhase 1117031-PHI-BMP Dry Detention.xls page 2 of 2

Pond Report s
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Pond No. 1 - PH1 BMP 6 - DRY DETENTION
Pond Data
Contours -User-defined contour areas. Average end area method
used for volume calculation. Begining Elevation = 753.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 753.00 3,100
0
0
1.00 754.00 9,600
6,350
6,350
3.00 756.00 12,700
22,300
28,650
5.00 758.00 16,100
28,800
57,450
5.50 758.50 17,000
8,275
65,725
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
1.80
0.00
0.00
Crest Len (ft)
= 13.30
0.00
0.00
0.00
Span (in)
= 24.00
1.80
0.00
0.00
Crest El. (ft)
= 755.20
0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 753.00
754.00
0.00
0.00
Weir Type
= 1
---
---
---
Length (ft)
= 53.00
0.50
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.56
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 753.50
Stage (ft)
6.00
6'110101
4.00
3.00
2.00
1.00
0.00 ' '
0.00 3.00
Total Q
6.00
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)
759.00
757.00
756.00
755.00
754.00
753.00
9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00
Discharge (cfs)

DPR ASSOCIATES, INC
BMP OUTLET STRUCTURE
BOUYANCY CALCULATION
OUTLET STRUCTURE BOUYANCYCALCULATION
NC DOT #840.N
BMP Number
BMP #1
BMP #2
BMP
BMP #4
BMP #6
Structure Number
1400
2-200
3-40
44-200
5-106
WEIGHT OF DISPLACED WATER BY STRUCTURE
Volume of riser:
Outlet Pipe Diameter (in) =
18
36
36
24
24
Outside Length (ft) =
5.00
5.50
5.50
5.00
5.00
Outside Width (ft) =
3.67
5.00
5.00
3.67
3.67
Wall Thickness (ft) =
0.50
0.50
0.50
0.50
0.50
Weir Elev (ft) =
736.00
736.00
731.80
726.50
755.20
I nvert Out (ft) =
728.36
728.35
724.33
719.45
753.00
Height of Weir to Invert Out (ft) =
7.64
7.65
7.47
7.05
2.20
Riser Volume (cu.ft) =
140.07
210.37
205.42
129.25
40.33
Length (ft) =
6.00
6.50
6.50
6.00
6.00
Width (ft) =
4.67
6.00
6.00
4.67
4.67
Height (ft) =
0.67
0.67
0.67
0.67
0.67
Base Volume (cu.ft) =
18.67
26.00
26.00
18.67
18.67
Total Volume of Structure:
158.73
236.38
231.43
147.92
59.00
Weight of Water (lbs/cu.ft) =
62.4
62.4
' 62.4
62.4
62.4
Weight of Water Displaced (Ibs)
9,905
14,750
14,441
9,230
3,682
Volume of Base (cu ft) =
18.67
26.00
26.00
18.67
18.67
Volume of riser:
Outside Area (sf) =
18.33
27.50
27.50
18.33
18.33
Inside Area (sf) =
10.67
18.00
18.00
10.67
10.67
Net Area (sf) =
7.67
9.50
9.50
7.67
7.67
Height of Riser to Weir (ft) =
7.64
7.65
7.47
7.05
2.20
Volume of Riser (cu ft) =
58.57
72.67
70.96
54.05
16.87
Area Loss for outlet pipe opening (sf):
1.77
7.07
M 7.07 Mini
3.14
3.14
Volume Loss for outlet pipe opening (cu.ft):
-0.88
-3.53
-3.53
-1.57
-1.57
Net Volume of Riser (sf) =
57.69
69.14
67.43
52.48
15.30
Volume of Posts (cu.ft):
Weir Height (in) =
6.00
6.00
6.00
6.00
6.00
Volume of Posts (cu.ft) =
0.89
0.89
0.89
0.89
0.89
Volume of Top Slab (cu.ft):
Length (ft) =
5.00
5.50
5.50
5.00
5.00
Width (ft) =
3.67
5.00
5.00
3.67
3.67
Thickness (in) =
6.00
6.00
6.00
6.00
6.00
Volume of Top slab (cu.ft) =
9.17
13.75
13.75
9.17
9.17
Volume Loss for Opening for Frame/Cover (cu ft) =
1.83
1.83
1.83
1.83
1.83
Volume of Top slab (cu.ft) =
7.33
11.92
11.92
7.33
7.33
Weight of Concrete in Structure (Ibs) =
13,533
17,272
16,998
12,699
6,750
Weight of Ring and Cover (Ibs) =
230
230
230
fi
230
230
Total Weight Structure (Ibs) =
13,763
17,502
17,228
12,929
6,980
Length (ft) = 6.00 6.50 6.50 6.00 6.00
Width (ft) = 4.67 6.00 6.00 4.67 4.67
Height (ft) = 0.00 0.00 0.00 0.00 0.00
Anchor Block Volume (cu.ft) = 0.0 0.0 0.0 0.0 0.0
Weight of Water (lbs/cu.ft) = 62.4 62.4 62.4 62.4 62.4
Weiaht of Water Displaced by Anchor Block (Ibs) 0 0 0 0 0
Weight of Anchor Block (Ibs) 0 0 0 0 0
Not Required Not Required Not Required Not Required Not Required
Weight of Water Displaced (Ibs) =
9,905
14,750
14,441
9,230
3,682
Total Weight Structure (Ibs) =
13,763
17,502
17,228
12,929
6,980
Bouyancy (Ibs) =
3,858
2,752
2,787
3,699
3,298
Safety Factor =
1.39
1.19
1.19
1.40
1.90
Includes anchor block, if needed
T.IPRQIECTS12017 PRQIECTSI17031 The Village At Granite - LGIICALCSIBMPIPhase 1117031-PH1 BMP Anchor Block.xls printed 10/102018

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

Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
1.670
2
730
8,486
------
------
------
PH1 PRE -BMP 1
2
SCS Runoff
7.971
2
726
27,035
------
------
------
PH1 PRE - BMP 2
3
SCS Runoff
8.685
2
732
40,180
------
------
------
PH1 PRE - BMP 3
4
SCS Runoff
1.415
2
726
6,232
------
------
------
PH1 PRE - BMP 4
5
SCS Runoff
2.098
2
726
7,114
------
------
------
PH1 PRE - BMP 5
6
SCS Runoff
1.675
2
718
4,662
------
------
------
PH1 PRE -UNDET.
8
Combine
10.37
2
732
47,295
3, 5,
------
------
PH1 PRE - BMP 3 & 5
10
SCS Runoff
11.41
2
716
23,029
------
------
------
PH1 POST - BMP 1
11
SCS Runoff
22.59
2
716
45,713
------
------
------
PH1 POST - BMP 2
12
SCS Runoff
50.19
2
716
101,326
------
------
------
PH1 POST - BMP 3
13
SCS Runoff
7.892
2
718
15,814
------
------
------
PH1 POST - BMP 4
14
SCS Runoff
4.137
2
718
8,662
------
------
------
PH1 POST - UNDET.
16
Reservoir
0.197
2
1060
15,252
10
734.92
16,122
PH1 ROUTED - BMP 1
17
Reservoir
0.255
2
1222
28,763
11
731.09
35,490
PH1 ROUTED - BMP 2
18
Reservoir
0.411
2
1442
86,336
12
726.02
84,243
PH1 ROUTED - BMP 3
19
Reservoir
0.163
2
996
8,440
13
726.20
10,559
PH1 ROUTED - BMP 4
20
SCS Runoff
4.137
2
718
8,662
------
------
------
PH1 POST - UNDET.
17031-PH1-BMP Hydraflow.gpw
Return Period: 1 Year
Tuesday, 10 / 16 / 2018

Hydrograph Report
2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
PH1 PRE -BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 5.500 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (Cfs)
2.00
1.00
M
PH1 PRE - BMP 1
Hyd. No. 1 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 1
Tuesday, 10 / 16 / 2018
= 1.670 cfs
= 730 min
= 8,486 cuft
= 65
= 0 ft
= 22.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
3
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
PH1 PRE - BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 9.500 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (Cfs)
8.00
WE
4.00
2.00
0.00
0 120 240 360
— Hyd No. 2
PH1 PRE - BMP 2
Hyd. No. 2 -- 1 Year
480 600 720 840
Tuesday, 10 / 16 / 2018
= 7.971 cfs
= 726 min
= 27,035 cuft
= 74
= 0 ft
= 18.00 min
= Type II
= 484
Q (cfs)
8.00
. ��
4.00
2.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
PH1 PRE - BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 16.000 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (Cfs)
10.00
More
4.00
2.00
M
PH1 PRE - BMP 3
Hyd. No. 3 -- 1 Year
120 240 360 480 600 720 840
Hyd No. 3
Tuesday, 10 / 16 / 2018
= 8.685 cfs
= 732 min
= 40,180 cuft
= 72
= 0 ft
= 27.00 min
= Type II
= 484
Q (cfs)
10.00
MIX
ItM
4.00
2.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 4
PH1 PRE - BMP 4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 5.000 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (Cfs)
2.00
1.00
M
PH1 PRE - BMP 4
Hyd. No. 4 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 4
Tuesday, 10 / 16 / 2018
= 1.415 cfs
= 726 min
= 6,232 cuft
= 63
= 0 ft
= 15.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
6
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 5
PH1 PRE - BMP 5
Hydrograph type
= SCS Runoff
Peak discharge
= 2.098 cfs
Storm frequency
= 1 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 7,114 cuft
Drainage area
= 2.500 ac
Curve number
= 74
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 2.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 PRE - BMP 5
Q (Cfs) Hyd. No. 5 -- 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
Hyd No. 5 Time (min)

Hydrograph Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 6
PH1 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 4.300 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (Cfs)
2.00
1.00
M
PH1 PRE - UNDET.
Hyd. No. 6 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 6
Tuesday, 10 / 16 / 2018
= 1.675 cfs
= 718 min
= 4,662 cuft
= 61.9
= 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
8
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 8
PH1 PRE-BMP3&5
Hydrograph type
= Combine
Peak discharge
= 10.37 cfs
Storm frequency
= 1 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 47,295 cuft
Inflow hyds.
= 3, 5
Contrib. drain. area
= 18.500 ac
Q (cfs)
12.00
10.00
m
.M
4.00
2.00
PH1 PRE - BMP 3 & 5
Hyd. No. 8 -- 1 Year
0.00 ' '
0 120 240 360 480 600
Hyd No. 8 Hyd No. 3
720
Q (cfs)
12.00
10.00
M
M
4.00
2.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 10
PH1 POST -BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
= 11.41 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 23,029 cuft
Drainage area
= 5.000 ac
Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
12.00
10.00
M
.M
4.00
2.00
PH1 POST - BMP 1
Hyd. No. 10 -- 1 Year
Q (cfs)
12.00
10.00
M
M
4.00
2.00
0.00 ' — ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 11
PH1 POST - BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
= 22.59 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 45,713 cuft
Drainage area
= 9.000 ac
Curve number
= 86
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
24.00
20.00
16.00
12.00
M
4.00
PH1 POST - BMP 2
Hyd. No. 11 -- 1 Year
Q (cfs)
24.00
20.00
16.00
12.00
M
M
0.00 1 1 1 1'- ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 11 Time (min)

Hydrograph
Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 12
PH1 POST - BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 50.19 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 101,326 cuft
Drainage area
= 22.000 ac
Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 POST - BMP 3
Q (Cfs) Hyd. No. 12 -- 1 Year Q (cfs)
60.00 60.00
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. 12 Time (min)

Hydrograph Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 13
PH1 POST - BMP 4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 4.000 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (Cfs)
8.00
WE
4.00
2.00
0.00
0 120 240 360
— Hyd No. 13
PH1 POST - BMP 4
Hyd. No. 13 -- 1 Year
480 600 720 840
Tuesday, 10 / 16 / 2018
= 7.892 cfs
= 718 min
= 15,814 cuft
= 81
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
8.00
. ��
4.00
2.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 14
PH1 POST - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 4.137 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 8,662 cuft
Drainage area
= 4.200 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
P11-111 POST - UNDET.
Q (Cfs) Hyd. No. 14 -- 1 Year Q (cfs)
5.00 5.00
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. 14 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 16
PH1 ROUTED - BMP 1
Hydrograph type
= Reservoir
Peak discharge
= 0.197 cfs
Storm frequency
= 1 yrs
Time to peak
= 1060 min
Time interval
= 2 min
Hyd. volume
= 15,252 cuft
Inflow hyd. No.
= 10-PH1 POST - BMP 1
Max. Elevation
= 734.92 ft
Reservoir name
= PH1 BMP 1 - SANDFILTER
Max. Storage
= 16,122 cuft
Storage Indication method used.
PH1 ROUTED - BMP 1
Q (cfs) Hyd. No. 16 -- 1 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 16 Hyd No. 10 0 Total storage used = 16,122 cult

Pond Report
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Pond No. 1 - PH1 BMP 1 - SANDFILTER
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 733.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 733.00 7,000 0 0
1.00 734.00 8,100 7,550 7,550
3.00 736.00 10,500 18,600 26,150
5.00 738.00 12,700 23,200 49,350
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 18.00
3.00
0.00
0.00
Span (in)
= 18.00
3.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 728.35
734.10
0.00
0.00
Length (ft)
= 66.00
0.50
0.00
0.00
Slope (%)
= 0.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0.00 ' '
0.00 3.00
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 13.30
10.00
0.00
0.00
Crest El. (ft)
= 736.00
737.00
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
Yes
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).
6.00 9.00
Stage / Discharge
Elev (ft)
738.00
737.00
736.00
735.00
734.00
733.00
12.00 15.00 18.00 21.00 24.00 27.00
Discharge (cfs)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 17
PH1 ROUTED - BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 0.255 cfs
Storm frequency
= 1 yrs
Time to peak
= 1222 min
Time interval
= 2 min
Hyd. volume
= 28,763 cuft
Inflow hyd. No.
= 11 -PH1 POST - BMP 2
Max. Elevation
= 731.09 ft
Reservoir name
= PH1 BMP 2 - SANDFILTER
Max. Storage
= 35,490 cuft
Storage Indication method used.
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 '
0 480
Hyd No. 17
PH1 ROUTED - BMP 2
Hyd. No. 17 -- 1 Year
Q (cfs)
24.00
20.00
16.00
12.00
m
4.00
0.00
1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
Hyd No. 11 0 Total storage used = 35,490 cult

