SW3171201_Design Calculations_20230810

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
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TABLE OF CONTENTS
I. 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

I. 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 1st-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:IPROJECTS12017 PROJECTS117031 The Village At Granite-LGIICALCSIBMP1Phase 1117031-Ph 1 BMP
Narrative.doc Page 1 of 4

Table 1: DRAINAGE AREAS:
Drainage Area Drainage Area
Basin No. Pre-Developed Post-Developed
(+/-Ac.) (+/-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 0.231 0.391 0.892
Undetained Areas to Faith Road
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:IPROJECTS12017 PROJECTS117031 The Village At Granite-LGIICALCSIBMP1Phase 1117031-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 4.137 6.600 14.120
to Crane Creek
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 1.724 2.395 4.285
Road
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
A
Phase 1 BMP#6 7.978 12.190 24.780
*Phase 1 BMP#6
Undetained Areas to Faith 1.724 2.395 4.285
Road
Total 9.702 14.585 29.065
T:IPROJECTSI2017 PROJECTS117031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-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 1.724 2.395 4.285
Road
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 1.724 2.395 4.285
Road _
Total 1.791 2.582 9.204
*Undetained areas include areas that are disturbed during construction but covered with grass in
the final condition (5.0ac) and BUA(0.30ac)
T:IPROJECTS12017 PROJECTS117031 The Village At Granite-LGIICALCSIBMP1Phase 1117031-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

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REVISIONS
Projec[Manager No.Date(MIDIY) By I Description 1nllpni \\pin,ninii Scale 0
HVN 1 2/23/2018 RJ/LG REVISIONS PER FIRST REVIEW COMMENTS \o°' GARo°,, .aQS�.��•R�<'"'�. STORMWATER DRAINAGE AREA PLAN AS NOTED
DrawnLG/RJ 2 3/30/2018 RJ/LG REVISIONS PER SECOND REVIEW COMMENTS `:o-4V ;;;I, ;rc�FOss/'iNt', landscapeal'Clllt@C�UI'e a
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3 6/25/2018 RJ/LG REVISIONS PER THIRD REVIEW COMMENTS r.:,e ;_ SEAL �: civil engineering sneer Number
Checked By 4 9/11/2018 RJ REVISIONS PER FOURTH REVIEW COMMENTS _ei C-6509 1* '_ I. oaosza ` planning VILLAGE AT GRANITE — PHASE 1
HVN
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LGI HOMES/SOUTHEAST
Dere1/27/2017 %ri''•:"o 0,444 ,oN NE,,,'
o` 40 DPR Associates,Inc..420 Hawthorne Lane•Chadotte•NC28204 GRANITE QUARRY,NORTH CAROLINA LANCASTEaSOUTHCAROUNA29720 m
.ii S....."... S•\\ NGU'I,\\Sly, (B.)Susewo O
Project Number o,,SSppiAlE\,o`°' ( Phone 704.332.121M • fax [phone]•www.dprassorlates.nel LGI/HOMES SOUTHEAST "m"�'a"""�'-mm i
17031 a
SHEET 18 OF 21 TOTAL F

Project: Village at Granite Impervious Calculation Prepared by: RJ
DPR Job#: 17031 Phase 1 Checked by: HVN
Location: Granite Quarry, NC Date:
Estimated Impervious Area Breakdown for Phase 1 BMP 1
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)
Proposed 60'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 20If Driveway
+5'x 20'sidewalk+ 150 sf Patio+200 sf Future Allocated BUA)
Proposed 70'Wide Single Family Lots
4,060 sf x 1.75 lots 7,105 sq ft = 0.16 ac
(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: 64,885 sq ft = 1.49 ac
Proposed Streets:
Winding Creek Road, B/C-B/C(approx. 26'x 770 If) 20,020 sq ft = 0.46 ac
Sidewalk(approx. 5'x 7701f x 2) 7,700 sq ft = 0.18 ac
Driveway within R/W(20 x 6'x 18 If) 2,160 sq ft = 0.05 ac
Emergency Fire Access (20'x 100 If) 2,000 sq ft = 0.05 ac
Total Proposed Streets: 31,880 sq ft = 0.73 ac
Total Impervious Area I 96,765 sq ft = 2.22 ac
Total Net Site Area = 107.90 ac
Phase 1 Site Area = 41.54 ac
BMP 1 Watershed Area = 5.00 ac
Impervious Area Summ
Imperv.Area %of Imp. Area of %of Imp.Area of %of Imp. Area of
(Ac) Site Area Phase 1 Site Area BMP 1 WS Area
Proprosed Lots 1.49 1.38% 3.59% 29.79%
Prop.Amenity Area + 0.00 0.00% 0.00%
Misc. Site Features 0.00%
Proposed Streets 0.73 0.68% 1.76% 14.64%
Future Muilti-Famly 0.00 0.00% 0.00% 0.00% USED 48% IN
Total Imp.Area 2.22 2.06% 5.35% 44.43% DESIGN
T:IPROJECTSI2017 PROJECTS117031 The Village At Granite-LGi4taftt:et.SIBB Bffi se 1117031-PH1-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:
Estimated Impervious Area Breakdown for Phase 1 BMP 2
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)
Proposed 60'Wide Single Family Lots
3,210 sf x 0.25 lots 0,803 sq ft = 0.02 ac
(avg house pad 40'x 60'+ 18'x 20If Driveway
+5'x 20'sidewalk+ 150 sf Patio+200 sf Future Allocated BUA)
Proposed 70'Wide Single Family Lots
4,060 sf x 20.5 lots 83,230 sq ft = 1.91 ac
(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: 103,293 sq ft = 2.37 ac
Proposed Streets:
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
Total Impervious Area I 156,337 sq ft = 3.59 ac
Total Net Site Area= 107.90 ac
Phase 1 Site Area = 41.54 ac
BMP 2 Watershed Area = 8.50 ac
Impervious Area Summ�rr
Imperv.Area % of Imp. Area of %of Imp.Area of %of Imp. Area of
(Ac) Site Area Phase 1 Site Area BMP 2 WS Area
Proprosed Lots 2.37 2.20% 5.71% 27.90%
Prop.Amenity Area + 0.00 0.00% 0.00%
Misc. Site Features 0.00%
Proposed Streets 1.22 1.13% 2.93% 14.33%
Future Muilti-Famly_ 0.00 0.00% 0.00% 0.00% USED 48% IN
Total Imp.Area 3.59 3.33% 8.64% 42.22% DESIGN
T:IPROJECTSI2017 PROJECTS117031 The Village At Granite-LGi4taftt:et.SE8 Bffi se 1117031-PH1-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:
Estimated Impervious Area Breakdown for Phase 1 BMP 3
Proposed 50'Wide Single Family Lots
3,210 sf x 19.25 lots 61,793 sq ft = 1.42 ac
(avg house pad 40'x 60'+ 18'x 201f Driveway
+5'x 20'sidewalk+150 sf Patio+200 sf Future Allocated BUA)
Proposed 60'Wide Single Family Lots
3,210 sf x 16.75 lots 53,768 sq ft = 1.23 ac
(avg house pad 40'x 60'+ 18'x 201f Driveway
+5'x 20'sidewalk+150 sf Patio+200 sf Future Allocated BUA)
Proposed 70'Wide Single Family Lots
4,060 sf x 22.25 lots 90,335 sq ft = 2.07 ac
(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:I 205,895 sq ft = 4.73 ac
Proposed Amenity Areas 10,000 sq ft = 0.23 ac
Play Ground Equipment, Metal Gazebo Pavilion
Proposed Cluster Mailbox, Entry monuments, Misc 20,000 sq ft = 0.46 ac
On-Street Parking(approx. 1,015 sq ft)
Proposed Streets:
Limestone Terrace, B/C-B/C(approx.36'x 650 If) 23,400 sq ft = 0.54 ac
Winding Creek Road, B/C-B/C(approx.26'x 150 If) 3,900 sq ft = 0.09 ac
Village Commons Drive, B/C-B/C(approx.26'x 940 If) 24,440 sq ft = 0.56 ac
Standing Oak Drive, B/C-B/C(approx.26'x 650 If) 16,900 sq ft = 0.39 ac
Trailwood Court, B/C-B/C(approx.26'x 200 If+4,931 sq ft) 10,131 sq ft = 0.23 ac
Ramses Rock Run, B/C-B/C(approx.6,885 sq ft) 6,885 sq ft = 0.16 ac
Sidewalk(approx.5'x 3,481 If x 2) 34,810 sq ft = 0.80 ac
Driveway within R/W(10 x 4'x 18 If) 720 sq ft = 0.02 ac
Driveway within R/W(50 x 6'x 18 If) 5,832 sq ft = 0.13 ac
Emergency Fire Access(20'x 225 If) 4,500 sq ft = 0.10 ac
Total Proposed Streets:I 131,518 sq ft = 3.02 ac
Future Multi Family Site
BUA=50% Inpervious of 3.5 ac I 76,230 sq ft = 1.75 ac
BMP 3 Premanent Water Surface Area 16,200 sq ft = 0.37 ac
Total Impervious Area 1 459,843 sq ft = 10.56 ac
Total Net Site Area= 107.90 ac
Phase 1 Site Area= 41.54 ac
BMP 3 Watershed Area= 22.50 ac
Impervious Area Summer
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% USED 48%IN
Total Imp.Area 10.56 9.78% 25.41% 46.92% DESIGN
T:IPROJECTSI2017 PROJECTS117031 The Village At Granite-LGIICALCSSffiJ tPtPf@'' '/N0Ye31-PH1-lmpervious.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:
Estimated Impervious Area Breakdown for Phase 1 BMP 4
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)
Proposed 70'Wide Single Family Lots
4,060 sf x 5.5 lots 22,330 sq ft = 0.51 ac
(avg house pad 50'x 65'+ 18'x 20If Driveway
+5'x 20'sidewalk+ 150 sf Patio+200 sf Future Allocated BUA)
Total Proposed Lots: 47,208 sq ft = 1.08 ac
Proposed Streets:
Standing Oak Drive, B/C-B/C(approx. 26'x 285 If) 7,410 sq ft = 0.17 ac
Sidewalk(approx. 5'x 285 If x 2) 2,850 sq ft = 0.07 ac
Driveway within R/W(9 x 6'x 18 If) 972 sq ft = 0.02 ac
Total Proposed Streets: 11,232 sq ft = 0.26 ac
Total Impervious Area I 58,440 sq ft = 1.34 ac
Total Net Site Area= 107.90 ac
Phase 1 Site Area = 41.54 ac
BMP 4 Watershed Area = 4.00 ac
Impervious Area Summarur
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% USED 48% IN
Total Imp.Area 1.34 1.24% 3.23% 33.54% DESIGN
T:IPROJECTSI2017 PROJECTS117031 The Village At Granite-LGimedtbet.SIBIFF2Blhtise 1117031-PH1-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:
Estimated Impervious Area Breakdown for Phase 1 BMP 6
Existing Streets:
Faith Road 30,492 sq ft = 0.70 ac
Proposed Streets:
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: 42,000 sq ft = 0.96 ac
Total Impervious Area I 72,492 sq ft = 1.66 ac
Total Net Site Area= 107.90 ac
Phase 1 Site Area = 41.54 ac
BMP 6 Watershed Area = 5.00 ac
Impervious Area Summ
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:IPROJECTSI2017 PROJECTS117031 The Village At Granite-Lwaftba.Sar, Blhase 1117031-PH1-Impervious.xls Sheet 1 of 1