Pond Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Pond No. 2 - PH1 BMP 2 - SANDFILTER
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 728.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 728.00 5,300 0 0
2.00 730.00 13,500 18,800 18,800
4.00 732.00 17,100 30,600 49,400
6.00 734.00 20,900 38,000 87,400
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 36.00
3.00
0.00
0.00
Span (in)
= 36.00
3.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 724.33
729.80
0.00
0.00
Length (ft)
= 32.00
0.50
0.00
0.00
Slope (%)
= 1.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
6.00
6X0I01
4.00
3.00
2.00
1.00
0.00 ' 1'
0.00 10.00 20.00
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 17.00
0.00
0.00
0.00
Crest El. (ft)
= 731.80
0.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= 1
---
---
---
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
30.00 40.00 50.00 60.00 70.00
Elev (ft)
734.00
111111036191I91
732.00
731.00
730.00
729.00
728.00
80.00 90.00 100.00
Discharge (cfs)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 18
PH1 ROUTED - BMP 3
Hydrograph type
= Reservoir
Peak discharge
= 0.411 cfs
Storm frequency
= 1 yrs
Time to peak
= 1442 min
Time interval
= 2 min
Hyd. volume
= 86,336 cuft
Inflow hyd. No.
= 12 - PH1 POST - BMP 3
Max. Elevation
= 726.02 ft
Reservoir name
= PH1 BMP 3 -WET POND
Max. Storage
= 84,243 cuft
Storage Indication method used.
PH1 ROUTED - BMP 3
Q (cfs) Hyd. No. 18 -- 1 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 18 Hyd No. 12 Total storage used = 84,243 cuft

Pond Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Pond No. 3 - PH1 BMP 3 - WET POND
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 722.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 722.50
18,000
0
0
0.50 723.00
21,400
9,850
9,850
1.50 724.00
23,500
22,450
32,300
2.00 724.50
24,600
12,025
44,325
3.50 726.00
27,900
39,375
83,700
5.50 728.00
32,400
60,300
144,000
6.50 729.00
34,800
33,600
177,600
7.50 730.00
36,800
35,800
213,400
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 36.00
3.00
0.00
0.00
Span (in)
= 36.00
3.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 719.45
722.50
0.00
0.00
Length (ft)
= 90.00
0.50
0.00
0.00
Slope (%)
= 0.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
8.00
6.00
4.00
2.00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 17.00
10.00
0.00
0.00
Crest El. (ft)
= 726.50
728.00
0.00
0.00
Weir Coeff.
= 2.60
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
Yes
No
No
Exfil.(in/hr)
= 0.000 (by
Contour)
TW Elev. (ft)
= 723.00
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
9.00 18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00
Total Q
Elev (ft)
730.50
728.50
726.50
724.50
1 722.50
90.00
Discharge (cfs)

Hydrograph
Report
20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 19
PH1 ROUTED - BMP
4
Hydrograph type
= Reservoir
Peak discharge
= 0.163 cfs
Storm frequency
= 1 yrs
Time to peak
= 996 min
Time interval
= 2 min
Hyd. volume
= 8,440 cuft
Inflow hyd. No.
= 13 - PH1 POST - BMP 4
Max. Elevation
= 726.20 ft
Reservoir name
= PH1 BMP 4 - SANDFILTER
Max. Storage
= 10,559 cuft
Storage Indication method used
Q (cfs)
8.00
WE
4.00
2.00
PH1 ROUTED - BMP 4
Hyd. No. 19 -- 1 Year
240 480 720 960 1200 1440 1680 1920 2160 2400
Hyd No. 19 Hyd No. 13 Total storage used = 10,559 cuft
Q (cfs)
8.00
WE
4.00
2.00
0.00
2640
Time (min)

Pond Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Pond No. 4 - PH1 BMP 4 - SANDFILTER
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 724.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 724.00 3,600 0 0
2.00 726.00 5,600 9,200 9,200
4.00 728.00 7,800 13,400 22,600
6.00 730.00 10,300 18,100 40,700
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 24.00
3.00
0.00
0.00
Span (in)
= 24.00
3.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 720.40
725.60
0.00
0.00
Length (ft)
= 40.00
0.50
0.00
0.00
Slope (%)
= 1.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
6.00
6X0I01
4.00
3.00
2.00
1.00
0.00 I I
0.00 4.00
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 13.30
0.00
0.00
0.00
Crest El. (ft)
= 727.20
0.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= 1
---
---
---
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)
730.00
729.00
728.00
727.00
726.00
725.00
I 724.00
8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00 48.00
Discharge (cfs)

Hydrograph
Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 20
PH1 POST - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 4.137 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 8,662 cuft
Drainage area
= 4.200 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
P11-111 POST - UNDET.
Q (Cfs) Hyd. No. 20 -- 1 Year Q (cfs)
5.00 5.00
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. 20 Time (min)

23
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
3.289
2
728
14,021
------
------
------
PH1 PRE -BMP 1
2
SCS Runoff
12.24
2
726
39,928
------
------
------
PH1 PRE - BMP 2
3
SCS Runoff
14.04
2
732
60,589
------
------
------
PH1 PRE - BMP 3
4
SCS Runoff
3.036
2
724
10,653
------
------
------
PH1 PRE - BMP 4
5
SCS Runoff
3.221
2
726
10,507
------
------
------
PH1 PRE - BMP 5
6
SCS Runoff
3.607
2
718
8,135
------
------
------
PH1 PRE -UNDET.
8
Combine
16.64
2
730
71,097
3, 5,
------
------
PH1 PRE - BMP 3 & 5
10
SCS Runoff
15.41
2
716
31,209
------
------
------
PH1 POST- BMP 1
11
SCS Runoff
29.95
2
716
61,026
------
------
------
PH1 POST - BMP 2
12
SCS Runoff
67.80
2
716
137,320
------
------
------
PH1 POST - BMP 3
13
SCS Runoff
10.87
2
716
21,942
------
------
------
PH1 POST - BMP 4
14
SCS Runoff
6.600
2
718
13,362
------
------
------
PH1 POST - UNDET.
16
Reservoir
0.270
2
1024
23,369
10
735.53
21,804
PH1 ROUTED - BMP 1
17
Reservoir
0.503
2
1028
44,071
11
731.81
46,448
PH1 ROUTED - BMP 2
18
Reservoir
1.423
2
948
118,514
12
726.54
99,985
PH1 ROUTED - BMP 3
19
Reservoir
0.241
2
950
14,568
13
726.77
14,326
PH1 ROUTED - BMP 4
20
SCS Runoff
6.600
2
718
13,362
------
------
------
PH1 POST - UNDET.
17031-PH1-BMP Hydraflow.gpw
Return Period: 2 Year
Tuesday, 10 / 16 / 2018

Hydrograph
Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 1
PH1 PRE -BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
= 3.289 cfs
Storm frequency
= 2 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 14,021 cuft
Drainage area
= 5.500 ac
Curve number
= 65
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 22.00 min
Total precip.
= 3.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 PRE - BMP 1
Q (Cfs) Hyd. No. 1 -- 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. 1 Time (min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 2
PH1 PRE - BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
= 12.24 cfs
Storm frequency
= 2 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 39,928 cuft
Drainage area
= 9.500 ac
Curve number
= 74
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 3.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
14.00
12.00
10.00
00
. We
M
2.00
M
PH1 PRE - BMP 2
Hyd. No. 2 -- 2 Year
Q (cfs)
14.00
12.00
10.00
ItM
MIX
4.00
0.00
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® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 3
PH1 PRE - BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 14.04 cfs
Storm frequency
= 2 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 60,589 cuft
Drainage area
= 16.000 ac
Curve number
= 72
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 27.00 min
Total precip.
= 3.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 PRE - BMP 3
Q (Cfs) Hyd. No. 3 -- 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
— Hyd No. 3 Time (min)

Hydrograph
Report
27
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 4
PH1 PRE - BMP 4
Hydrograph type
= SCS Runoff
Peak discharge
= 3.036 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 10,653 cuft
Drainage area
= 5.000 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 15.00 min
Total precip.
= 3.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 PRE - BMP 4
Q (Cfs) Hyd. No. 4 -- 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. 4 Time (min)

Hydrograph
Report
28
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 5
PH1 PRE - BMP 5
Hydrograph type
= SCS Runoff
Peak discharge
= 3.221 cfs
Storm frequency
= 2 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 10,507 cuft
Drainage area
= 2.500 ac
Curve number
= 74
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 3.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 PRE - BMP 5
Q (Cfs) Hyd. No. 5 -- 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. 5 Time (min)

Hydrograph
Report
29
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 6
PH1 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 3.607 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 8,135 cuft
Drainage area
= 4.300 ac
Curve number
= 61.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 PRE - UNDET.
Q (Cfs) Hyd. No. 6 -- 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. 6 Time (min)

Hydrograph
Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 8
PH1 PRE-BMP3&5
Hydrograph type
= Combine
Peak discharge
= 16.64 cfs
Storm frequency
= 2 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 71,097 cuft
Inflow hyds.
= 3, 5
Contrib. drain. area
= 18.500 ac
Q (cfs)
18.00
15.00
12.00
•M
.M
3.00
PH1 PRE - BMP 3 & 5
Hyd. No. 8 -- 2 Year
Q (cfs)
18.00
15.00
12.00
M
M
3.00
0.00 ' J ' ---7 -------- I I I- ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 3 Hyd No. 5

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 10
PH1 POST -BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
= 15.41 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 31,209 cuft
Drainage area
= 5.000 ac
Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
•M
.M
3.00
a�ais
PH1 POST - BMP 1
Hyd. No. 10 -- 2 Year
Q (cfs)
18.00
15.00
12.00
M
M
3.00
�S
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 10 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 11
PH1 POST - BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
= 29.95 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 61,026 cuft
Drainage area
= 9.000 ac
Curve number
= 86
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
30.00
25.00
15.00
10.00
5.00
PH1 POST - BMP 2
Hyd. No. 11 -- 2 Year
Q (cfs)
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
— Hyd No. 11 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 12
PH1 POST - BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 67.80 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 137,320 cuft
Drainage area
= 22.000 ac
Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
70.00
-1 ••
50.00
F• ••
30.00
20.00
10.00
Q (cfs)
70.00
•• •It
50.00
E• •�
30.00
20.00
10.00
0.00 1 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 12 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 13
PH1 POST - BMP 4
Hydrograph type
= SCS Runoff
Peak discharge
= 10.87 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 21,942 cuft
Drainage area
= 4.000 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
12.00
10.00
WE
WE
M
2.00
M
PH1 POST - BMP 4
Hyd. No. 13 -- 2 Year
Q (cfs)
12.00
10.00
M.
. ��
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)

Hydrograph Report
35
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 14
PH1 POST -UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 4.200 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.38 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
7.00
5.00
3.00
2.00
1.00
P11-111 POST - UNDET.
Hyd. No. 14 -- 2 Year
0.00 ' '
0 120 240 360 480 600
Hyd No. 14
Tuesday, 10 / 16 / 2018
= 6.600 cfs
= 718 min
= 13,362 cuft
= 70
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
7.00
5.00
4.00
3.00
2.00
1.00
' ' ' 0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 16
PH1 ROUTED - BMP 1
Hydrograph type
= Reservoir
Peak discharge
= 0.270 cfs
Storm frequency
= 2 yrs
Time to peak
= 1024 min
Time interval
= 2 min
Hyd. volume
= 23,369 cuft
Inflow hyd. No.
= 10-PH1 POST - BMP 1
Max. Elevation
= 735.53 ft
Reservoir name
= PH1 BMP 1 - SANDFILTER
Max. Storage
= 21,804 cuft
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
.M
3.00
a�ais
PH1 ROUTED - BMP 1
Hyd. No. 16 -- 2 Year
Q (cfs)
18.00
15.00
12.00
3.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 16 Hyd No. 10 0 Total storage used = 21,804 cult

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 17
PH1 ROUTED - BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 0.503 cfs
Storm frequency
= 2 yrs
Time to peak
= 1028 min
Time interval
= 2 min
Hyd. volume
= 44,071 cuft
Inflow hyd. No.
= 11 - PH1 POST - BMP 2
Max. Elevation
= 731.81 ft
Reservoir name
= PH1 BMP 2 - SANDFILTER
Max. Storage
= 46,448 cuft
Storage Indication method used.
PH1 ROUTED - BMP 2
Q (cfs) Hyd. No. 17 -- 2 Year Q (cfs)
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 - 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
— Hyd No. 17 Hyd No. 11 Total storage used = 46,448 cuft

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 18
PH1 ROUTED - BMP 3
Hydrograph type
= Reservoir
Peak discharge
= 1.423 cfs
Storm frequency
= 2 yrs
Time to peak
= 948 min
Time interval
= 2 min
Hyd. volume
= 118,514 cuft
Inflow hyd. No.
= 12 - PH1 POST - BMP 3
Max. Elevation
= 726.54 ft
Reservoir name
= PH1 BMP 3 -WET POND
Max. Storage
= 99,985 cuft
Storage Indication method used.
PH1 ROUTED - BMP 3
Q (cfs) Hyd. No. 18 -- 2 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 18 Hyd No. 12 Total storage used = 99,985 cuft

Hydrograph
Report
39
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 19
PH1 ROUTED - BMP
4
Hydrograph type
= Reservoir
Peak discharge
= 0.241 cfs
Storm frequency
= 2 yrs
Time to peak
= 950 min
Time interval
= 2 min
Hyd. volume
= 14,568 cuft
Inflow hyd. No.
= 13 - PH1 POST - BMP 4
Max. Elevation
= 726.77 ft
Reservoir name
= PH1 BMP 4 - SANDFILTER
Max. Storage
= 14,326 cuft
Storage Indication method used
PH1 ROUTED - BMP 4
Q (cfs) Hyd. No. 19 -- 2 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 19 Hyd No. 13 0 Total storage used = 14,326 cult

Hydrograph Report
40
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 20
PH1 POST -UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 4.200 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.38 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
7.00
5.00
3.00
2.00
1.00
P11-111 POST - UNDET.
Hyd. No. 20 -- 2 Year
0.00 ' '
0 120 240 360 480 600
Hyd No. 20
Tuesday, 10 / 16 / 2018
= 6.600 cfs
= 718 min
= 13,362 cuft
= 70
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
7.00
5.00
4.00
3.00
2.00
1.00
' ' ' 0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