Hydrologic Soil Group—Rowan County,North Carolina
(17031-Soils)
R
544810 548000 548100 548200 548300 548400 548500
35°36'38"N 1 — 35°36'38"N
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35°36'12"N 4 35°36'12"N
548000 548100 548200 548300 548400 548500
3 3
N Map Scale:1:3,890 if printed on A port ait(8.5"x 11")sheet. F
Mete
N 0 50 100 200 300rs
Feet
0 150 300 m 600 900
Map projection:Web Mercator Coer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 9/21/2017
-0111-111 Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Rowan County, North Carolina
(17031-Soils)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
C/D
Soils D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
I A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n ND Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
B/D
Rails Please rely on the bar scale on each map sheet for map
n C measurements.
r..i Interstate Highways
C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• A distance and area.A projection that preserves area,such as the
III Aerial Photography Albers equal-area conic projection,should be used if more
• • ND accurate calculations of distance or area are required.
B This product is generated from the USDA-NRCS certified data as
.,r B/D of the version date(s)listed below.
. r C Soil Survey Area: Rowan County,North Carolina
Survey Area Data: Version 13,Sep 20,2016
• • CID
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Jun 14,2015—Mar
Soil Rating Points 15,2017
G A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
▪ ND imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
▪ B/D
USDA Natural Resources Web Soil Survey 9/21/2017
011. Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Rowan County,North Carolina 17031-Soils
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
rirli Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Rowan County,North Carolina 17031-Soils
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 B/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%
Composite Curve Number(CN): 65
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 B/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%
Composite Curve Number(CN): 84
T:IPROJECTS12017 PROJECTS117031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1-Runoff CN.xls Sheet:1 of 6 3/30/2018

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 B/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%
Composite Curve Number(CN): 74
Proposed Development Watershed BMP# 2
Total Drain.Area(Ac.) 9.00
Site Soil Type Soil Group Percentage of Basin
VnB2,VnC2 C 9.0 ac 100.0%
9.0 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 B/D Weighted CN Group C Weighted CN Weighted CN CN%
Wood(Good Cond.) 0.00 0.0% 55 0.0 66 0.0 70 70.0 70.0 0.0
Open Space-Grass and Shurbs 4.68 52.0% 61 0.0 71 0.0 74 74.0 74.0 38.5
(Good Cond.)
Impervious 4.32 48.0% 98 0.0 98 0.0 98 98.0 98.0 47.0
85.5
Total 9.0 100%
Composite Curve Number(CN): 86
T:IPROJECTS12017 PROJECTS117031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1-Runoff CN.xls Sheet:1 of 1 6/22/2018

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# 3
Total Drain.Area(Ac.) 16.00
Site Soil Type Soil Group Percentage of Basin
CcB,CeB2 B 3.0 ac 18.8%
ChA B/D 1.0 ac 6.3%
VnB2,VnC2 C 12.0 ac 75.0%
16.0 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 B/D Weighted CN Group C Weighted CN Weighted CN CN%
Wood(Good Cond.) 1.40 8.8% 55 10.3 66 4.1 70 52.5 66.9 5.9
Open Space-Grass and Shurbs 13.40 83.8% 61 11.4 71 4.4 74 55.5 71.4 59.8
(Good Cond.)
Impervious 1.10 6.9% 98 18.4 98 6.1 98 73.5 98.0 6.7
72.4
Total 15.9 99%
Composite Curve Number(CN): 72
Proposed Development Watershed BMP# 3
Total Drain.Area(Ac.) 22.00
Site Soil Type Soil Group Percentage of Basin
CcB,CeB2 B 3.9 ac 17.7%
ChA B/D 0.3 ac 1.4%
VnB2,VnC2 C 17.8 ac 80.9%
22.0 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 B/D Weighted CN Group C Weighted CN Weighted CN CN%
Wood(Good Cond.) 0.00 0.0% 55 9.8 66 0.9 70 56.6 67.3 0.0
Open Space-Grass and Shurbs 11.44 52.0% 61 10.8 71 1.0 74 59.9 71.7 37.3
(Good Cond.)
Impervious 10.56 48.0% 98 17.4 98 1.3 98 79.3 98.0 47.0
84.3
Total 22.0 100%
Composite Curve Number(CN): 84
T:IPROJECTS12017 PROJECTS117031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1-Runoff CN.xls Sheet:1 of 1 6/22/2018