41
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
8.897
2
728
32,525
------
------
------
PH1 PRE -BMP 1
2
SCS Runoff
25.19
2
724
79,337
------
------
------
PH1 PRE - BMP 2
3
SCS Runoff
30.47
2
732
124,085
------
------
------
PH1 PRE - BMP 3
4
SCS Runoff
8.691
2
724
25,809
------
------
------
PH1 PRE - BMP 4
5
SCS Runoff
6.628
2
724
20,878
------
------
------
PH1 PRE - BMP 5
6
SCS Runoff
10.01
2
718
20,229
------
------
------
PH1 PRE -UNDET.
8
Combine
36.02
2
730
144,963
3, 5,
------
------
PH1 PRE - BMP 3 & 5
10
SCS Runoff
26.39
2
716
54,404
------
------
------
PH1 POST - BMP 1
11
SCS Runoff
49.89
2
716
103,903
------
------
------
PH1 POST - BMP 2
12
SCS Runoff
116.13
2
716
239,380
------
------
------
PH1 POST - BMP 3
13
SCS Runoff
19.46
2
716
39,677
------
------
------
PH1 POST - BMP 4
14
SCS Runoff
14.12
2
718
28,260
------
------
------
PH1 POST - UNDET.
16
Reservoir
4.816
2
726
46,497
10
736.22
28,637
PH1 ROUTED - BMP 1
17
Reservoir
15.79
2
724
86,947
11
732.23
53,551
PH1 ROUTED - BMP 2
18
Reservoir
29.10
2
724
220,285
12
727.25
121,287
PH1 ROUTED - BMP 3
19
Reservoir
6.694
2
724
32,303
13
727.48
19,027
PH1 ROUTED - BMP 4
20
SCS Runoff
14.12
2
718
28,260
------
------
------
PH1 POST - UNDET.
17031-PH1-BMP Hydraflow.gpw
Return Period: 10 Year
Tuesday, 10 / 16 / 2018

Hydrograph Report
42
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
PH1 PRE -BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 5.500 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 4.92 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (Cfs)
10.00
More
4.00
2.00
M
PH1 PRE - BMP 1
Hyd. No. 1 -- 10 Year
120 240 360 480 600 720 840
Hyd No. 1
Tuesday, 10 / 16 / 2018
= 8.897 cfs
= 728 min
= 32,525 cuft
= 65
= 0 ft
= 22.00 min
= Type II
= 484
Q (cfs)
10.00
MIX
ItM
4.00
2.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 2
PH1 PRE - BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
= 25.19 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 79,337 cuft
Drainage area
= 9.500 ac
Curve number
= 74
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 4.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
28.00
24.00
16.00
12.00
: M
M
PH1 PRE - BMP 2
Hyd. No. 2 -- 10 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. 2 Time (min)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 3
PH1 PRE - BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 30.47 cfs
Storm frequency
= 10 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 124,085 cuft
Drainage area
= 16.000 ac
Curve number
= 72
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 27.00 min
Total precip.
= 4.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
35.00
30.00
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 1 1 1 1 1 1 1 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
45
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 4
PH1 PRE - BMP 4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 5.000 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 4.92 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (Cfs)
10.00
More
4.00
2.00
M
PH1 PRE - BMP 4
Hyd. No. 4 -- 10 Year
120 240 360 480 600
Hyd No. 4
Tuesday, 10 / 16 / 2018
= 8.691 cfs
= 724 min
= 25,809 cuft
= 63
= 0 ft
= 15.00 min
= Type II
= 484
Q (cfs)
10.00
MIX
ItM
4.00
2.00
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 5
PH1 PRE - BMP 5
Hydrograph type
= SCS Runoff
Peak discharge
= 6.628 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 20,878 cuft
Drainage area
= 2.500 ac
Curve number
= 74
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 4.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
7.00
N. us•
5.00
3.00
2.00
1.00
Q (cfs)
7.00
. ••
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. 5 Time (min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 6
PH1 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 10.01 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 20,229 cuft
Drainage area
= 4.300 ac
Curve number
= 61.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
12.00
10.00
M
M
o
2.00
M
PH1 PRE - UNDET.
Hyd. No. 6 -- 10 Year
Q (cfs)
12.00
10.00
M.
. ��
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

Hydrograph
Report
48
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 8
PH1 PRE -BMP3&5
Hydrograph type
= Combine
Peak discharge
= 36.02 cfs
Storm frequency
= 10 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 144,963 cuft
Inflow hyds.
= 3, 5
Contrib. drain. area
= 18.500 ac
PH1 PRE-BMP3&5
Q (Cfs) Hyd. No. 8 -- 10 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
Time (min)
— Hyd No. 8 — Hyd No. 3 Hyd No. 5

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd. No. 10
PH1 POST -BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
= 26.39 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 54,404 cuft
Drainage area
= 5.000 ac
Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
28.00
24.00
16.00
12.00
i
e
PH1 POST - BMP 1
Hyd. No. 10 -- 10 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 10 Time (min)

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd. No. 11
PH1 POST - BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
= 49.89 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 103,903 cuft
Drainage area
= 9.000 ac
Curve number
= 86
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
50.00
30.00
20.00
10.00
e
PH1 POST - BMP 2
Hyd. No. 11 -- 10 Year
Q (cfs)
50.00
we I11
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 11 Time (min)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd. No. 12
PH1 POST - BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 116.13 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 239,380 cuft
Drainage area
= 22.000 ac
Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
120.00
100.00
20.00
PH1 POST - BMP 3
Hyd. No. 12 -- 10 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
— Hyd No. 12 Time (min)

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 13
PH1 POST - BMP 4
Hydrograph type
= SCS Runoff
Peak discharge
= 19.46 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 39,677 cuft
Drainage area
= 4.000 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
21.00
18.00
15.00
12.00
• el
3.00
PH1 POST - BMP 4
Hyd. No. 13 -- 10 Year
Q (cfs)
21.00
18.00
15.00
12.00
• OI
3.00
0.00 1 1 1-' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 13 Time (min)

Hydrograph
Report
53
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 14
PH1 POST - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 14.12 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 28,260 cuft
Drainage area
= 4.200 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
P11-111 POST - UNDET.
Q (Cfs) Hyd. No. 14 -- 10 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
— Hyd No. 14 Time (min)

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 16
PH1 ROUTED - BMP 1
Hydrograph type
= Reservoir
Peak discharge
= 4.816 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 46,497 cuft
Inflow hyd. No.
= 10 - PH1 POST - BMP 1
Max. Elevation
= 736.22 ft
Reservoir name
= PH1 BMP 1 - SANDFILTER
Max. Storage
= 28,637 cuft
Storage Indication method used.
Q (cfs)
28.00
24.00
16.00
12.00
010111111
i KI
PH1 ROUTED - BMP 1
Hyd. No. 16 -- 10 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
— Hyd No. 16 — Hyd No. 10 Total storage used = 28,637 cuft

Hydrograph
Report
55
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 17
PH1 ROUTED - BMP
2
Hydrograph type
= Reservoir
Peak discharge
= 15.79 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 86,947 cuft
Inflow hyd. No.
= 11 - PH1 POST - BMP 2
Max. Elevation
= 732.23 ft
Reservoir name
= PH1 BMP 2 - SANDFILTER
Max. Storage
= 53,551 cuft
Storage Indication method used
PH1 ROUTED - BMP 2
Q (cfs) Hyd. No. 17 -- 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
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
— Hyd No. 17 Hyd No. 11 Total storage used = 53,551 cuft

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 18
PH1 ROUTED - BMP 3
Hydrograph type
= Reservoir
Peak discharge
= 29.10 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 220,285 cuft
Inflow hyd. No.
= 12 - PH1 POST - BMP 3
Max. Elevation
= 727.25 ft
Reservoir name
= PH1 BMP 3 -WET POND
Max. Storage
= 121,287 cuft
Storage Indication method used.
Q (cfs)
120.00
100.00
40.00
20.00
0.00 '
0 360 720
Hyd No. 18
PH1 ROUTED - BMP 3
Hyd. No. 18 -- 10 Year
1080 1440
Hyd No. 12
Q (cfs)
120.00
100.00
40.00
20.00
0.00
1800 2160 2520 2880 3240 3600 3960
Time (min)
0 Total storage used = 121,287 cult

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 19
PH1 ROUTED - BMP 4
Hydrograph type
= Reservoir
Peak discharge
= 6.694 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 32,303 cuft
Inflow hyd. No.
= 13 - PH1 POST - BMP 4
Max. Elevation
= 727.48 ft
Reservoir name
= PH1 BMP 4 - SANDFILTER
Max. Storage
= 19,027 cuft
Storage Indication method used.
PH1 ROUTED - BMP 4
Q (cfs) Hyd. No. 19 -- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 1 1 1 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 19 Hyd No. 13 Total storage used = 19,027 cuft

Hydrograph
Report
58
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 20
PH1 POST - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 14.12 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 28,260 cuft
Drainage area
= 4.200 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
P11-111 POST - UNDET.
Q (Cfs) Hyd. No. 20 -- 10 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
— Hyd No. 20 Time (min)

59
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
12.72
2
728
45,286
------
------
------
PH1 PRE -BMP 1
2
SCS Runoff
33.52
2
724
104,919
------
------
------
PH1 PRE - BMP 2
3
SCS Runoff
41.13
2
730
165,806
------
------
------
PH1 PRE - BMP 3
4
SCS Runoff
12.57
2
724
36,428
------
------
------
PH1 PRE - BMP 4
5
SCS Runoff
8.820
2
724
27,610
------
------
------
PH1 PRE - BMP 5
6
SCS Runoff
14.38
2
718
28,780
------
------
------
PH1 PRE -UNDET.
8
Combine
48.56
2
730
193,416
3, 5,
------
------
PH1 PRE - BMP 3 & 5
10
SCS Runoff
32.96
2
716
68,703
------
------
------
PH1 POST - BMP 1
11
SCS Runoff
61.72
2
716
130,110
------
------
------
PH1 POST - BMP 2
12
SCS Runoff
145.03
2
716
302,294
------
------
------
PH1 POST - BMP 3
13
SCS Runoff
24.68
2
716
50,763
------
------
------
PH1 POST - BMP 4
14
SCS Runoff
18.96
2
718
38,176
------
------
------
PH1 POST - UNDET.
16
Reservoir
17.64
2
722
60,786
10
736.54
32,308
PH1 ROUTED - BMP 1
17
Reservoir
36.92
2
722
113,154
11
732.57
59,738
PH1 ROUTED - BMP 2
18
Reservoir
66.87
2
722
283,076
12
727.89
140,362
PH1 ROUTED - BMP 3
19
Reservoir
18.35
2
720
43,389
13
727.75
20,892
PH1 ROUTED - BMP 4
20
SCS Runoff
18.96
2
718
38,176
------
------
------
PH1 POST - UNDET.
17031-PH1-BMP Hydraflow.gpw
Return Period: 25 Year
Tuesday, 10 / 16 / 2018

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 1
PH1 PRE -BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
= 12.72 cfs
Storm frequency
= 25 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 45,286 cuft
Drainage area
= 5.500 ac
Curve number
= 65
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 22.00 min
Total precip.
= 5.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
14.00
12.00
10.00
00
. We
M
2.00
M
PH1 PRE - BMP 1
Hyd. No. 1 -- 25 Year
Q (cfs)
14.00
12.00
10.00
ItM
MIX
4.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 2
PH1 PRE - BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
= 33.52 cfs
Storm frequency
= 25 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 104,919 cuft
Drainage area
= 9.500 ac
Curve number
= 74
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 5.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
35.00
30.00
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. 2 Time (min)

Hydrograph
Report
62
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 3
PH1 PRE - BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 41.13 cfs
Storm frequency
= 25 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 165,806 cuft
Drainage area
= 16.000 ac
Curve number
= 72
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 27.00 min
Total precip.
= 5.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 PRE - BMP 3
Q (Cfs) Hyd. No. 3 -- 25 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. 3 Time (min)

63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 4
PH1 PRE - BMP 4
Hydrograph type
= SCS Runoff
Peak discharge
= 12.57 cfs
Storm frequency
= 25 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 36,428 cuft
Drainage area
= 5.000 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 15.00 min
Total precip.
= 5.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
14.00
12.00
10.00
00
. ee
M
2.00
M
PH1 PRE - BMP 4
Hyd. No. 4 -- 25 Year
Q (cfs)
14.00
12.00
10.00
ItM
. 1M
4.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

Hydrograph Report
64
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 5
PH1 PRE - BMP 5
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 2.500 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.83 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (Cfs)
10.00
More
4.00
2.00
M
PH1 PRE - BMP 5
Hyd. No. 5 -- 25 Year
120 240 360 480 600
Hyd No. 5
Tuesday, 10 / 16 / 2018
= 8.820 cfs
= 724 min
= 27,610 cuft
= 74
= 0 ft
= 18.00 min
= Type II
= 484
Q (cfs)
10.00
MIX
ItM
4.00
2.00
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
65
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 6
PH1 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 14.38 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 28,780 cuft
Drainage area
= 4.300 ac
Curve number
= 61.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 PRE - UNDET.
Q (Cfs) Hyd. No. 6 -- 25 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
— Hyd No. 6 Time (min)

Hydrograph
Report
66
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 8
PH1 PRE -BMP3&5
Hydrograph type
= Combine
Peak discharge
= 48.56 cfs
Storm frequency
= 25 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 193,416 cuft
Inflow hyds.
= 3, 5
Contrib. drain. area
= 18.500 ac
PH1 PRE-BMP3&5
Q (Cfs) Hyd. No. 8 -- 25 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. 8 — Hyd No. 3 Hyd No. 5

67
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd. No. 10
PH1 POST -BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
= 32.96 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 68,703 cuft
Drainage area
= 5.000 ac
Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
e
PH1 POST - BMP 1
Hyd. No. 10 -- 25 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
' ' 0.00
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 10 Time (min)

68
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd. No. 11
PH1 POST - BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
= 61.72 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 130,110 cuft
Drainage area
= 9.000 ac
Curve number
= 86
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 POST - BMP 2
Q (cfs) Hyd. No. 11 -- 25 Year Q (cfs)
70.00 70.00
60.00 60.00
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
Hyd No. 11 Time (min)

69
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd. No. 12
PH1 POST - BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 145.03 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 302,294 cuft
Drainage area
= 22.000 ac
Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
160.00
140.00
120.00
100.00
20.00
PH1 POST - BMP 3
Hyd. No. 12 -- 25 Year
Q (Cfs)
160.00
140.00
120.00
100.00
20.00
0.00 ' r ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 12 Time (min)

70
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd. No. 13
PH1 POST - BMP 4
Hydrograph type
= SCS Runoff
Peak discharge
= 24.68 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 50,763 cuft
Drainage area
= 4.000 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
28.00
24.00
16.00
12.00
PH1 POST - BMP 4
Hyd. No. 13 -- 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
— Hyd No. 13 Time (min)

71
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 14
PH1 POST - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 18.96 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 38,176 cuft
Drainage area
= 4.200 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
21.00
18.00
15.00
12.00
• el
am
3.00
P11-111 POST - UNDET.
Hyd. No. 14 -- 25 Year
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. 14 Time (min)

72
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 16
PH1 ROUTED - BMP 1
Hydrograph type
= Reservoir
Peak discharge
= 17.64 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 60,786 cuft
Inflow hyd. No.
= 10 - PH1 POST - BMP 1
Max. Elevation
= 736.54 ft
Reservoir name
= PH1 BMP 1 - SANDFILTER
Max. Storage
= 32,308 cuft
Storage Indication method used.
PH1 ROUTED - BMP 1
Q (cfs) Hyd. No. 16 -- 25 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 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 16 Hyd No. 10 Total storage used = 32,308 cuft

73
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 17
PH1 ROUTED - BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 36.92 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 113,154 cuft
Inflow hyd. No.
= 11 - PH1 POST - BMP 2
Max. Elevation
= 732.57 ft
Reservoir name
= PH1 BMP 2 - SANDFILTER
Max. Storage
= 59,738 cuft
Storage Indication method used.
Q (cfs)
70.00
-1 ••
50.00
F• ••
30.00
20.00
10.00
Q (cfs)
70.00
•• •It
50.00
55• •�
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. 11 Total storage used = 59,738 cuft

74
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 18
PH1 ROUTED - BMP 3
Hydrograph type
= Reservoir
Peak discharge
= 66.87 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 283,076 cuft
Inflow hyd. No.
= 12 - PH1 POST - BMP 3
Max. Elevation
= 727.89 ft
Reservoir name
= PH1 BMP 3 -WET POND
Max. Storage
= 140,362 cuft
Storage Indication method used.
Q (Cfs)
160.00
140.00
120.00
100.00
20.00
Q (Cfs)
160.00
140.00
120.00
100.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 18 Hyd No. 12 Total storage used = 140,362 Cuft

75
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 19
PH1 ROUTED - BMP 4
Hydrograph type
= Reservoir
Peak discharge
= 18.35 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 43,389 cuft
Inflow hyd. No.
= 13 - PH1 POST - BMP 4
Max. Elevation
= 727.75 ft
Reservoir name
= PH1 BMP 4 - SANDFILTER
Max. Storage
= 20,892 cuft
Storage Indication method used.
Q (cfs)
PH1 ROUTED - BMP 4
Hyd. No. 19 -- 25 Year Q (cfs)
28.00
24.00
Lo.VV
24.00
20.00
20.00
16.00
16.00
12.00
12.00
8.00
8.00
4.00
0 00
4.00
n nn
0
240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No. 19 Hyd No. 13 Total storage used = 20,892 cuft

76
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 20
PH1 POST - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 18.96 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 38,176 cuft
Drainage area
= 4.200 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
21.00
18.00
15.00
12.00
• el
am
3.00
P11-111 POST - UNDET.
Hyd. No. 20 -- 25 Year
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. 20 Time (min)

77
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
15.96
2
728
56,217
------
------
------
PH1 PRE -BMP 1
2
SCS Runoff
40.38
2
724
126,255
------
------
------
PH1 PRE - BMP 2
3
SCS Runoff
50.07
2
730
200,789
------
------
------
PH1 PRE - BMP 3
4
SCS Runoff
15.94
2
722
45,587
------
------
------
PH1 PRE - BMP 4
5
SCS Runoff
10.63
2
724
33,225
------
------
------
PH1 PRE - BMP 5
6
SCS Runoff
18.09
2
718
36,186
------
------
------
PH1 PRE -UNDET.
8
Combine
58.96
2
730
234,014
3, 5,
------
------
PH1 PRE - BMP 3 & 5
10
SCS Runoff
38.23
2
716
80,366
------
------
------
PH1 POST - BMP 1
11
SCS Runoff
71.18
2
716
151,412
------
------
------
PH1 POST - BMP 2
12
SCS Runoff
168.22
2
716
353,612
------
------
------
PH1 POST - BMP 3
13
SCS Runoff
28.89
2
716
59,859
------
------
------
PH1 POST - BMP 4
14
SCS Runoff
23.04
2
716
46,538
------
------
------
PH1 POST - UNDET.
16
Reservoir
22.53
2
722
72,448
10
736.78
34,991
PH1 ROUTED - BMP 1
17
Reservoir
52.77
2
720
134,455
11
732.75
63,599
PH1 ROUTED - BMP 2
18
Reservoir
76.57
2
722
334,310
12
728.42
157,866
PH1 ROUTED - BMP 3
19
Reservoir
24.93
2
720
52,485
13
727.90
21,743
PH1 ROUTED - BMP 4
20
SCS Runoff
23.04
2
716
46,538
------
------
------
PH1 POST - UNDET.
17031-PH1-BMP Hydraflow.gpw
Return Period: 50 Year
Tuesday, 10 / 16 / 2018

Hydrograph Report
78
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
PH1 PRE -BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 5.500 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 6.56 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (Cfs)
18.00
15.00
12.00
WE
3.00
M
PH1 PRE - BMP 1
Hyd. No. 1 -- 50 Year
120 240 360 480 600
Hyd No. 1
Tuesday, 10 / 16 / 2018
= 15.96 cfs
= 728 min
= 56,217 cuft
= 65
= 0 ft
= 22.00 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
•M
. ��
CM
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
79
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 2
PH1 PRE - BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
= 40.38 cfs
Storm frequency
= 50 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 126,255 cuft
Drainage area
= 9.500 ac
Curve number
= 74
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 6.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 PRE - BMP 2
Q (Cfs) Hyd. No. 2 -- 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. 2 Time (min)

Hydrograph
Report
80
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 3
PH1 PRE - BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 50.07 cfs
Storm frequency
= 50 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 200,789 cuft
Drainage area
= 16.000 ac
Curve number
= 72
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 27.00 min
Total precip.
= 6.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 PRE - BMP 3
Q (Cfs) Hyd. No. 3 -- 50 Year Q (cfs)
60.00 60.00
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. 3 Time (min)

Hydrograph Report
81
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 4
PH1 PRE - BMP 4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 5.000 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 6.56 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (Cfs)
18.00
15.00
12.00
WE
3.00
M
PH1 PRE - BMP 4
Hyd. No. 4 -- 50 Year
120 240 360 480 600
Hyd No. 4
Tuesday, 10 / 16 / 2018
= 15.94 cfs
= 722 min
= 45,587 cuft
= 63
= 0 ft
= 15.00 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
•M
. ��
CM
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
82
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 5
PH1 PRE - BMP 5
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 2.500 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 6.56 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (Cfs)
12.00
10.00
M
M
o
2.00
M
PH1 PRE - BMP 5
Hyd. No. 5 -- 50 Year
120 240 360 480 600
Hyd No. 5
Tuesday, 10 / 16 / 2018
= 10.63 cfs
= 724 min
= 33,225 cuft
= 74
= 0 ft
= 18.00 min
= Type II
= 484
Q (cfs)
12.00
10.00
M.
. ��
4.00
2.00
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

83
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 6
PH1 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 18.09 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 36,186 cuft
Drainage area
= 4.300 ac
Curve number
= 61.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
21.00
18.00
15.00
12.00
• el
am
3.00
PH1 PRE - UNDET.
Hyd. No. 6 -- 50 Year
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. 6 Time (min)

Hydrograph
Report
84
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 8
PH1 PRE -BMP3&5
Hydrograph type
= Combine
Peak discharge
= 58.96 cfs
Storm frequency
= 50 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 234,014 cuft
Inflow hyds.
= 3, 5
Contrib. drain. area
= 18.500 ac
PH1 PRE-BMP3&5
Q (Cfs) Hyd. No. 8 -- 50 Year Q (cfs)
60.00 60.00
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. 8 Hyd No. 3 Hyd No. 5

85
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 10
PH1 POST -BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
= 38.23 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 80,366 cuft
Drainage area
= 5.000 ac
Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
40.00
30.00
10.00
e
PH1 POST - BMP 1
Hyd. No. 10 -- 50 Year
120 240 360 480 600 720 840
Hyd No. 10
Q (cfs)
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320
Time (min)

86
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd. No. 11
PH1 POST - BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
= 71.18 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 151,412 cuft
Drainage area
= 9.000 ac
Curve number
= 86
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
80.00
70.00
50.00
30.00
20.00
10.00
e
PH1 POST - BMP 2
Hyd. No. 11 -- 50 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
' 0.00
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 11 Time (min)

87
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd. No. 12
PH1 POST - BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 168.22 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 353,612 cuft
Drainage area
= 22.000 ac
Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
Q (Cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 12 Time (min)

88
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd. No. 13
PH1 POST - BMP 4
Hydrograph type
= SCS Runoff
Peak discharge
= 28.89 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 59,859 cuft
Drainage area
= 4.000 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 POST - BMP 4
Q (Cfs) Hyd. No. 13 -- 50 Year Q (cfs)
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 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 13 Time (min)

Hydrograph
Report
89
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 14
PH1 POST - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 23.04 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 46,538 cuft
Drainage area
= 4.200 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
P11-111 POST - UNDET.
Q (Cfs) Hyd. No. 14 -- 50 Year Q (cfs)
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 14 Time (min)

Hydrograph
Report
90
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 16
PH1 ROUTED - BMP
1
Hydrograph type
= Reservoir
Peak discharge
= 22.53 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 72,448 cuft
Inflow hyd. No.
= 10 - PH1 POST - BMP 1
Max. Elevation
= 736.78 ft
Reservoir name
= PH1 BMP 1 - SANDFILTER
Max. Storage
= 34,991 cuft
Storage Indication method used
Q (cfs)
40.00
30.00
10.00
e
PH1 ROUTED - BMP 1
Hyd. No. 16 -- 50 Year
240 480 720 960 1200 1440 1680 1920
Hyd No. 16 Hyd No. 10 Total storage used = 34,991 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0.00
2160
Time (min)

91
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 17
PH1 ROUTED - BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 52.77 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 134,455 cuft
Inflow hyd. No.
= 11 - PH1 POST - BMP 2
Max. Elevation
= 732.75 ft
Reservoir name
= PH1 BMP 2 - SANDFILTER
Max. Storage
= 63,599 cuft
Storage Indication method used.
Q (cfs)
80.00
70.00
50.00
30.00
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. 11 Total storage used = 63,599 cuft

92
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 18
PH1 ROUTED - BMP 3
Hydrograph type
= Reservoir
Peak discharge
= 76.57 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 334,310 cuft
Inflow hyd. No.
= 12 - PH1 POST - BMP 3
Max. Elevation
= 728.42 ft
Reservoir name
= PH1 BMP 3 -WET POND
Max. Storage
= 157,866 cuft
Storage Indication method used.
Q (Cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
PH1 ROUTED - BMP 3
Hyd. No. 18 -- 50 Year
Q (Cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
0.00
X�- 0.0 /
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 18 Hyd No. 12 Total storage used = 157,866 Cuft Time (mi

Hydrograph
Report
93
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 19
PH1 ROUTED - BMP
4
Hydrograph type
= Reservoir
Peak discharge
= 24.93 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 52,485 cuft
Inflow hyd. No.
= 13 - PH1 POST - BMP 4
Max. Elevation
= 727.90 ft
Reservoir name
= PH1 BMP 4 - SANDFILTER
Max. Storage
= 21,743 cuft
Storage Indication method used
PH1 ROUTED - BMP 4
Q (cfs) Hyd. No. 19 -- 50 Year Q (cfs)
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 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 19 Hyd No. 13 0 Total storage used = 21,743 cult

Hydrograph
Report
94
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 20
PH1 POST - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 23.04 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 46,538 cuft
Drainage area
= 4.200 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
P11-111 POST - UNDET.
Q (Cfs) Hyd. No. 20 -- 50 Year Q (cfs)
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 20 Time (min)

95
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
19.44
2
726
67,958
------
------
------
PH1 PRE -BMP 1
2
SCS Runoff
47.56
2
724
148,752
------
------
------
PH1 PRE - BMP 2
3
SCS Runoff
59.46
2
730
237,812
------
------
------
PH1 PRE - BMP 3
4
SCS Runoff
19.58
2
722
55,473
------
------
------
PH1 PRE - BMP 4
5
SCS Runoff
12.52
2
724
39,145
------
------
------
PH1 PRE - BMP 5
6
SCS Runoff
22.06
2
718
44,202
------
------
------
PH1 PRE -UNDET.
8
Combine
69.88
2
730
276,958
3, 5,
------
------
PH1 PRE - BMP 3 & 5
10
SCS Runoff
43.64
2
716
92,480
------
------
------
PH1 POST - BMP 1
11
SCS Runoff
80.87
2
716
173,484
------
------
------
PH1 POST - BMP 2
12
SCS Runoff
192.01
2
716
406,911
------
------
------
PH1 POST - BMP 3
13
SCS Runoff
33.23
2
716
69,344
------
------
------
PH1 POST - BMP 4
14
SCS Runoff
27.39
2
716
55,422
------
------
------
PH1 POST - UNDET.
16
Reservoir
23.61
2
722
84,561
10
737.10
38,778
PH1 ROUTED - BMP 1
17
Reservoir
65.77
2
720
156,527
11
732.91
66,472
PH1 ROUTED - BMP 2
18
Reservoir
82.27
2
722
387,534
12
729.01
177,332
PH1 ROUTED - BMP 3
19
Reservoir
30.72
2
718
61,970
13
727.99
22,441
PH1 ROUTED - BMP 4
20
SCS Runoff
27.39
2
716
55,422
------
------
------
PH1 POST - UNDET.
17031-PH1-BMP Hydraflow.gpw
Return Period: 100 Year
Tuesday, 10 / 16 / 2018

96
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 1
PH1 PRE -BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
= 19.44 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 67,958 cuft
Drainage area
= 5.500 ac
Curve number
= 65
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 22.00 min
Total precip.
= 7.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
21.00
18.00
15.00
12.00
• el
am
3.00
PH1 PRE - BMP 1
Hyd. No. 1 -- 100 Year
ti
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. 1 Time (min)

Hydrograph
Report
97
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 2
PH1 PRE - BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
= 47.56 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 148,752 cuft
Drainage area
= 9.500 ac
Curve number
= 74
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 7.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 PRE - BMP 2
Q (Cfs) Hyd. No. 2 -- 100 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. 2 Time (min)

Hydrograph
Report
98
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 3
PH1 PRE - BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 59.46 cfs
Storm frequency
= 100 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 237,812 cuft
Drainage area
= 16.000 ac
Curve number
= 72
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 27.00 min
Total precip.
= 7.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 PRE - BMP 3
Q (Cfs) Hyd. No. 3 -- 100 Year Q (cfs)
60.00 60.00
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. 3 Time (min)

99
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 4
PH1 PRE - BMP 4
Hydrograph type
= SCS Runoff
Peak discharge
= 19.58 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 55,473 cuft
Drainage area
= 5.000 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 15.00 min
Total precip.
= 7.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
21.00
18.00
15.00
12.00
• el
am
3.00
PH1 PRE - BMP 4
Hyd. No. 4 -- 100 Year
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. 4 Time (min)