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# 4
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 B/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%
Composite Curve Number(CN): 63
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 B/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%
Composite Curve Number(CN): 81
T:IPROJECTS12017 PROJECTS117031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1-Runoff CN.xls Sheet:4 of 6 3/30/2018

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 # 5
Total Drain.Area(Ac.) 2.50
Site Soil Type Soil Group Percentage of Basin
CcB, CeB2 B 0.0 ac 0.0%
ChA B/D 0.0 ac 0.0%
VnB2,VnC2 C 2.5 ac 100.0%
2.5 ac 100.0%
Hydrologic Soil Group Used
Percent of CN for Group B CN for Group BID CN for Group C Total Weighted
Land Use No.Acres Drainage Area Group B Weighted CN Group BID Weighted CN Group C Weighted CN Weighted CN CN%
Wood(Good Cond.) 0.00 0.0% 55 0.0 66 0.0 70 70.0 70.0 0.0
Open Space Grass and Shurbs 2.50 100.0% 61 0.0 71 0.0 74 74.0 74.0 74.0
(Good Cond.)
Impervious 0.00 0.0% 98 0.0 98 0.0 98 98.0 98.0 0.0
74.0
Total 2.5 100%
Composite Curve Number(CN): 74
T IPROJECTS12017 PROJECTSI17031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1-Runoff CN.xls Sheet:5 of 6 3/30/2018

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 Undetain Area to Crane Creek
Total Drain.Area(Ac.) 4.30
Site Soil Type Soil Group Percentage of Basin
CeB2 B 3.0 ac 69.8%
ChA B/D 0.0 ac 0.0%
VnB2,VnC2 C 1.3 ac 30.2%
4.3 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 B/D Weighted CN Group C Weighted CN Weighted CN CN%
Wood(Good Cond.) 3.00 69.8% 55 38.4 66 0.0 70 21.2 59.5 41.5
Open Space-Grass and Shurbs 1.20 27.9% 61 42.6 71 0.0 74 22.4 64.9 18.1
(Good Cond.)
Impervious 0.10 2.3% 98 68.4 98 0.0 98 29.6 98.0 2.3
61.9
Total 4.3 100%
Composite Curve Number(CN): 61.9
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 B/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%
Composite Curve Number(CN): 70
T:IPROJECTS12017 PROJECTS117031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1-Runoff CN.xls Sheet:1 of 1 9/11/2018

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# 6
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 B/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%
Composite Curve Number(CN): 66.9
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 B/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%
Composite Curve Number(CN): 73
T:IPROJECTS12017 PROJECTS117031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1-Runoff CN.xls Sheet:1 of 1 9/11/2018

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# 6 (Sheet Flow ONLY)
Total Drain.Area(Ac.) 3.20
Site Soil Type Soil Group Percentage of Basin
CeB2 B 2.6 ac 81.3%
ChA B/D 0.0 ac 0.0%
VnB2,VnC2 C 0.6 ac 18.8%
3.2 ac 100.0%
Hydrologic Soil Group Used
Percent of CN for Group B CN for Group BID CN for Group C Total Weighted
Land Use No.Acres Drainage Area Group B Weighted CN Group BID Weighted CN Group C Weighted CN Weighted CN CN%
Wood(Good Cond.) 0.00 0.0% 55 44.7 66 0.0 70 13.1 57.8 0.0
Open Space Grass and Shurbs 3.20 100.0% 61 49.6 71 0.0 74 13.9 63.4 63.4
(Good Cond.)
Impervious 0.00 0.0% 98 79.6 98 0.0 98 18.4 98.0 0.0
63.4
Total 3.2 100%
Composite Curve Number(CN): 63
TIPROJECTS12017 PROJECTSI17031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1-Runoff CN.xls Sheet:1 of 1 9/11/2018

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 Undetain Area BMP#6
Total Drain.Area(Ac.) 0.30
Site Soil Type Soil Group Percentage of Basin
CeB2 B 0.15 ac 50.0%
ChA B/D 0.00 ac 0.0%
VnB2,VnC2 C 0.15 ac 50.0%
0.30 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 B/D Weighted CN Group C Weighted CN Weighted CN CN%
Wood(Good Cond.) 0.00 0.0% 55 27.5 66 0.0 70 35.0 62.5 0.0
Open Space-Grass and Shurbs 0.29 96.7% 61 30.5 71 0.0 74 37.0 67.5 65.3
(Good Cond.)
Impervious 0.01 3.3% 98 49.0 98 0.0 98 49.0 98.0 3.3
68.5
Total 0.3 100%
Composite Curve Number(CN): 68.5
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 B/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%
Composite Curve Number(CN): 80
T:IPROJECTS12017 PROJECTS117031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1-Runoff CN.xls Sheet:1 of 1 9/11/2018

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landscape architecture
TIME OF CONCENTRATION MAP
civil engineering VILLAGE AT GRANITE QUARRY - PHASE 1 Scale: 1°= 250' �� Date: 11-17-17 6-22-18 Dwg. No:
planning GRANITE QUARRY, NORTH CAROLINA Job#: 17031 Ew
DPR Associates,Inc.■420 Hawthorne Lane•Charlotte,NC 28204 FOR 0 250 500 B : RIJ BD-1
phone [phone] • fax [phone] • www.dprassociates.net LGI HOMES SOUTHEAST IIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Y cc
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII .1L