100
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 5
PH1 PRE - BMP 5
Hydrograph type
= SCS Runoff
Peak discharge
= 12.52 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 39,145 cuft
Drainage area
= 2.500 ac
Curve number
= 74
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 7.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
14.00
12.00
10.00
00
. We
M
2.00
M
PH1 PRE - BMP 5
Hyd. No. 5 -- 100 Year
Q (cfs)
14.00
12.00
10.00
ItM
MIX
4.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph
Report
101
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 6
PH1 PRE - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 22.06 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 44,202 cuft
Drainage area
= 4.300 ac
Curve number
= 61.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 PRE - UNDET.
Q (Cfs) Hyd. No. 6 -- 100 Year Q (cfs)
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)

Hydrograph
Report
102
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 8
PH1 PRE -BMP3&5
Hydrograph type
= Combine
Peak discharge
= 69.88 cfs
Storm frequency
= 100 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 276,958 cuft
Inflow hyds.
= 3, 5
Contrib. drain. area
= 18.500 ac
Q (Cfs)
70.00
•• ••
50.00
F• ••
30.00
20.00
10.00
Q (cfs)
70.00
•1 ••,
50.00
E• •�
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. 8 Hyd No. 3 Hyd No. 5

103
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd. No. 10
PH1 POST -BMP 1
Hydrograph type
= SCS Runoff
Peak discharge
= 43.64 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 92,480 cuft
Drainage area
= 5.000 ac
Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
50.00
30.00
20.00
10.00
e
120 240
Hyd No. 10
PH1 POST - BMP 1
Hyd. No. 10 -- 100 Year
360 480 600 720 840
Q (cfs)
50.00
we I11
30.00
20.00
10.00
0.00
960 1080 1200
Time (min)

104
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd. No. 11
PH1 POST - BMP 2
Hydrograph type
= SCS Runoff
Peak discharge
= 80.87 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 173,484 cuft
Drainage area
= 9.000 ac
Curve number
= 86
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 POST - BMP 2
Q (Cfs) Hyd. No. 11 -- 100 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
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
Hyd No. 11 Time (min)

105
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd. No. 12
PH1 POST - BMP 3
Hydrograph type
= SCS Runoff
Peak discharge
= 192.01 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 406,911 cuft
Drainage area
= 22.000 ac
Curve number
= 84
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 POST - BMP 3
Q (Cfs) Hyd. No. 12 -- 100 Year Q (Cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 12 Time (min)

106
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 10 / 16 / 2018
Hyd. No. 13
PH1 POST - BMP 4
Hydrograph type
= SCS Runoff
Peak discharge
= 33.23 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 69,344 cuft
Drainage area
= 4.000 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
35.00
30.00
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
— Hyd No. 13 Time (min)

107
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 14
PH1 POST - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 27.39 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 55,422 cuft
Drainage area
= 4.200 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
28.00
24.00
16.00
12.00
: M
M
P11-111 POST - UNDET.
Hyd. No. 14 -- 100 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
— Hyd No. 14 Time (min)

Hydrograph
Report
108
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 16
PH1 ROUTED - BMP
1
Hydrograph type
= Reservoir
Peak discharge
= 23.61 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 84,561 cuft
Inflow hyd. No.
= 10 - PH1 POST - BMP 1
Max. Elevation
= 737.10 ft
Reservoir name
= PH1 BMP 1 - SANDFILTER
Max. Storage
= 38,778 cuft
Storage Indication method used
Q (cfs)
50.00
30.00
20.00
10.00
e
240
Hyd No. 16
PH1 ROUTED - BMP 1
Hyd. No. 16 -- 100 Year
480 720
Hyd No. 10
960 1200 1440 1680
Total storage used = 38,778 cuft
Q (cfs)
50.00
MW I11
30.00
20.00
10.00
0.00
1920
Time (min)

109
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 17
PH1 ROUTED - BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 65.77 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 156,527 cuft
Inflow hyd. No.
= 11 - PH1 POST - BMP 2
Max. Elevation
= 732.91 ft
Reservoir name
= PH1 BMP 2 - SANDFILTER
Max. Storage
= 66,472 cuft
Storage Indication method used.
Q (Cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
PH1 ROUTED - BMP 2
Hyd. No. 17 -- 100 Year
1 1 �I •1 I •11 1 1 •01 1of
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

110
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 18
PH1 ROUTED - BMP 3
Hydrograph type
= Reservoir
Peak discharge
= 82.27 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 387,534 cuft
Inflow hyd. No.
= 12 - PH1 POST - BMP 3
Max. Elevation
= 729.01 ft
Reservoir name
= PH1 BMP 3 -WET POND
Max. Storage
= 177,332 cuft
Storage Indication method used.
Q (Cfs)
210.00
180.00
150.00
120.00
•• ••
30.00
Q (Cfs)
210.00
180.00
150.00
120.00
•• •e,
30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 18 Hyd No. 12 Total storage used = 177,332 Cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 19
PH1 ROUTED - BMP 4
Hydrograph type
= Reservoir
Peak discharge
= 30.72 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 61,970 cuft
Inflow hyd. No.
= 13 - PH1 POST - BMP 4
Max. Elevation
= 727.99 ft
Reservoir name
= PH1 BMP 4 - SANDFILTER
Max. Storage
= 22,441 cuft
Storage Indication method used.
Q (cfs)
35.00
30.00
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 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
— Hyd No. 19 Hyd No. 13 Total storage used = 22,441 cuft

112
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 10 / 16 / 2018
Hyd. No. 20
PH1 POST - UNDET.
Hydrograph type
= SCS Runoff
Peak discharge
= 27.39 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 55,422 cuft
Drainage area
= 4.200 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
28.00
24.00
16.00
12.00
P11-111 POST - UNDET.
Hyd. No. 20 -- 100 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 1 1 1 1 '- ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 20 Time (min)

BMP #6

Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
3.340
1
722
9,856
------
------
------
PH1 PRE -BMP 6
2
SCS Runoff
0.231
1
720
594
------
------
------
PH1 PRE - UNDET. FAITH
3
Combine
3.561
1
722
10,450
1,2
------
------
PH1 PRE TOTAL
5
SCS Runoff
7.978
1
718
16,555
------
------
------
PH1 POST- BMP 6
6
SCS Runoff
1.724
1
716
3,000
------
------
------
PH1 POST- UNDET. FAITH
7
Combine
9.295
1
718
19,556
5,6
------
------
PH1 POST TOTAL
9
Reservoir
0.067
1
1444
6,937
5
754.70
14,194
PH1 ROUTED - BMP 6
10
SCS Runoff
1.724
1
716
3,000
------
------
------
PH1 POST- UNDET. FAITH
11
Combine
1.724
1
716
9,937
9, 10
------
------
PH1 POST TOTAL
17031-PH1-BMP Hydraflow BMP 6.gpw
Return Period: 1 Year
Monday, 10 / 15 / 2018

Hydrograph
Report
2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 1
PH1 PRE - BMP 6
Hydrograph type
= SCS Runoff
Peak discharge
= 3.340 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 1 min
Hyd. volume
= 9,856 cuft
Drainage area
= 5.500 ac
Curve number
= 66.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.50 min
Total precip.
= 2.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 PRE - BMP 6
Q (Cfs) Hyd. No. 1 -- 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. 1 Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 2
PH1 PRE - UNDET.
FAITH
Hydrograph type
= SCS Runoff
Peak discharge
= 0.231 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 594 cuft
Drainage area
= 0.300 ac
Curve number
= 68.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 2.80 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
0.05
0 00
PH1 PRE - UNDET. FAITH
Hyd. No. 2 -- 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 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph
Report
4
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 3
PH 1 PRE TOTAL
Hydrograph type
= Combine
Peak discharge
= 3.561 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 1 min
Hyd. volume
= 10,450 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 5.800 ac
PH1 PRE TOTAL
Q (Cfs) Hyd. No. 3 -- 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
Time (min)
— Hyd No. 3 — Hyd No. 1 Hyd No. 2

Hydrograph Report
5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 5
PH1 POST - BMP 6
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 6.000 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (Cfs)
8.00
WE
4.00
2.00
0.00
0 120 240 360
— Hyd No. 5
PH1 POST - BMP 6
Hyd. No. 5 -- 1 Year
480 600 720 840
Monday, 10 / 15 / 2018
= 7.978 cfs
= 718 min
= 16,555 cuft
= 73
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
8.00
. ��
4.00
2.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
6
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 6
PH1 POST - UNDET.
FAITH
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 0.800 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
0.00
0 120 240
Hyd No. 6
PH1 POST - UNDET. FAITH
Hyd. No. 6 -- 1 Year
Monday, 10 / 15 / 2018
= 1.724 cfs
= 716 min
= 3,000 cuft
= 80
= 0 ft
= 2.00 min
= Type II
= 484
360 480 600 720 840 960 1080 1200 1320
Q (cfs)
2.00
1.00
— 0.00
1440
Time (min)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 7
PH 1 POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 9.295 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 19,556 cuft
Inflow hyds.
= 5, 6
Contrib. drain. area
= 6.800 ac
Q (Cfs)
10.00
ee
4.00
2.00
PH1 POST TOTAL
Hyd. No. 7 -- 1 Year
120 240 360 480 600 720
Hyd No. 7 Hyd No. 5
Q (cfs)
10.00
MIX
ItX
4.00
2.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6

Hydrograph
Report
8
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc.
v2020
Monday, 10 / 15 / 2018
Hyd. No. 9
PH1 ROUTED - BMP
6
Hydrograph type
= Reservoir
Peak discharge
= 0.067 cfs
Storm frequency
= 1 yrs
Time to peak
= 1444 min
Time interval
= 1 min
Hyd. volume
= 6,937 cuft
Inflow hyd. No.
= 5 - PH1 POST - BMP 6
Max. Elevation
= 754.70 ft
Reservoir name
= PH1 BMP 6 - DRY DETENTIOMax.
Storage
= 14,194 cuft
Storage Indication method used
Q (cfs)
8.00
WE
4.00
2.00
PH1 ROUTED - BMP 6
Hyd. No. 9 -- 1 Year
300 600 900 1200 1500 1800 2100 2400 2700
Hyd No. 9 - Hyd No. 5 Total storage used = 14,194 cuft
Q (cfs)
8.00
we]
4.00
2.00
0.00
3000
Time (min)

Pond Report s
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Pond No. 1 - PH1 BMP 6 - DRY DETENTION
Pond Data
Contours -User-defined contour areas. Average end area method
used for volume calculation. Begining Elevation = 753.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 753.00 3,100
0
0
1.00 754.00 9,600
6,350
6,350
3.00 756.00 12,700
22,300
28,650
5.00 758.00 16,100
28,800
57,450
5.50 758.50 17,000
8,275
65,725
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
1.80
0.00
0.00
Crest Len (ft)
= 13.30
0.00
0.00
0.00
Span (in)
= 24.00
1.80
0.00
0.00
Crest El. (ft)
= 755.20
0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 753.00
754.00
0.00
0.00
Weir Type
= 1
---
---
---
Length (ft)
= 53.00
0.50
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.56
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 753.50
Stage (ft)
6.00
6'110101
4.00
3.00
2.00
1.00
0.00 ' '
0.00 3.00
Total Q
6.00
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)
759.00
757.00
756.00
755.00
754.00
753.00
9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00
Discharge (cfs)

Hydrograph Report
10
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 10
PH1 POST - UNDET.
FAITH
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 0.800 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.80 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
0.00
0 120 240
Hyd No. 10
PH1 POST - UNDET. FAITH
Hyd. No. 10 -- 1 Year
Monday, 10 / 15 / 2018
= 1.724 cfs
= 716 min
= 3,000 cuft
= 80
= 0 ft
= 2.00 min
= Type II
= 484
360 480 600 720 840 960 1080 1200 1320
Q (cfs)
2.00
1.00
— 0.00
1440
Time (min)

Hydrograph
Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 11
PH 1 POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 1.724 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 1 min
Hyd. volume
= 9,937 cuft
Inflow hyds.
= 9, 10
Contrib. drain. area
= 0.800 ac
Q (Cfs)
2.00
1.00
PH1 POST TOTAL
Hyd. No. 11 -- 1 Year
300 600 900 1200 1500 1800 2100 2400 2700
Hyd No. 11 — Hyd No. 9 Hyd No. 10
Q (Cfs)
2.00
1.00
0.00
3000
Time (min)

12
Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
5.969
1
721
15,825
------
------
------
PH1 PRE -BMP 6
2
SCS Runoff
0.391
1
720
934
------
------
------
PH1 PRE - UNDET. FAITH
3
Combine
6.352
1
721
16,758
1,2
------
------
PH1 PRE TOTAL
5
SCS Runoff
12.19
1
718
24,700
------
------
------
PH1 POST- BMP 6
6
SCS Runoff
2.395
1
716
4,197
------
------
------
PH1 POST- UNDET. FAITH
7
Combine
14.02
1
717
28,898
5,6
------
------
PH1 POST TOTAL
9
Reservoir
0.187
1
1184
11,513
5
755.20
19,784
PH1 ROUTED - BMP 6
10
SCS Runoff
2.395
1
716
4,197
------
------
------
PH1 POST- UNDET. FAITH
11
Combine
2.395
1
716
15,711
9, 10
------
------
PH1 POST TOTAL
17031-PH1-BMP Hydraflow BMP 6.gpw
Return Period: 2 Year
Monday, 10 / 15 / 2018

Hydrograph
Report
13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 1
PH1 PRE - BMP 6
Hydrograph type
= SCS Runoff
Peak discharge
= 5.969 cfs
Storm frequency
= 2 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 15,825 cuft
Drainage area
= 5.500 ac
Curve number
= 66.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.50 min
Total precip.
= 3.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 PRE - BMP 6
Q (Cfs) Hyd. No. 1 -- 2 Year Q (cfs)
6.00 6.00
5.00 5.00
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. 1 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 2
PH1 PRE - UNDET.
FAITH
Hydrograph type
= SCS Runoff
Peak discharge
= 0.391 cfs
Storm frequency
= 2 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 934 cuft
Drainage area
= 0.300 ac
Curve number
= 68.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.38 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
0.05
0 00
PH1 PRE - UNDET. FAITH
Hyd. No. 2 -- 2 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph
Report
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 3
PH 1 PRE TOTAL
Hydrograph type
= Combine
Peak discharge
= 6.352 cfs
Storm frequency
= 2 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 16,758 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 5.800 ac
Q (cfs)
7.00
5.00
3.00
2.00
1.00
PH1 PRE TOTAL
Hyd. No. 3 -- 2 Year
Q (cfs)
7.00
5.00
4.00
3.00
2.00
1.00
0.00 1 1 1 1 1 1 Y I D I I I M 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 5
PH1 POST - BMP 6
Hydrograph type
= SCS Runoff
Peak discharge
= 12.19 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 24,700 cuft
Drainage area
= 6.000 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
14.00
12.00
10.00
OR
. ee
M
2.00
PH1 POST - BMP 6
Hyd. No. 5 -- 2 Year
Q (cfs)
14.00
12.00
10.00
MIX
MIX
4.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 6
PH1 POST - UNDET.
FAITH
Hydrograph type
= SCS Runoff
Peak discharge
= 2.395 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 1 min
Hyd. volume
= 4,197 cuft
Drainage area
= 0.800 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 2.00 min
Total precip.
= 3.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 6
PH1 POST - UNDET. FAITH
Hyd. No. 6 -- 2 Year
360 480 600 720 840 960
Q (cfs)
3.00
2.00
1.00
0.00
1080 1200 1320
Time (min)