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
EXISTING CONDITION-TIME OF CONCENTRATION(BMP#1)
SHEET 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.)
T:IPROJECTS12017 PROJECTS117031 The Village At GraniRlotte@'I 53RAPIPhase 1117031-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
EXISTING CONDITION-TIME OF CONCENTRATION(BMP#2)
SHEET FLOW:
Surface Description = grass
Manning's Roughness (n) = 0.24
Flow Length (ft) = 150
Slope (%) = 4.0
P-2yr(in.) = 3.12
T(t) (min.) = 15.1
SHALLOW CONCENTRATED FLOW:
Surface Description unpaved
Flow Length(ft)= 430
Water Course Slope(%)= 7.00
Average Velocity(fps)= 4.27
T(t)(min.)= 1.7
CHANNEL FLOW:
Average Channel Area (sf) = 4.00 Bottom Width (ft)= 2
Hydraulic Radius = 0.618 Side Slope (X:1)= 2
Flow Length (ft) = 235
Channel Slope (%) = 2 Depth (ft)= 1
Manning's Coefficient(n) = 0.048
Velocity (fps) = 3.19
T(t) (min.) = 1.2
T(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.)
T:IPROJECTS12017 PROJECTS117031 The Village At GraniRlotte@'I 53RAPIPhase 1117031-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
EXISTING CONDITION-TIME OF CONCENTRATION(BMP#3)
SHEET 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.)
T:IPROJECTS12017 PROJECTS117031 The Village At GraniRlotte@'I 53RAPIPhase 1117031-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
EXISTING CONDITION-TIME OF CONCENTRATION(BMP#4)
SHEET 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.)
T:IPROJECTS12017 PROJECTS117031 The Village At Granit€'lotte116/BQ,QQYWWP\Phase 1117031-TOC.xls 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
EXISTING CONDITION-TIME OF CONCENTRATION(BMP#5)
SHEET 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
T:IPROJECTS12017 PROJECTS117031 The Village At Granit€'lotte116/BQ,QQYWWP\Phase 1117031-TOC.xls 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 Date: 4-18-18
EXISTING CONDITION-TIME OF CONCENTRATION(BMP#6)
SHEET FLOW:
Surface Description = grass
Manning's Roughness (n) = 0.24
Flow Length (ft) = 100
Slope (%) = 5.5
P-2yr(in.) = 3.12
T(t) (min.) = 9.6
CHANNEL FLOW:
Average Channel Area (sf) = 4.00 Bottom Width (ft)= 2
Hydraulic Radius = 0.618 Side Slope(X:1)= 2
Flow Length (ft) = 315
Channel Slope (%) = 3.2 Depth (ft)= 1
Manning's Coefficient (n) = 0.048
Velocity(fps) = 4.03
T(t) (min.) = 1.3
CHANNEL FLOW:
Average Channel Area (sf) = 4.00 Bottom Width (ft)= 2
Hydraulic Radius = 0.618 Side Slope(X:1)= 2
Flow Length (ft) = 148
Channel Slope (%) = 3.3 Depth (ft)= 1
Manning's Coefficient (n) = 0.048
Velocity(fps) = 4.09
T(t) (min.) = 0.6
T(t) Sum of Travel Time(min)= 11.5 Time= 11.5 (min.)
Hydraulic Length= 563 ft
Basin Slope= 3.0
POST DEVELOPMENT-TIME OF CONCENTRATION
Time= 5 (min.)
T:IPROJECTS12017 PROJECTS117031 The Village At Granitelottii\e/AtIQ WWPIPhase 1117031-PH1-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
*Total Drainage Area(A): 5.00 ac
* Total Impervious Area"I"USED= 48.0%(for Design) 2.40 ac
(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
I: %of Impervious Area 48.0%
*Total Storm Water Volume Control 1-yr,24-hr Post-Dev:
Qv=(P-0.2S)^2/(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)^2/(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: 9,200 cf
*Filtration Media Surface Area Required:
Af=((WQv)(Df)]/((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
(ft) (sf) (cf) (cf)
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 @ 735.83 ft
printed 10/9/2018
T:IPROJECTSI2017 PROJECTSI17031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PHI-BMP Sandfilter.xls page 1 of 3

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:2 of 3 Revised:12-21-17
*BMP-SAND FILTER 1
* Water Draw Down Flow Rate Thru Sand Filter Media
Qo= WQv/Tf=(Af)(k)(Hf+Df)/Df= 0.0692 cfs
(Darcy's Law)
k: Permeability coefficient of filter media 3.50 ft/day
Af: Surface area,sf 949 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 733.0 = 0.0000 cfs
Q o @ Median of WQv storage 733.6 = 0.0506 cfs
Q o @ Top of WQv storage 734.2 = 0.0620 cfs
* Time Drawdown from Inundation to Saturation surface
Tf=WQv/Qo 35.13 hrs
* Sizing Under Drain Pipes
Q: Draw down rate thru sand filter 0.0692 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)^(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)A(2/3)(S)^0.5 (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. C
*Orifice Calcs For Channel Protection Dewaterinq 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 12,282 cf
Average Surface Area 4,340 sf
Area of Outlet Orifice(sf),a= (2)(A)h^(1/2))/(c)(t)(2g)^(1/2)) (NCDENR, Orifice Equation)
a= 0.023 where:
A=Resevoir Area,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(st)
d=Orifice Diameter(inch)
* 1-yr Storm CPv Draw Down Flow Rate Thru Sand Media
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 10/9/2018
T:IPROJECTS12017 PROJECTS117031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1-BMP Sandfilter.xls page 2 of 3

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:3 of 3 Revised:12-21-17
*BMP-SAND FILTER 1
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 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 4.92 ft
Designed collars 2 at 5.0'x 5.0'
printed 10/9/2018
T:IPROJECTSI2017 PROJECTS117031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1-BMP Sandfiilter.xls 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(sqft) Incr.Storage(cuft) Total storage(cuft)
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 Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 3.00 0.00 0.00 Crest Len(ft) = 13.30 10.00 0.00 0.00
Span(in) = 18.00 3.00 0.00 0.00 Crest El.(ft) = 736.00 737.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 728.35 734.10 0.00 0.00 Weir Type = 1 Broad --- ---
Length(ft) = 66.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
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 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
5.00 I 738.00
4.00 737.00
.....J
3.00 736.00
2.00 735.00
1.00 734.00
0.00 733.00
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00
Total Q 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
I: %of Impervious Area 48.0%
*Total Storm Water Volume Control 1-yr,24-hr Post-Dev:
Qv=(P-0.2S)^2/(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)^2/(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)(DV)]/((k)(Hf+Dt)(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, 1'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
(ft) (sf) (cf) (cf)
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 8/13/2018
T:IPROJECTSI2017 PROJECTSI17031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-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 2
* Water Draw Down Flow Rate Thru Sand Filter Media _
Qo= WQv/Tf=(Af)(k)(Hf+Dt)/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
* Time Drawdown from Inundation to Saturation surface _
Tf=WQv/Qo 37.12 hrs
* Sizing 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)^(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)^(2/3)(S)^0.5 (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
*Orifice Calcs For Channel Protection Dewatering 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).
/r 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)^(1/2)) (NCDENR, Orifice Equation)
a= 0.058 where:
A=Resevoir Area,sf 14,512
Max.Orifice Diameter(inch),d= 3.28 h=Falling Head,ft 1.58
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)
* 1-yr Storm CPv Draw Down Flow Rate Thru Sand Media
Qo= WQv/Tf 0.2257 cfs
(Darcy's Law)
CPv: 1-yr Storm Volume 48,760 cf
Tf: 2 days beyond center of 24hr-storm,60 hours 216,000 sec
printed 8/13/2018
T:IPROJECTSI2017 PROJECTSI17031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PHI-BMP Sandfilterxls page 2 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:3 of 3 Revised:12-21-17
*BMP-SAND FILTER 2
Anti-Seep Collar Sizing
Outlet Pipe Size(I.D.)= 36 in
Outlet Pipe Size(O.D.)= 3.67 ft
L,Length of Outlet Pipe= 38 If
Min.Flow Length= 43.7 ft Min.Flow Length=115%of outlet pipe
Total Lengh of Collar offset = 5.7 ft
Number of anti-seep collars 2
Offset per collar 2.9 ft
Min.Outside dimension of each collar 6.52 ft
Designed collars 2 at 6.5'x 6.5'
printed 8/13/2018
T:IPROJECTS12017 PROJECTS117031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1-BMP Sandfiilter.xls 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 - PHI 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(sqft) Incr.Storage(cuft) Total storage(cuft)
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 Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 36.00 3.00 0.00 0.00 Crest Len(ft) = 17.00 0.00 0.00 0.00
Span(in) = 36.00 3.00 0.00 0.00 Crest El.(ft) = 731.80 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) = 724.33 729.80 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 32.00 0.50 0.00 0.00 Multi-Stage = Yes No No No
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 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
6.00 734.00
5.00 =1111g 733.00
MR.1..............----
4.00 732.00
3.00 731.00
2.00 730.00
1.00 729.00
0.00 728.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00
Total Q 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,NC 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, 1st 1-Inch of Rainfall 1 inch
A: Drainage Area 22.00 ac.
Rv: 0.05+0.009(I)= 0.482
1: %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.= 13,000 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 2.8 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-yr 24-hr Storm 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 PROJECTSI17031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PHI-BMP Wet Pond.xls printed 10/9/2018

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 I 3 I
*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^(1/2))/(c)(t)(2g)^(1/2)) (NCDENR,Orifice Equation)
a=0.084 where:
A=Resevoir Area,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,flsq.sec 32.2
a=Orifice Area(sf)
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^(1/2))/(c)(t)(2g)^(1/2)) (NCDENR,Orifice Equation)
a=0.169 where:
A=Resevoir Area,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,ft/sq.sec 32.2
a=Orifice Area(st)
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 of each collar 10.87 ft
Designed collars 2 at 10'x 10'
T:IPROJECTS12017 PROJECTSI17031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1-BMP Wet Pond.xls printed 10/9/2018

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(sqft) Incr.Storage(cuft) Total storage(cuft)
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 Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 36.00 3.00 0.00 0.00 Crest Len(ft) = 17.00 10.00 0.00 0.00
Span(in) = 36.00 3.00 0.00 0.00 Crest El.(ft) = 726.50 728.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 2.60 2.60 3.33 3.33
Invert El.(ft) = 719.45 722.50 0.00 0.00 Weir Type = 1 Broad --- ---
Length(ft) = 90.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
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 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No 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(ft) Stage/Discharge Elev(ft)
8.00 730.50
6.00 728.50
.............................Y
4.00 726.50
2.00 • 724.50
I
0.00 722.50
0.00 9.00 18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00 90.00
Total Q 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
I: %of Impervious Area 48.0%
*Total Storm Water Volume Control 1-yr,24-hr Post-Dev:
Qv=(P-0.2S)^2/(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)^2/(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)= 1,400 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, 1'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 Storage Volume Provided:
Elevation Surface Area Incremental Storage Total Storage
(ft) (sf) (cf) (cf)
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 8/13/2018
T:IPROJECTSI2017 PROJECTSI17031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-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 4
* Water Draw Down Flow Rate Thru Sand Filter Media
Qo= WQv/Tf=(Af)(k)(Hf+Dt)/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 c @ Top of Media 724.0 = 0.0000 cfs
Q c @ Median of WQv storage 724.8 = 0.0506 cfs
Q c @ Top of WQv storage 725.5 = 0.0620 cfs
* Time Drawdown from Inundation to Saturation surface
Tf=WQv/Qo 38.99 hrs
* Sizing 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 pipes)(4)(171f)(4) 20 holes
Capacity of one hole(3/8")=CA(2gh)^(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)^(2/3)(S)^0.5 (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
*Orifice Calcs For Channel Protection Dewaterinq 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 8,434 cf
Average Surface Area 5,549 sf
Area of Outlet Orifice(sf),a= (2)(A)h^(1/2))/(c)(t)(2g)^(1/2)) (NCDENR, Orifice Equation)
a= 0.021 where:
A=Resevoir Area,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)
* 1-yr Storm CPv Draw Down Flow Rate Thru Sand Media
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 8/13/2018
T:IPROJECTSI2017 PROJECTSI17031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-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 4
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 8/13/2018
T:IPROJECTS12017 PROJECTS117031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1-BMP Sandfiilter.xls 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 - PHI 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(sqft) Incr.Storage(cuft) Total storage(cuft)
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 Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 3.00 0.00 0.00 Crest Len(ft) = 13.30 0.00 0.00 0.00
Span(in) = 24.00 3.00 0.00 0.00 Crest El.(ft) = 727.20 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) = 720.40 725.60 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 40.00 0.50 0.00 0.00 Multi-Stage = Yes No No No
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 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
6.00 1 730.00
5.00 729.00
4.00 728.00
3.00 727.00
2.00 I 726.00
1.00 725.00
0.00 724.00
0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00 48.00
Total Q 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 STORMWATER DESIGN MANUAL DATED JAN 2017
*BMP-DRY POND 6
*Total Drainage Area: 6.00 ac
*Total Storm Water Volume Control 1-yr,24-hr Post-Dev:
Qv=(P-0.2S)^2/(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= 1,000/CN-10= 3.70 inch
CN:Curve Number 73
*Estimated Storm Water Volume 10-yr,24-hr Post-Dev:
Qv=(P-0.2S)^2/(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
(ft) (sf) (cf) (cf)
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 Dewatering 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)^(1/2)) (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 10/9/2018
T:IPROJECTSI2017 PROJECTSI17031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1-BMP Dry Detention.xls page 1 of 2

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:2 of 2 Revised:12-21-17
*BMP-SAND FILTER 6
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 Min.Flow Length=115%of outlet pipe
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'
printed 10/9/2018
T:IPROJECTSI2017 PROJECTS117031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1-8MP Dry Detention.xls page 2 of 2

Pond Report 9
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(sqft) Incr.Storage(cuft) Total storage(cuft)
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
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
6.00 759.00
5.00 758.00
4.00 •
757.00
3.00 756.00
2.00 755.00
1.00 754.00
0.00 1 753.00
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00
Total Q Discharge(cfs)

DPR ASSOCIATES,INC
BMP OUTLET STRUCTURE
BOUYANCY CALCULATION
OUTLET STRUCTURE BOUYANCY CALCULATION NCDOT#840.04
BMP Number BMP#1 BMP#2 BMP#3 BMP#4 BMP#6
Structure Number 1-400 2-200 3-400 4-200 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 1 0.50
Weir Elev(ft). 736.00 736.00 731.80 726.50 755.20
Invert 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
Volume of base:
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(Ibs/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
WEIGHT OF STRUCTURE
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 m 70.96 54.05 m 16.87
Area Loss for outlet pipe opening(sf): 1.77 7.07 7.07 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)= 230 230 230 230 230
Total Weight Structure(Ibs)= 13,763 17,502 17,228 12,929 6,980
Anchor Block:
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(Ibs/cu.ft)= 62.4 62.4 62.4 62.4 62.4
Weight of Water Displaced by Anchor Block fibs) 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
NET BOUYANCY***
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
TIPROJECTS12017 PROJECTSI17031 The Village At Granite-LGIICALCSIBMPIPhase 1117031-PH1 BMP Anchor Block.xls printed 10/10/2018

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

1
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
'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

2
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 = 1.670 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 8,486 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. = 2.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 PRE - BMP 1
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 — 111111iii , 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 Tuesday, 10/16/2018
Hyd. No. 2
PH1 PRE - BMP 2
Hydrograph type = SCS Runoff Peak discharge = 7.971 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 27,035 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. = 2.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 PRE - BMP 2
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 2.00
0.00 \. - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

4
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 = 8.685 cfs
Storm frequency = 1 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 40,180 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. = 2.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 PRE - BMP 3
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 — — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

5
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 = 1.415 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 6,232 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. = 2.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 PRE - BMP 4
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
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)

6
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 = 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
j-- ------7
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

7
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 = 1.675 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 4,662 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. = 2.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 PRE - UNDET.
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
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)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Tuesday, 10/16/2018
Hyd. No. 8
PH1 PRE - BMP 3 & 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
PH1 PRE - BMP 3 & 5
Q (cfs) Hyd. No. 8 -- 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 3 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
PH1 POST - BMP 1
Q (cfs) Hyd. No. 10-- 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
0 120 240 360 480 600 720 840 960 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
PH1 POST - BMP 2
Q (cfs) Hyd. No. 11 -- 1 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
Hyd No. 11 Time (min)