Hydrograph
Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 7
PH 1 POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 14.02 cfs
Storm frequency
= 2 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 28,898 cuft
Inflow hyds.
= 5, 6
Contrib. drain. area
= 6.800 ac
PH1 POST TOTAL
Q (Cfs) Hyd. No. 7 -- 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. 7 Hyd No. 5 Hyd No. 6

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 9
PH1 ROUTED - BMP 6
Hydrograph type
= Reservoir
Peak discharge
= 0.187 cfs
Storm frequency
= 2 yrs
Time to peak
= 1184 min
Time interval
= 1 min
Hyd. volume
= 11,513 cuft
Inflow hyd. No.
= 5 - PH1 POST - BMP 6
Max. Elevation
= 755.20 ft
Reservoir name
= PH1 BMP 6 - DRY DETENTIOMax.
Storage
= 19,784 cuft
Storage Indication method used.
Q (cfs)
14.00
12.00
10.00
00
. ee
W
2.00
300 600
Hyd No. 9
PH1 ROUTED - BMP 6
Hyd. No. 9 -- 2 Year
Q (cfs)
14.00
12.00
10.00
N. s@
H. us@
4.00
2.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 5 Total storage used = 19,784 cuft

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 10
PH1 POST - UNDET.
FAITH
Hydrograph type
= SCS Runoff
Peak discharge
= 2.395 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 1 min
Hyd. volume
= 4,197 cuft
Drainage area
= 0.800 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 2.00 min
Total precip.
= 3.38 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 10
PH1 POST - UNDET. FAITH
Hyd. No. 10 -- 2 Year
360 480 600 720 840 960 1080 1200
Q (cfs)
3.00
2.00
1.00
— 0.00
1320
Time (min)

Hydrograph
Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 11
PH 1 POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 2.395 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 1 min
Hyd. volume
= 15,711 cuft
Inflow hyds.
= 9, 10
Contrib. drain. area
= 0.800 ac
Q (Cfs)
3.00
2.00
1.00
e
PH1 POST TOTAL
Hyd. No. 11 -- 2 Year
Q (Cfs)
3.00
2.00
1.00
0.00
300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 11 — Hyd No. 9 Hyd No. 10

22
Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
14.40
1
721
35,361
------
------
------
PH1 PRE -BMP 6
2
SCS Runoff
0.892
1
720
2,027
------
------
------
PH1 PRE - UNDET. FAITH
3
Combine
15.27
1
721
37,387
1,2
------
------
PH1 PRE TOTAL
5
SCS Runoff
24.78
1
718
49,816
------
------
------
PH1 POST- BMP 6
6
SCS Runoff
4.285
1
715
7,686
------
------
------
PH1 POST- UNDET. FAITH
7
Combine
28.27
1
717
57,502
5,6
------
------
PH1 POST TOTAL
9
Reservoir
4.919
1
727
36,609
5
755.42
22,225
PH1 ROUTED - BMP 6
10
SCS Runoff
4.285
1
715
7,686
------
------
------
PH1 POST- UNDET. FAITH
11
Combine
5.446
1
727
44,295
9, 10
------
------
PH1 POST TOTAL
17031-PH1-BMP Hydraflow BMP 6.gpw
Return Period: 10 Year
Monday, 10 / 15 / 2018

Hydrograph
Report
23
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 1
PH1 PRE - BMP 6
Hydrograph type
= SCS Runoff
Peak discharge
= 14.40 cfs
Storm frequency
= 10 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 35,361 cuft
Drainage area
= 5.500 ac
Curve number
= 66.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.50 min
Total precip.
= 4.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 PRE - BMP 6
Q (Cfs) Hyd. No. 1 -- 10 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
— Hyd No. 1 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 2
PH1 PRE - UNDET.
FAITH
Hydrograph type
= SCS Runoff
Peak discharge
= 0.892 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 2,027 cuft
Drainage area
= 0.300 ac
Curve number
= 68.5
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
I :1
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
PH1 PRE - UNDET. FAITH
Hyd. No. 2 -- 10 Year
Q (cfs)
1.00
0.90
1 :I
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph
Report
25
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 3
PH 1 PRE TOTAL
Hydrograph type
= Combine
Peak discharge
= 15.27 cfs
Storm frequency
= 10 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 37,387 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 5.800 ac
Q (Cfs)
18.00
15.00
12.00
WE
3.00
M
120 240 360 480 600
Hyd No. 3 Hyd No. 1
PH1 PRE TOTAL
Hyd. No. 3 -- 10 Year
Q (cfs)
18.00
15.00
12.00
•M
. ��
CM
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 5
PH1 POST - BMP 6
Hydrograph type
= SCS Runoff
Peak discharge
= 24.78 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 49,816 cuft
Drainage area
= 6.000 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
28.00
24.00
16.00
12.00
: M
M
PH1 POST - BMP 6
Hyd. No. 5 -- 10 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. 5 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 10 / 15 / 2018
Hyd. No. 6
PH1 POST - UNDET. FAITH
Hydrograph type
= SCS Runoff
Peak discharge
= 4.285 cfs
Storm frequency
= 10 yrs
Time to peak
= 715 min
Time interval
= 1 min
Hyd. volume
= 7,686 cuft
Drainage area
= 0.800 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 2.00 min
Total precip.
= 4.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 120
Hyd No. 6
PH1 POST - UNDET. FAITH
Hyd. No. 6 -- 10 Year
240 360 480 600 720 840
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
960 1080 1200
Time (min)

Hydrograph
Report
28
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 7
PH 1 POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 28.27 cfs
Storm frequency
= 10 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 57,502 cuft
Inflow hyds.
= 5, 6
Contrib. drain. area
= 6.800 ac
PH1 POST TOTAL
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
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 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 5 Hyd No. 6

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 9
PH1 ROUTED - BMP 6
Hydrograph type
= Reservoir
Peak discharge
= 4.919 cfs
Storm frequency
= 10 yrs
Time to peak
= 727 min
Time interval
= 1 min
Hyd. volume
= 36,609 cuft
Inflow hyd. No.
= 5 - PH1 POST - BMP 6
Max. Elevation
= 755.42 ft
Reservoir name
= PH1 BMP 6 - DRY DETENTIOMax.
Storage
= 22,225 cuft
Storage Indication method used.
Q (cfs)
28.00
24.00
16.00
12.00
i
e
PH1 ROUTED - BMP 6
Hyd. No. 9 -- 10 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
0.00
300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 9 — Hyd No. 5 Total storage used = 22,225 cuft

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 10 / 15 / 2018
Hyd. No. 10
PH1 POST - UNDET. FAITH
Hydrograph type
= SCS Runoff
Peak discharge
= 4.285 cfs
Storm frequency
= 10 yrs
Time to peak
= 715 min
Time interval
= 1 min
Hyd. volume
= 7,686 cuft
Drainage area
= 0.800 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 2.00 min
Total precip.
= 4.92 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 10
PH1 POST - UNDET. FAITH
Hyd. No. 10 -- 10 Year
360 480 600 720 840 960
Q (cfs)
5.00
4.00
3.00
2.00
1.00
T- . 0.00
1080 1200
Time (min)

Hydrograph
Report
31
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 11
PH 1 POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 5.446 cfs
Storm frequency
= 10 yrs
Time to peak
= 727 min
Time interval
= 1 min
Hyd. volume
= 44,295 cuft
Inflow hyds.
= 9, 10
Contrib. drain. area
= 0.800 ac
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 300
Hyd No. 11
PH1 POST TOTAL
Hyd. No. 11 -- 10 Year
600 900 1200
Hyd No. 9
1500 1800 2100 2400 2700
Hyd No. 10
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
1 0.00
3000
Time (min)

32
Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
20.01
1
721
48,644
------
------
------
PH1 PRE -BMP 6
2
SCS Runoff
1.221
1
720
2,761
------
------
------
PH1 PRE - UNDET. FAITH
3
Combine
21.19
1
720
51,405
1,2
------
------
PH1 PRE TOTAL
5
SCS Runoff
32.76
1
718
66,217
------
------
------
PH1 POST- BMP 6
6
SCS Runoff
5.446
1
715
9,878
------
------
------
PH1 POST- UNDET. FAITH
7
Combine
37.29
1
717
76,095
5,6
------
------
PH1 POST TOTAL
9
Reservoir
15.76
1
723
53,003
5
755.79
26,311
PH1 ROUTED - BMP 6
10
SCS Runoff
5.446
1
715
9,878
------
------
------
PH1 POST- UNDET. FAITH
11
Combine
16.54
1
723
62,881
9, 10
------
------
PH1 POST TOTAL
17031-PH1-BMP Hydraflow BMP 6.gpw
Return Period: 25 Year
Monday, 10 / 15 / 2018

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 1
PH1 PRE - BMP 6
Hydrograph type
= SCS Runoff
Peak discharge
= 20.01 cfs
Storm frequency
= 25 yrs
Time to peak
= 721 min
Time interval
= 1 min
Hyd. volume
= 48,644 cuft
Drainage area
= 5.500 ac
Curve number
= 66.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.50 min
Total precip.
= 5.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
21.00
18.00
15.00
12.00
• el
am
3.00
PH1 PRE - BMP 6
Hyd. No. 1 -- 25 Year
Q (cfs)
21.00
18.00
15.00
12.00
3.00
0.00 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
34
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
PH1 PRE - UNDET.
FAITH
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 0.300 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.83 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
PH1 PRE - UNDET. FAITH
Hyd. No. 2 -- 25 Year
120 240 360 480 600 720 840 960
Hyd No. 2
Monday, 10 / 15 / 2018
= 1.221 cfs
= 720 m i n
= 2,761 cuft
= 68.5
= 0 ft
= 10.00 m i n
= Type II
= 484
Q (cfs)
2.00
1.00
-' ' 0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
35
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 3
PH 1 PRE TOTAL
Hydrograph type
= Combine
Peak discharge
= 21.19 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 51,405 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 5.800 ac
PH1 PRE TOTAL
Q (Cfs) Hyd. No. 3 -- 25 Year Q (cfs)
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 — Hyd No. 1 Hyd No. 2

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 5
PH1 POST - BMP 6
Hydrograph type
= SCS Runoff
Peak discharge
= 32.76 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 66,217 cuft
Drainage area
= 6.000 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
35.00
30.00
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. 5 Time (min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 10 / 15 / 2018
Hyd. No. 6
PH1 POST - UNDET. FAITH
Hydrograph type
= SCS Runoff
Peak discharge
= 5.446 cfs
Storm frequency
= 25 yrs
Time to peak
= 715 min
Time interval
= 1 min
Hyd. volume
= 9,878 cuft
Drainage area
= 0.800 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 2.00 min
Total precip.
= 5.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 POST - UNDET. FAITH
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
6.00 6.00
5.00 5.00
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
Hyd No. 6 Time (min)

Hydrograph
Report
38
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 7
PH 1 POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 37.29 cfs
Storm frequency
= 25 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 76,095 cuft
Inflow hyds.
= 5, 6
Contrib. drain. area
= 6.800 ac
PH1 POST TOTAL
Q (Cfs) Hyd. No. 7 -- 25 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
Time (min)
— Hyd No. 7 — Hyd No. 5 Hyd No. 6

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 9
PH1 ROUTED - BMP 6
Hydrograph type
= Reservoir
Peak discharge
= 15.76 cfs
Storm frequency
= 25 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 53,003 cuft
Inflow hyd. No.
= 5 - PH1 POST - BMP 6
Max. Elevation
= 755.79 ft
Reservoir name
= PH1 BMP 6 - DRY DETENTIOMax.
Storage
= 26,311 cuft
Storage Indication method used.
Q (cfs)
35.00
30.00
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
Time (min)
— Hyd No. 9 Hyd No. 5 Total storage used = 26,311 cuft

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 10 / 15 / 2018
Hyd. No. 10
PH1 POST - UNDET. FAITH
Hydrograph type
= SCS Runoff
Peak discharge
= 5.446 cfs
Storm frequency
= 25 yrs
Time to peak
= 715 min
Time interval
= 1 min
Hyd. volume
= 9,878 cuft
Drainage area
= 0.800 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 2.00 min
Total precip.
= 5.83 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 POST - UNDET. FAITH
Q (cfs) Hyd. No. 10 -- 25 Year Q (cfs)
6.00 6.00
5.00 5.00
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
Hyd No. 10 Time (min)

Hydrograph
Report
41
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 11
PH 1 POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 16.54 cfs
Storm frequency
= 25 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 62,881 cuft
Inflow hyds.
= 9, 10
Contrib. drain. area
= 0.800 ac
Q (Cfs)
18.00
15.00
12.00
WE
3.00
M
PH1 POST TOTAL
Hyd. No. 11 -- 25 Year
120 240 360 480 600 720
Hyd No. 11 Hyd No. 9
Q (cfs)
18.00
15.00
12.00
•M
. ��
CM
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10

42
Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
24.74
1
720
59,951
------
------
------
PH1 PRE -BMP 6
2
SCS Runoff
1.496
1
719
3,384
------
------
------
PH1 PRE - UNDET. FAITH
3
Combine
26.24
1
720
63,335
1,2
------
------
PH1 PRE TOTAL
5
SCS Runoff
39.31
1
718
79,932
------
------
------
PH1 POST- BMP 6
6
SCS Runoff
6.383
1
715
11,680
------
------
------
PH1 POST- UNDET. FAITH
7
Combine
44.70
1
717
91,612
5,6
------
------
PH1 POST TOTAL
9
Reservoir
19.56
1
723
66,713
5
756.11
30,287
PH1 ROUTED - BMP 6
10
SCS Runoff
6.383
1
715
11,680
------
------
------
PH1 POST- UNDET. FAITH
11
Combine
21.43
1
720
78,393
9, 10
------
------
PH1 POST TOTAL
17031-PH1-BMP Hydraflow BMP 6.gpw
Return Period: 50 Year
Monday, 10 / 15 / 2018