11
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 = 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)

12
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 = 7.892 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 15,814 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. = 2.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 POST - BMP 4
Q (cfs) Hyd. No. 13-- 1 Year Q (cfs)
8.00 8.00
6.00 - 6.00
4.00 - 4.00
2.00 2.00
0.00 — ` - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)

13
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 = 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
PH1 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
r "*------- _ ,
0.00 — 1 ' 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
0 (cfs) Hyd. No. 16-- 1 Year 0 (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 1111111 Total storage used = 16,122 cuft

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(sqft) Incr.Storage(cuft) Total storage(cuft)
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 Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 3.00 0.00 0.00 Crest Len(ft) = 13.30 10.00 0.00 0.00
Span(in) = 18.00 3.00 0.00 0.00 Crest El.(ft) = 736.00 737.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 728.35 734.10 0.00 0.00 Weir Type = 1 Broad --- ---
Length(ft) = 66.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
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 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
5.00 738.00
I
4.00 737.00
.....J
3.00 736.00
2.00 735.00
1.00 734.00
0.00 733.00
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00
Total Q 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.
PH1 ROUTED - BMP 2
Q (cfs) Hyd. No. 17-- 1 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
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
Hyd No. 17 Hyd No. 11 1111111 Total storage used = 35,490 cuft

Pond Report 17
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Tuesday, 10/16/2018
Pond No. 2 - PHI 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(sqft) Incr.Storage(cuft) Total storage(cuft)
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 Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 36.00 3.00 0.00 0.00 Crest Len(ft) = 17.00 0.00 0.00 0.00
Span(in) = 36.00 3.00 0.00 0.00 Crest El.(ft) = 731.80 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) = 724.33 729.80 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 32.00 0.50 0.00 0.00 Multi-Stage = Yes No No No
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 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
6.00 1 734.00
5.00 733.00
4.00 - 732.00
3.00 731.00
2.00 730.00
1.00 729.00
0.00 728.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00
Total Q 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
0 (cfs) Hyd. No. 18-- 1 Year 0 (cfs)
60.00 60.00
50.00 k 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 1111111 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(sqft) Incr.Storage(cuft) Total storage(cuft)
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 Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 36.00 3.00 0.00 0.00 Crest Len(ft) = 17.00 10.00 0.00 0.00
Span(in) = 36.00 3.00 0.00 0.00 Crest El.(ft) = 726.50 728.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 2.60 2.60 3.33 3.33
Invert El.(ft) = 719.45 722.50 0.00 0.00 Weir Type = 1 Broad --- ---
Length(ft) = 90.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
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 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No 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(ft) Stage/Discharge Elev(ft)
8.00 730.50
6.00 728.50
.............................Y
4.00 726.50
2.00 • 724.50
I
0.00 722.50
0.00 9.00 18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00 90.00
Total Q Discharge(cfs)

20
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 = 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.
PH1 ROUTED - BMP 4
Q (cfs) Hyd. No. 19-- 1 Year Q (cfs)
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
Time (min)
Hyd No. 19 Hyd No. 13 1111111 Total storage used = 10,559 cuft

Pond Report 21
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Tuesday, 10/16/2018
Pond No. 4 - PHI 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(sqft) Incr.Storage(cuft) Total storage(cuft)
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 Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 3.00 0.00 0.00 Crest Len(ft) = 13.30 0.00 0.00 0.00
Span(in) = 24.00 3.00 0.00 0.00 Crest El.(ft) = 727.20 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) = 720.40 725.60 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 40.00 0.50 0.00 0.00 Multi-Stage = Yes No No No
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 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
6.00 1 730.00
5.00 729.00
4.00 728.00
3.00 727.00
2.00 I 726.00
1.00 725.00
0.00 724.00
0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00 48.00
Total Q Discharge(cfs)

22
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 = 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
PH1 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
r "*------- _ ,
0.00 — 1 ' 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. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
'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

24
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 = 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 I I 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
PH1 PRE - BMP 2
0 (cfs) Hyd. No. 2 --2 Year 0 (cfs)
14.00 14.00
12.00 I 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - I I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

26
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 = 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)

27
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 = 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)

28
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 = 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)

29
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 = 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)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Tuesday, 10/16/2018
Hyd. No. 8
PH1 PRE - BMP 3 & 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
PH1 PRE - BMP 3 & 5
Q (cfs) Hyd. No. 8 --2 Year Q (cfs)
18.00 18.00
1
15.00 li
15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 h'( :'z-------,
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
PH1 POST - BMP 1
Q (cfs) Hyd. No. 10--2 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
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
PH1 POST - BMP 2
Q (cfs) Hyd. No. 11 --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
0 120 240 360 480 600 720 840 960 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
PH1 POST - BMP 3
Q (cfs) Hyd. No. 12--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
0 120 240 360 480 600 720 840 960 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
PH1 POST - BMP 4
Q (cfs) Hyd. No. 13--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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)

35
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 = 6.600 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 13,362 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. = 3.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 POST - UNDET.
Q (cfs) Hyd. No. 14--2 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 1320 1440 1560
Hyd No. 14 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.
PH1 ROUTED - BMP 1
0 (cfs) Hyd. No. 16--2 Year 0 (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 16 Hyd No. 10 II IIIIHTotal storage used = 21,804 cuft

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 i 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 I 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
Hyd No. 17 Hyd No. 11 1111111 [ 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 1111111 [ Total storage used = 99,985 cuft

39
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 = 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 111111 Total storage used = 14,326 cuft

40
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 = 6.600 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 13,362 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. = 3.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 POST - UNDET.
Q (cfs) Hyd. No. 20--2 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 1320 1440 1560
Hyd No. 20 Time (min)

41
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
'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

42
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 = 8.897 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 32,525 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. = 4.92 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 PRE - BMP 1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
10.00 10.00
I
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 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
PH1 PRE - BMP 2
Q (cfs) Hyd. No. 2-- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 — 1 - 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
PH1 PRE - BMP 3
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
—
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

45
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 = 8.691 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 25,809 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. = 4.92 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 PRE - BMP 4
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 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
PH1 PRE - BMP 5
Q (cfs) Hyd. No. 5-- 10 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 I 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)

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
PH1 PRE - UNDET.
Q (cfs) Hyd. No. 6-- 10 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 — J ` - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Tuesday, 10/16/2018
Hyd. No. 8
PH1 PRE - BMP 3 & 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 - BMP 3 & 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 — a I-� L 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
PH1 POST - BMP 1
Q (cfs) Hyd. No. 10 -- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.007_7(
4.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 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
PH1 POST - BMP 2
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
50.00 50.00
40.00 1 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
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
PH1 POST - BMP 3
Q (cfs) Hyd. No. 12 -- 10 Year Q (cfs)
120.00 120.00
100.00 I 100.00
80.00 80.00
60.00 60.00
40.00 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)

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
PH1 POST - BMP 4
Q (cfs) Hyd. No. 13 -- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 13 Time (min)

53
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 = 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
PH1 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.
PH1 ROUTED - BMP 1
Q (cfs) Hyd. No. 16 -- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 ' — - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
Hyd No. 16 Hyd No. 10 1111111 Total storage used = 28,637 cuft

55
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 = 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 II 1 1 1 1 1 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.
PH1 ROUTED - BMP 3
Q (cfs) Hyd. No. 18 -- 10 Year Q (cfs)
120.00 1 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - — L 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 18 Hyd No. 12 1111111 U Total storage used = 121,287 cuft

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 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 1111111 Total storage used = 19,027 cuft

58
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 = 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
PH1 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. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
'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
PH1 PRE - BMP 1
0 (cfs) Hyd. No. 1 -- 25 Year 0 (cfs)
14.00 14.00
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 - I I - 0.00
0 120 240 360 480 600 720 840 960 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
PH1 PRE - BMP 2
Q (cfs) Hyd. No. 2--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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

62
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 = 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
0 (cfs) Hyd. No. 3-- 25 Year 0 (cfs)
50.00 50.00
40.00 III 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
PH1 PRE - BMP 4
0 (cfs) Hyd. No. 4 -- 25 Year 0 (cfs)
14.00 14.00
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 — 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

64
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 = 8.820 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 27,610 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. = 5.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 PRE - BMP 5
Q (cfs) Hyd. No. 5--25 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 — ,— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

65
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 = 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
J0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

66
Hydrograph Report
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 - BMP 3 & 5
0 (cfs) Hyd. No. 8--25 Year 0 (cfs)
50.00 I 50.00
40.00 1
40.00
30.00 30.00
20.00 20.00
10.00 10.00
iLim.... ____ _
0.00 - •` '- L 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
PH1 POST - BMP 1
Q (cfs) Hyd. No. 10 --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
0 120 240 360 480 600 720 840 960 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 I 50.00
40.00 40.00
30.00 30.00
20.00 20.00
I
_ Al
■I����
10.00 'I____ 10.00
EL
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
PH1 POST - BMP 3
Q (cfs) Hyd. No. 12 --25 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 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
PH1 POST - BMP 4
Q (cfs) Hyd. No. 13 --25 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 ----j ( —____ 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
PH1 POST - UNDET.
Q (cfs) Hyd. No. 14 --25 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
*sj-------
0.00 - 1 l - 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 1111111 [ 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.
PH1 ROUTED - BMP 2
Q (cfs) Hyd. No. 17 --25 Year Q (cfs)
70.00 70.00
l I
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. 17 Hyd No. 11 1111111 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.
PH1 ROUTED - BMP 3
Q (cfs) Hyd. No. 18 --25 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 18 Hyd No. 12 1111111 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.
PH1 ROUTED - BMP 4
Q (cfs) Hyd. No. 19 --25 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - - 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No. 19 Hyd No. 13 1111111 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
PH1 POST - UNDET.
Q (cfs) Hyd. No. 20 --25 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
*sj-------
0.00 - 1 l - 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. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
'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

78
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 = 15.96 cfs
Storm frequency = 50 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 56,217 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. = 6.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 PRE - BMP 1
Q (cfs) Hyd. No. 1 --50 Year Q (cfs)
18.00 18.00
15.00 II 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
J _
0.00 — . - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

79
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 = 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
0 (cfs) Hyd. No. 2--50 Year 0 (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)

80
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 = 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)

81
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 = 15.94 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 45,587 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. = 6.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 PRE - BMP 4
Q (cfs) Hyd. No. 4--50 Year Q (cfs)
18.00 18.00
15.00 I 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. 4 Time (min)

82
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 = 10.63 cfs
Storm frequency = 50 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 33,225 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. = 6.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 PRE - BMP 5
0 (cfs) Hyd. No. 5--50 Year 0 (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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 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
PH1 PRE - UNDET.
Q (cfs) Hyd. No. 6--50 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 b 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 1 —� - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

84
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Tuesday, 10/16/2018
Hyd. No. 8
PH1 PRE - BMP 3 & 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 - BMP 3 & 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
PH1 POST - BMP 1
Q (cfs) Hyd. No. 10 -- 50 Year Q (cfs)
40.00 40.00
7
30.00 30.00
20.00 20.00
10.00 10.00
......--- L%-""L .
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 10 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
PH1 POST - BMP 2
Q (cfs) Hyd. No. 11 -- 50 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
I
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 ....J ..._____ 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 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
PH1 POST - BMP 3
Q (cfs) Hyd. No. 12 -- 50 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 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 1 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)

89
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 = 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
PH1 POST - UNDET.
Q (cfs) Hyd. No. 14 -- 50 Year Q (cfs)
24.00 I 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
N.....-----------
0.00 — 1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)

90
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 = 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.
PH1 ROUTED - BMP 1
Q (cfs) Hyd. No. 16 -- 50 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160
Time (min)
Hyd No. 16 Hyd No. 10 1111111 Total storage used = 34,991 cuft

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.
PH1 ROUTED - BMP 2
Q (cfs) Hyd. No. 17 -- 50 Year Q (cfs)
80.00 I 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
10.00L _ 10.00
0.00 - ' 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 17 Hyd No. 11 1111111 [ 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.
PH1 ROUTED - BMP 3
Q (cfs) Hyd. No. 18 -- 50 Year Q (cfs)
180.00 I 180.00
1
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 — 80.00
I
60.00 I 60.00
40.00 I 40.00
20.00 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 1111111 [ Total storage used = 157,866 cuft

93
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 = 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 f- 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 1111111 Total storage used = 21,743 cuft

94
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 = 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
PH1 POST - UNDET.
Q (cfs) Hyd. No. 20 -- 50 Year Q (cfs)
24.00 I 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
N.....-----------
0.00 — 1 - 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. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
'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
PH1 PRE - BMP 1
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
21.00 I I 21.00
18.00 I 18.00
15.00 15.00
12.00 - I — 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)

97
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 = 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)

98
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 = 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
PH1 PRE - BMP 4
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
21.00 I I 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 . 6.00
3.00 3.00
0.00 - I 01 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
PH1 PRE - BMP 5
0 (cfs) Hyd. No. 5-- 100 Year 0 (cfs)
14.00 14.00
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

101
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 = 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)

102
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Tuesday, 10/16/2018
Hyd. No. 8
PH1 PRE - BMP 3 & 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
PH1 PRE - BMP 3 & 5
Q (cfs) Hyd. No. 8-- 100 Year Q (cfs)
70.00 70.00
l
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

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
PH1 POST - BMP 1
Q (cfs) Hyd. No. 10 -- 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
Hyd No. 10 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 0.......7H....... ._- __ 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
PH1 POST - BMP 4
Q (cfs) Hyd. No. 13-- 100 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
0 120 240 360 480 600 720 840 960 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
PH1 POST - UNDET.
Q (cfs) Hyd. No. 14 -- 100 Year Q (cfs)
28.00 28.00
r _
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
Hyd No. 14 Time (min)

108
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 = 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.
PH1 ROUTED - BMP 1
Q (cfs) Hyd. No. 16-- 100 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
i
i
10.00 i 10.00
0.00 - 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No. 16 Hyd No. 10 1111111 Total storage used = 38,778 cuft

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.
PH1 ROUTED - BMP 2
Q (cfs) Hyd. No. 17-- 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
1
10.00111111 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 1111111 Total storage used = 66,472 cuft

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.
PH1 ROUTED - BMP 3
Q (cfs) Hyd. No. 18-- 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 I 60.00
30.00 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 1111111 Total storage used = 177,332 cuft

111
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.
PH1 ROUTED - BMP 4
Q (cfs) Hyd. No. 19-- 100 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 19 Hyd No. 13 1111111 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
PH1 POST - UNDET.
Q (cfs) Hyd. No. 20 -- 100 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 20 Time (min)

BMP #6

1
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
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

2
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 = 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
PH1 PRE - UNDET. FAITH
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

4
Hydrograph Report
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 I I 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 L 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

5
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 = 7.978 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 16,555 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. = 2.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 POST - BMP 6
Q (cfs) Hyd. No. 5-- 1 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 - 4.00
2.00 2.00
0.00 ` 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