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 1
PH1 PRE - BMP 6
Hydrograph type
= SCS Runoff
Peak discharge
= 24.74 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 59,951 cuft
Drainage area
= 5.500 ac
Curve number
= 66.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 11.50 min
Total precip.
= 6.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
28.00
24.00
16.00
12.00
: M
M
PH1 PRE - BMP 6
Hyd. No. 1 -- 50 Year
.001
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. 1 Time (min)

Hydrograph Report
44
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
PH1 PRE - UNDET.
FAITH
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 0.300 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 6.56 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
PH1 PRE - UNDET. FAITH
Hyd. No. 2 -- 50 Year
120 240 360 480 600 720 840 960
Hyd No. 2
Monday, 10 / 15 / 2018
= 1.496 cfs
= 719 min
= 3,384 cuft
= 68.5
= 0 ft
= 10.00 m i n
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
45
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 3
PH 1 PRE TOTAL
Hydrograph type
= Combine
Peak discharge
= 26.24 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 63,335 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 5.800 ac
Q (Cfs)
28.00
24.00
16.00
12.00
: M
M
PH1 PRE TOTAL
Hyd. No. 3 -- 50 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
Time (min)
— Hyd No. 3 — Hyd No. 1 Hyd No. 2

Hydrograph Report
46
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 5
PH1 POST - BMP 6
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 6.000 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 6.56 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (Cfs)
40.00
30.00
10.00
0.00 1 ' 1
0 120 240
— Hyd No. 5
PH1 POST - BMP 6
Hyd. No. 5 -- 50 Year
360 480 600 720 840 960
Monday, 10 / 15 / 2018
= 39.31 cfs
= 718 min
= 79,932 cuft
= 73
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
40.00
30.00
20.00
10.00
0.00
1080 1200 1320 1440
Time (min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 10 / 15 / 2018
Hyd. No. 6
PH1 POST - UNDET. FAITH
Hydrograph type
= SCS Runoff
Peak discharge
= 6.383 cfs
Storm frequency
= 50 yrs
Time to peak
= 715 min
Time interval
= 1 min
Hyd. volume
= 11,680 cuft
Drainage area
= 0.800 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 2.00 min
Total precip.
= 6.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 POST - UNDET. FAITH
Q (cfs) Hyd. No. 6 -- 50 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
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
Hyd No. 6 Time (min)

Hydrograph
Report
48
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 7
PH 1 POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 44.70 cfs
Storm frequency
= 50 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 91,612 cuft
Inflow hyds.
= 5, 6
Contrib. drain. area
= 6.800 ac
PH1 POST TOTAL
Q (Cfs) Hyd. No. 7 -- 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
Time (min)
— Hyd No. 7 Hyd No. 5 Hyd No. 6

Hydrograph
Report
49
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc.
v2020
Monday, 10 / 15 / 2018
Hyd. No. 9
PH1 ROUTED - BMP
6
Hydrograph type
= Reservoir
Peak discharge
= 19.56 cfs
Storm frequency
= 50 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 66,713 cuft
Inflow hyd. No.
= 5 - PH1 POST - BMP 6
Max. Elevation
= 756.11 ft
Reservoir name
= PH1 BMP 6 - DRY DETENTIOMax.
Storage
= 30,287 cuft
Storage Indication method used
PH1 ROUTED - BMP 6
Q (cfs) Hyd. No. 9 -- 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
Time (min)
— Hyd No. 9 — Hyd No. 5 Total storage used = 30,287 cuft

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 10 / 15 / 2018
Hyd. No. 10
PH1 POST - UNDET. FAITH
Hydrograph type
= SCS Runoff
Peak discharge
= 6.383 cfs
Storm frequency
= 50 yrs
Time to peak
= 715 min
Time interval
= 1 min
Hyd. volume
= 11,680 cuft
Drainage area
= 0.800 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 2.00 min
Total precip.
= 6.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PH1 POST - UNDET. FAITH
Q (cfs) Hyd. No. 10 -- 50 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
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
Hyd No. 10 Time (min)

Hydrograph
Report
51
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 11
PH 1 POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 21.43 cfs
Storm frequency
= 50 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 78,393 cuft
Inflow hyds.
= 9, 10
Contrib. drain. area
= 0.800 ac
PH1 POST TOTAL
Q (Cfs) Hyd. No. 11 -- 50 Year Q (cfs)
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 11 — Hyd No. 9 Hyd No. 10

52
Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
29.79
1
720
72,045
------
------
------
PH1 PRE -BMP 6
2
SCS Runoff
1.788
1
719
4,047
------
------
------
PH1 PRE - UNDET. FAITH
3
Combine
31.57
1
720
76,092
1,2
------
------
PH1 PRE TOTAL
5
SCS Runoff
46.14
1
718
94,420
------
------
------
PH1 POST- BMP 6
6
SCS Runoff
7.348
1
715
13,562
------
------
------
PH1 POST- UNDET. FAITH
7
Combine
52.42
1
717
107,982
5,6
------
------
PH1 POST TOTAL
9
Reservoir
22.20
1
723
81,196
5
756.44
34,922
PH1 ROUTED - BMP 6
10
SCS Runoff
7.348
1
715
13,562
------
------
------
PH1 POST- UNDET. FAITH
11
Combine
25.05
1
718
94,758
9, 10
------
------
PH1 POST TOTAL
17031-PH1-BMP Hydraflow BMP 6.gpw
Return Period: 100 Year
Monday, 10 / 15 / 2018

Hydrograph Report
53
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
PH1 PRE - BMP 6
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 5.500 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.31 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
30.00
25.00
15.00
10.00
5.00
PH1 PRE - BMP 6
Hyd. No. 1 -- 100 Year
0.00 ' '
0 120 240 360 480 600
Hyd No. 1
Monday, 10 / 15 / 2018
= 29.79 cfs
= 720 min
= 72,045 cuft
= 66.9
= 0 ft
= 11.50 m i n
= Type II
= 484
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
' ' ' 0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
54
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
PH1 PRE - UNDET.
FAITH
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 0.300 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.31 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
PH1 PRE - UNDET. FAITH
Hyd. No. 2 -- 100 Year
120 240 360 480 600 720 840 960
Hyd No. 2
Monday, 10 / 15 / 2018
= 1.788 cfs
= 719 min
= 4,047 cuft
= 68.5
= 0 ft
= 10.00 m i n
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
55
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 3
PH 1 PRE TOTAL
Hydrograph type
= Combine
Peak discharge
= 31.57 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 1 min
Hyd. volume
= 76,092 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 5.800 ac
Q (Cfs)
35.00
30.00
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 1 1 1 1 1 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 — Hyd No. 1 Hyd No. 2

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 5
PH1 POST - BMP 6
Hydrograph type
= SCS Runoff
Peak discharge
= 46.14 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 94,420 cuft
Drainage area
= 6.000 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
50.00
30.00
20.00
10.00
0.00 1 ' 1
0 120 240
— Hyd No. 5
PH1 POST - BMP 6
Hyd. No. 5 -- 100 Year
360 480 600 720 840
Q (cfs)
50.00
we I11
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440
Time (min)

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 10 / 15 / 2018
Hyd. No. 6
PH1 POST - UNDET. FAITH
Hydrograph type
= SCS Runoff
Peak discharge
= 7.348 cfs
Storm frequency
= 100 yrs
Time to peak
= 715 min
Time interval
= 1 min
Hyd. volume
= 13,562 cuft
Drainage area
= 0.800 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 2.00 min
Total precip.
= 7.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
8.00
.M
4.00
2.00
e
PH1 POST - UNDET. FAITH
Hyd. No. 6 -- 100 Year
120 240 360 480 600 720 840 960
Hyd No. 6
Q (cfs)
8.00
m
4.00
2.00
T- 4 0.00
1080 1200
Time (min)

Hydrograph
Report
58
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 7
PH 1 POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 52.42 cfs
Storm frequency
= 100 yrs
Time to peak
= 717 min
Time interval
= 1 min
Hyd. volume
= 107,982 cuft
Inflow hyds.
= 5, 6
Contrib. drain. area
= 6.800 ac
PH1 POST TOTAL
Q (Cfs) Hyd. No. 7 -- 100 Year Q (cfs)
60.00 60.00
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
Time (min)
— Hyd No. 7 Hyd No. 5 Hyd No. 6

Hydrograph
Report
59
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc.
v2020
Monday, 10 / 15 / 2018
Hyd. No. 9
PH1 ROUTED - BMP
6
Hydrograph type
= Reservoir
Peak discharge
= 22.20 cfs
Storm frequency
= 100 yrs
Time to peak
= 723 min
Time interval
= 1 min
Hyd. volume
= 81,196 cuft
Inflow hyd. No.
= 5-PH1 POST - BMP 6
Max. Elevation
= 756.44 ft
Reservoir name
= PH1 BMP 6 - DRY DETENTIOMax.
Storage
= 34,922 cuft
Storage Indication method used
PH1 ROUTED - BMP 6
Q (cfs) Hyd. No. 9 -- 100 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. 9 — Hyd No. 5 Total storage used = 34,922 cuft

60
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 10 / 15 / 2018
Hyd. No. 10
PH1 POST - UNDET. FAITH
Hydrograph type
= SCS Runoff
Peak discharge
= 7.348 cfs
Storm frequency
= 100 yrs
Time to peak
= 715 min
Time interval
= 1 min
Hyd. volume
= 13,562 cuft
Drainage area
= 0.800 ac
Curve number
= 80
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 2.00 min
Total precip.
= 7.31 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
8.00
.M
4.00
2.00
e
120 240
Hyd No. 10
PH1 POST - UNDET. FAITH
Hyd. No. 10 -- 100 Year
360 480 600 720 840 960
Q (cfs)
8.00
m
4.00
2.00
T- 4 0.00
1080 1200
Time (min)

Hydrograph
Report
61
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 10 / 15 / 2018
Hyd. No. 11
PH 1 POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 25.05 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 94,758 cuft
Inflow hyds.
= 9, 10
Contrib. drain. area
= 0.800 ac
Q (Cfs)
28.00
24.00
16.00
12.00
: M
M
PH1 POST TOTAL
Hyd. No. 11 -- 100 Year
\Z44
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
Time (min)
— Hyd No. 11 — Hyd No. 9 Hyd No. 10

VI. APPENDIX

- WA*
�rt
a bur
`{
South Yadkin Rover ( oolemee vwr
if -I V
�ql op
EEDMOf E R
Q
Cr V5�
RARY RD 10,PO T Q
Yadkin
l River
Fri li bury i.
o a+dki (Salisbury vwr. .i.
� HEEN
-1
11!
LEGEND
C.'
-
'
RIDGE RD,,
Class
_
�R I�ILD EFL '. +
w- I I�
r'
r—
1111 -III
` N Hif I D it
�
T
�
�
WS_ Ill
IN E F0/%CRA-WFC)
• +�
yy
-
F ITI ALAF EA
' RILL S F0RD
'
MUNICIPAL LIMITSy-
VA '_�
IN ��-�
� -
ETJ
GOO
.Rowan
Roads
Y ? �
LAKE F
� �I
FT _
DE
INTERSTATE
fff
V i7 y�'� '1 -
tp
Nl�
'o `',RD
4 [
-A`"
Q
�..
{-
,�
- L
���
-
NORTH AR LINA HIGHWAY
r
-
U2
c
N1FF RAMPS
STATE f 1AINTAIN ED R AD
.� C o �� _ T F
Bark reeklloarn eek
w-II __.+ ;..
' -�
Cr
X
x1.
r
UNITED STATES HIGHWAY
BRADS,
,�
,,
IT,
Al
L ND %4 e 4 RD � ;� Q
r'
, ' TAD L .. F _
0 p
-
�t " ,'
Sp)'INGS RD
CHURCH RD
_
Branch e ri RFF-N.
NOS
.�No
A. '
D
qQ
oaBrP ��ti
_I
E
x
p Tu kerto n Reservoir
,.
ri h Buffaloreek iI' an "
—
c
' �, t-1 1
- �.�
111fB-III {
�' .
RD
toddle creeks
Qku
wB-II .' ot4 �' Ids 3 r creek ke 1=i E
,
I -; +
RD
TO c R s Moir
1J11
IIB-IV
IV
+ i
Dutch Buffalo Creek
D '
\C
-11I
Milesr
` �
1 2ouVEIR
RD
Creaked b - olu mbus Hawks 412000 _97 3t ..

9/20/2017 Precipitation Frequency Data Server
1) NOAA Atlas 14, V olume 2, Version 3
Location name: Salisbury , North Carolina, USA F!`"
Latitude: 35.5603°, Longitude:-80.459°
Elevation: 805.12 ft-
'source: ESRI Maps
"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
100
200
500
1000
�
0.391
0.462
0.539
0.592
0.652
0.691
0.726
0.756
0.788
0.809
5-min
(0.360-0.424)
(0.426-0.503)
(0.496-0.586)
(0.543-0.642)
(0.595-0.706)
(0.628-0.749)
(0.657-0.787)
(0.680-0.820)
(0.702-0.856)
(0.715-0.880)
0.624
0.739
0.863
0.947
1.04
1.10
1.15
1.20
1.25
1.27
1 0-min
(0.576-0.678)
(0.682-0.805)
(0.794-0.938)
(0.869-1.03)
(0.948-1.12)
1 (1.00-1.19) 11
(1.04-1.25)
1 (1.08-1.30)
1 (1.11-1.35) 11
(1.13-1.39)
0.780
0.930
1.09
1.20
1.32
1.39
1.46
1.51
1.57
1.60
15-min
(0.720-0.847)
(0.857-1.01)
(1.00-1.19) 11
(1.10-1.30)
1 (1.20-1.43)
1 (1.27-1.51) 11
(1.32-1.58)
1 (1.36-1.64)
1 (1.40-1.71) 11
(1.41-1.74)
1.07
1.28
1.55
1.74
1.95
2.10
2.24
2.35
2.50
2.59
30-min
(0.986-1.16)
1 (1.18-1.40) 11
(1.43-1.69) 11
(1.59-1.88)
1 (1.78-2.11)
1 (1.91-2.27) 11
(2.02-2.42)
1 (2.12-2.55)
1 (2.23-2.71) 11
(2.29-2.82)
1.33
1.61
1.99
2.26
2.60
2.85
3.08
3.30
3.58
3.78
60-min
(1.23-1.45)
1 (1.49-1.75) 11
(1.83-2.16) 11
(2.07-2.45)
1 (2.37-2.81)
1 (2.59-3.08) 11
(2.78-3.33)
1 (2.97-3.58)
1 (3.19-3.89) 11
(3.34-4.11)
1.54
1.87
2.32
2.66
3.09
3.42
3.74
4.04
4.44
4.73
2-hr
(1.42-1.68)
1 (1.71-2.04) 11
(2.13-2.53) 11
(2.43-2.90)
1 (2.81-3.37)
1 (3.09-3.72) 11
(3.36-4.07)
1 (3.60-4.41)
1 (3.91-4.85) 11
(4.13-5.1 7)
1.65
1.99
2.48
2.85
3.35
3.73
4.11
4.48
4.99
5.37
3-hr
(1.51-1.80)
1 (1.83-2.17) 11
(2.27-2.71) 11
(2.61-3.10)
1 (3.04-3.64)
1 (3.37-4.05) 11
(3.68-4.45)
1 (3.99-4.87)
1 (4.38-5.42) 11
(4.67-5.85)
1.99
2.40
3.00
3.46
4.08
4.56
5.05
5.55
6.21
6.73
6-hr
(1.83-2.18)
1 (2.21-2.63) 11
(2.75-3.28) 11
(3.16-3.77)
1 (3.70-4.43)
1 (4.12-4.95) 11
(4.52-5.48)
1 (4.91-6.02)
1 (5.43-6.75) 11
(5.81-7.31)
2.36
F 2.84
7 3.56
F 4.13
F 4.91
F 5.53 7
7 6.17
F 6.82
F 7.73
7 8.44
12-hr
(217-2.57)
1 (2.62-3.11) 11
(3.27-3.89) 11
(3.78-4.51)
1 (4.46-5.33)
1 (4.98-5.99) 11
(5.51-6.67)
1 (6.03-7.37)
1 (6.71-8.33) 11
(7.22-9.10)
2.80
F 3.38
7 4.24
F 4.92
F 5.83
F 6.56 7
7 7.31
F 8.07
F 9.11
7 9.93
24-hr
(2.61-3.01)
1 (3.15-3.64) 11
(3.95-4.56) 11
(4.57-5.29)
1 (5.41-6.27)
1 (6.07-7.05) 11
(6.74-7.85)
1 (7.42-8.67)
1 (8.34-9.81) 11
(9.06-10.7)
3.26
3.93
4.89
5.65
6.67
7.47
8.29
9.13
10.3
11.2
2-da
(3.04-3.50)
(3.67-4.22)
(4.56-5.25)
(5.26-6.05)
(6.19-7.13)
(6.92-8.00)
(7.66-8.88)
(8.41-9.79)
(9.42-11.0)
(10.2-12.0)
3.47
4.17
5.17
5.95
7.01
7.85
8.71
9.59
10.8
11.7
3-da
(3.24-3.71)
(3.90-4.47)
(4.82-5.53)
(5.54-6.36)
(6.51-7.50)
(7.28-8.40)
(8.05-9.32)
(8.83-10.3)
(9.90-11.6)
(10.7-12.6)
3.68
4.41
5.44
6.25
7.35
8.23
9.12
10.0
11.3
12.3
4-da
(3.44-3.93)
1 (4.13-4.71) 11
(5.08-5.81) 11
(5.83-6.67)
1 (6.83-7.86)
1 (7.63-8.80) 11
(8.44-9.76)
1 (9.26-10.7)
1 (10.4-12.1) 11
(11.2-13.2)
4.23
5.05
6.15
7.01
8.20
9.15
10.1
11.1
12.4
13.5
7-da
(3.99-4.51)
1 (4.76-5.38) 11
(5.78-6.54) 11
(6.59-7.46)
1 (7.68-8.72)
1 (8.54-9.73) 11
(9.41-10.8)
1 (10.3-11.8)
1 (11.5-13.3) 11
(12.4-14.4)
4.84
5.75
6.91
7.82
9.03
9.99
11.0
11.9
13.3
14.3
10-da
(4.57-5.13)
1 (5.43-6.09) 11
(6.52-7.32) 11
(7.37-8.28)
1 (8.49-9.57)
1 (9.38-10.6) 11
(10.3-11.6)
1 (11.1-12.7)
1 (12.3-14.1) 11
(13.2-15.2)
6.50
7.67
9.06
10.2
11.6
12.8
13.9
15.1
16.7
17.9
20-da
(6.18-6.84)
1 (7.29-8.07) 11
(8.60-9.52) 11
(9.62-10.7)
1 (11.0-12.2)
1 (12.1-13.4) 11
(13.1-14.7)
1 (14.2-15.9)
1 (15.6-17.6) 11
(16.7-19.0)
8.02
9.44
11.0
12.1
13.7
14.9
16.1
17.2
18.8
20.0
30-da
(7.65-8.42)
(8.99-9.89)
(10.4-11.5)
(11.6-12.7)
(13.0-14.3)
(14.1-15.6)
(15.2-16.9)
(16.3-18.1)
(17.7-19.8)
(18.7-21.1)
10.1
11.8
13.5
14.8
16.5
17.8
19.0
20.2
21.8
23.0
45-da
(g 69-10.6)
(11.3-12.3)
(12.9-14.1)
(14.2-15.4)
(15.7-17.2)
(16.9-18.5)
(18.1-19.8)
(19.2-21.1)
(20.6-22.8)
(21.7-24.1)
12.0
14.0
15.9
17.3
19.1
20.4
21.7
23.0
24.6
25.8
60-da
(11.6-12.5)
(13.5-14.6)
(15.2-16.5)
(16.6-17.9)
(18.3-19.8)
(19.5-21.2)
(20.7-22.6) ]LE
1.9-23.9)
E 4-25.7)
E 5-27.0)
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
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.5603&Ion=-80.4590&data=depth&units=english&series=pds 1 /4

9/20/2017 Precipitation Frequency Data Server
1) NOAA Atlas 14, V olume 2, Version 3
Location name: Salisbury , North Carolina, USA F!`"
Latitude: 35.5603°, Longitude:-80.459°
Elevation: 805.12 ft-
'source: ESRI Maps
"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 /hour)1
Duration
Average recurrence interval (years)
1
������
2
5
10
25
50
100
200
500
1000
�
4.69
5.54
6.47
7.10
7.82
8.29
8.71
9.07
9.46
9.71
5-min
(4.32-5.09)
(5.11-6.04)
(5.95-7.03)
(6.52-7.70)
(7.14-8.47)
(7.54-8.99)
(7.88-9.44)
(8.16-9.84)
(8.42-10.3)
(8.58-10.6)
3.74
F 4.43
F 5.18 7
F 5.68
F 6.23
F 6.61 7
7 6.92
F 7.19
F 7.48
7 7.64
10-min
(3.46-4.07)
(4.09-4.83)
(4.76-5.63)
(5.21-6.16)
(5.69-6.74)
(6.01-7.15)
(6.26-7.50)
(6.47-7.80)
(6.67-8.12)
(6.76-8.32)
3.12
F 3.72
7 4.36
F 4.79
F 5.26
F 5.58 7
7 5.84
F 6.05
F 6.27
7 6.40
15-min
(2 88-3.39)
(3.43-4.04)
(4.02-4.75)
(4.40-5.20)
(4.81-5.70)
(5.07-6.04)
(5.28-6.32)
(5.44-6.56)
(5.59-6.82)
(5.66-6.96)
2.14
F 2.57
7 3.10
F 3.47
F 3.90
F 4.20 7
7 4.47
F 4.71
F 4.99
7 5.18
30-min
(1.97-2.32)
(2.37-2.79)
(2.85-3.37)
(3.19-3.76)
(3.56-4.22)
(3.82-4.55)
(4.04-4.84)
(4.24-5.11)
(4.45-5.43)
(4.58-5.63)
1.33
1.61
1.99
2.26
2.60
2.85
3.08
3.30
3.58
3.78
60-min
(1.23-1.45)
1 (1.49-1.75) 11
(1.83-2.16) 11
(2.07-2.45)
1 (2.37-2.81)
1 (2.59-3.08) 11
(2.78-3.33)
1 (2.97-3.58)
1 (3.19-3.89) 11
(3.34-4.11)
0.772
0.934
1.16
1.33
1.55
1.71
1.87
2.02
2.22
2.36
2-hr
(0.708-0.842)
(0.856-1.02)
(1.06-1.27) 11
(1.21-1.45)
1 (1.41-1.68)
1 (1.54-1.86) 11
(1.68-2.03)
1 (1.80-2.20)
1 (1.96-2.42) 11
(2.07-2.59)
0.548
0.661
0.826
0.950
1.11
1.24
1.37
1.49
1.66
1.79
3-hr
(0.503-0.598)
(0.608-0.723)
(0.757-0.901)
(0.868-1.03)
1 (1.01-1.21)
1 (1.12-1.35) 11
(1.23-1.48)
1 (1.33-1.62)
1 (1.46-1.81) 11
(1.55-1.95)
0.333
0.401
0.501
0.578
0.681
0.762
0.844
0.926
1.04
1.12
6-hr
(0.306-0.364)
(0.369-0.439)
(0.459-0.547)
(0.528-0.630)
(0.618-0.740)
(0.687-0.827)
(0.755-0.915)
(0.821-1.00)
(0.907-1.13)
(0.970-1.22)
0.196
0.236
0.296
0.343
0.407
0.459
0.512
0.566
0.641
0.700
12-hr
(0.180-0.213)
(0.217-0.258)
(0.272-0.323)
(0.314-0.374)
(0.370-0.442)
(0.413-0.497)
(0.457-0.553)
(0.500-0.611)
(0.557-0.691)
(0.599-0.755)
0.117
0.141
0.177
0.205
0.243
0.273
0.304
0.336
0.380
0.414
24-hr
(0. 109-0. 126)
(0.131-0.152)
(0.165-0.190)
(0.191-0.220)
(0.225-0.261)
(0.253-0.294)
(0.281-0.327)
(0.309-0.361)
(0.348-0.409)
(0.378-0.446)
0.068
0.082
0.102
0.118
0.139
0.156 77_0._17_3�F_0_190
0.214
0.233
2-da
(0.063-0.073)
(0.076-0.088)
(0.095-0.109)
(0.110-0.126)
(0.129-0.149)
(0.144-0.167)
(0.160-0.185)
(0.175-0.204)
(0.196-0.230)
(0.213-0.250)
0.048
0.058
0.072
0.083
0.097
0.109
0.121
0.133
0.150
0.163
3-da
(0.045-0.052)
(0.054-0.062)
(0.067-0.077)
(0.077-0.088)
(0.090-0.104)
(0.101-0.117)
(0.112-0.129)
(0.123-0.143)
(0.137-0.161)
(0.149-0.175)
0.038
0.046
0.057
0.065
0.077
0.086
0.095
0.105
0.118
0.128
4-da
(0.036-0.041)
(0.043-0.049)
(0.053-0.061)
(0.061-0.070)
(0.071-0.082)
(0.079-0.092)
(0.088-0.102)
(0.096-0.112)
(0.108-0.126)
(0.117-0.137)
0.025
0.030
0.037
0.042
0.049
0.054
0.060
0.066
0.074
0.080
7-da
(0.024-0.027)
(0.028-0.032)
(0.034-0.039)
(0.039-0.044)
(0.046-0.052)
(0.051-0.058)
(0.056-0.064)
(0.061-0.070)
(0.068-0.079)
(0.074-0.086)
0.020
0.024
0.029
0.033
0.038
0.042
0.046
0.050
0.055
0.060
10-da
(0.019-0.021)
(0.023-0.025)
(0.027-0.030)
(0.031-0.034)
(0.035-0.040)
(0.039-0.044)
(0.043-0.048)
(0.046-0.053)
(0.051-0.059)
(0.055-0.063)
0.014
0.016
0.019
0.021
0.024
0.027
0.029
0.031
0.035
0.037
20-da
(0.013-0.014)
(0.015-0.017)
(0.018-0.020)
(0.020-0.022)
(0.023-0.025)
(0.025-0.028)
(0.027-0.031)
(0.030-0.033)
(0.033-0.037)
(0.035-0.040)
0.011
0.013
0.015
0.017
0.019
0.021
0.022
0.024
0.026
0.028
30-da
(0.011-0.012)
(0.012-0.014)
(0.014-0.016)
(0.016-0.018)
(0.018-0.020)
(0.020-0.022)
(0.021-0.023)
(0.023-0.025)
(0.025-0.027)
(0.026-0.029)
0.009
0.011
0.013
0.014
0.015
0.016
0.018
0.019
0.020
0.021
45-da
(0.009-0.010)
(0.010-0.011)
(0.012-0.013)
(0.013-0.014)
(0.015-0.016)
(0.016-0.017)
(0.017-0.018)
(0.018-0.020)
(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-da
(0.008 0.009)
(0.009 0.010)
(0.011 0.011)
(0.012-0.012)
(0.013-0.014)
(0.014-0.015)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
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
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.5603&Ion=-80.4590&data=intensity&units=english&series=pds 1 /4

9/20/2017 Precipitation Frequency Data Server
PF graphical
PDS-based depth -duration -frequency {DDF) curves
Latitude_ 35.5603 Longitude: -80.4590'
30
25
t 20
a-1
CL
d+
a 15
49
.a
1�
CL
S
'�
•rt
�
'�
'�
t t
t L
L N
N +V
N +V
+0
r4
N r4
Ap
i
i
y"�
O
O
■i
N Y'V
fY1 �
P+ O
O
O
Y'S O
rl
r-I
f+']
1D
rl
N
h7
V �D
Duration
3D
25
c
L 20
CL
15
a
10
a
5
W1
T I T I T I I I
..... ..._. i. i - ii -r. i.
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created {GMTY Wed Sep 20 21:54-01 2017
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
ml erva I
{years}
— 1
2
5
— 10
— 25
50
100
200
Soo
1000
❑v rall9n
- 5--min —
2-day
— f QLmin
3-cfay
15-min —
4-day
— 30-,min —
7-say
— 60-min —
10-day
— 2fir —
20-day
— 3-�1r —
30-aay
— "r —
4"ay
— 12--,r —
6"By
24-#)r
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.5603&Ion=-80.4590&data=depth&units=engIish&series=pds 2/4

07MIM1111r�
Precipitation Frequency Data Server
Large scale terrain
*-
tBristol
• Winston-Salem Durham
* . rham I'
Greensboro •
. ' I.-Itr-�1ik-:I,eII Raleig
* Asheville N 0 R Tail R 0 L I N A
'Charlotte Fayetteville. +
'Greenvil —
100km
mi R 0 L I N A kNilrni
Large scale map
IpB.
Winston-Shlem Greensboro
U rham
Raleig
Asheville
North
_
iCarolina
arlotte
Greenville
Lumbee Shc :i
100km
mi
Large scale aerial
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.5603&Ion=-80.4590&data=depth&units=english&series=pds 3/4

OINIM1>rr11
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(cDnoaa.aov
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.5603&Ion=-80.4590&data=depth&units=english&series=pds 4/4