6
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 = 1.724 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 1 min Hyd. volume = 3,000 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. = 2.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 POST - UNDET. FAITH
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
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
Hyd No. 6 Time (min)

7
Hydrograph Report
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
PH1 POST TOTAL
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - ` 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 5 Hyd No. 6

8
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 = 0.067 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.
PH1 ROUTED - BMP 6
0 (cfs) Hyd. No. 9 -- 1 Year 0 (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 9 Hyd No. 5 1111111 Total storage used = 14,194 cuft

Pond Report 9
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(sqft) Incr.Storage(cuft) Total storage(cuft)
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
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
6.00 759.00
5.00 758.00
4.00 - 757.00
3.00 756.00
F-----"--- -
2.00 755.00
1.00 754.00
0.00 1 753.00
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00
Total Q Discharge(cfs)

10
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 = 1.724 cfs
Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 1 min Hyd. volume = 3,000 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. = 2.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 POST - UNDET. FAITH
Q (cfs) Hyd. No. 10-- 1 Year Q (cfs)
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
Hyd No. 10 Time (min)

11
Hydrograph Report
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
PH1 POST TOTAL
0 (cfs) Hyd. No. 11 -- 1 Year 0 (cfs)
2.00 2.00
1.00 1.00
0.00 - 11011110.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 11 Hyd No. 9 Hyd No. 10

12
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
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

13
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 = 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 - 1 \ - 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
PH1 PRE - UNDET. FAITH
Q (cfs) Hyd. No. 2 --2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 — I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

15
Hydrograph Report
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
PH1 PRE TOTAL
Q (cfs) Hyd. No. 3 --2 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
MI
0.00 L — 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
PH1 POST - BMP 6
Q (cfs) Hyd. No. 5--2 Year Q (cfs)
14.00 14.00
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
0 120 240 360 480 600 720 840 960 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
PH1 POST - UNDET. FAITH
Q (cfs) Hyd. No. 6 --2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 6 Time (min)

18
Hydrograph Report
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.
PH1 ROUTED - BMP 6
0 (cfs) Hyd. No. 9 --2 Year 0 (cfs)
14.00 14.00
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
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 9 Hyd No. 5 1111111 [ 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
PH1 POST - UNDET. FAITH
Q (cfs) Hyd. No. 10--2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 10 Time (min)

21
Hydrograph Report
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
PH1 POST TOTAL
0 (cfs) Hyd. No. 11 --2 Year 0 (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 11 Hyd No. 9 Hyd No. 10

22
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
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

23
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 = 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
iLIIIII
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
PH1 PRE - UNDET. FAITH
Q (cfs) Hyd. No. 2-- 10 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

25
Hydrograph Report
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
PH1 PRE TOTAL
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 ` - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 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
PH1 POST - BMP 6
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 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
PHI POST - UNDET. FAITH
Q (cfs) Hyd. No. 6-- 10 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
Hyd No. 6 Time (min)

28
Hydrograph Report
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 I 30.00
25.00 25.00
20.00 I 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.
PH1 ROUTED - BMP 6
Q (cfs) Hyd. No. 9-- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 1 8.00
4.002C.— 4.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 9 Hyd No. 5 1111111 [ 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
PHI POST - UNDET. FAITH
Q (cfs) Hyd. No. 10 -- 10 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 1 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)

31
Hydrograph Report
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
PH1 POST TOTAL
Q (cfs) Hyd. No. 11 -- 10 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
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 11 Hyd No. 9 Hyd No. 10

32
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
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
PH1 PRE - BMP 6
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
21.00 I I 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
:::
3.00
—
I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

34
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 = 1.221 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 2,761 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. = 5.83 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 PRE - UNDET. FAITH
Q (cfs) Hyd. No. 2--25 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

35
Hydrograph Report
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
PH1 POST - BMP 6
Q (cfs) Hyd. No. 5--25 Year Q (cfs)
35.00 - I 35.00
30.00 30.00
25.00 25.00
_ l
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
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 I 1.00
0.00 - ` 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 6 Time (min)

38
Hydrograph Report
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.
PH1 ROUTED - BMP 6
Q (cfs) Hyd. No. 9--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
II
::: ___
5.00- l 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 9 Hyd No. 5 111111 [ 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
PHI 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)

41
Hydrograph Report
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
PH1 POST TOTAL
Q (cfs) Hyd. No. 11 --25 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 Hyd No. 9 Hyd No. 10

42
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
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
PH1 PRE - BMP 6
Q (cfs) Hyd. No. 1 --50 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - - ` - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

44
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 = 1.496 cfs
Storm frequency = 50 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 3,384 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. = 6.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 PRE - UNDET. FAITH
Q (cfs) Hyd. No. 2--50 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

45
Hydrograph Report
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
PH1 PRE TOTAL
Q (cfs) Hyd. No. 3--50 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
T
16.00 - 16.00
12.00 12.00
8.00 I 8.00
4.00 4.00
JA0.00 - - .. - 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

46
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 = 39.31 cfs
Storm frequency = 50 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 79,932 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. = 6.56 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 POST - BMP 6
Q (cfs) Hyd. No. 5--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
Hyd No. 5 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)

48
Hydrograph Report
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
0 (cfs) Hyd. No. 7--50 Year 0 (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

49
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 = 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 1111111 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
PHI 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 I I 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)

51
Hydrograph Report
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
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk,Inc.v2020
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
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

53
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 = 29.79 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 72,045 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. = 7.31 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 PRE - BMP 6
Q (cfs) Hyd. No. 1 -- 100 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 - 1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

54
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 = 1.788 cfs
Storm frequency = 100 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 4,047 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. = 7.31 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PH1 PRE - UNDET. FAITH
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 — ` — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

55
Hydrograph Report
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
PH1 PRE TOTAL
Q (cfs) Hyd. No. 3-- 100 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
,11.11111111.
0.00 AL o.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
PH1 POST - BMP 6
0 (cfs) Hyd. No. 5-- 100 Year 0 (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00J _
20.00
10.00 10.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 5 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
PHI POST - UNDET. FAITH
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 6 Time (min)

58
Hydrograph Report
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

59
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 = 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 DETENTIONax. 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 I 1 1 1 1 1 Total storage used = 34,922 tuft

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
PH1 POST - UNDET. FAITH
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 10 Time (min)

61
Hydrograph Report
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
PH1 POST TOTAL
Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
J
\\144
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

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Rp -- —

9/20/2017 Precipitation Frequency Data Server
NOAA Atlas 14,V olume 2,Version 3
Location name: Salisbury , North Carolina, USA * u .
noon
y Latitude: 35.5603°, Longitude: -80.459° :
• c:a
IP Elevation: 805.12 ft**
fires *source:ESRI Maps '+,,,,y M°:Se
**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
Average recurrence interval (years)
Duration
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
10 min (0.576-0.678) (0.682-0.805) (0.794-0.938) (0.869-1.03) (0.948-1.12) (1.00-1.19) (1.04-1.25) (1.08-1.30) (1.11-1.35) (1.13-1.39)
0.780 0.930 1.09 1.20 1.32 1.39 1.46 1.51 1.57 1.60
1 5 min (0.720-0.847) (0.857-1.01) (1.00-1.19) (1.10-1.30) (1.20-1.43) (1.27-1.51) (1.32-1.58) (1.36-1.64) (1.40-1.71) (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) (1.18-1.40) (1.43-1.69) (1.59-1.88) (1.78-2.11) (1.91-2.27) (2.02-2.42) (2.12-2.55) (2.23-2.71) (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) (1.49-1.75) (1.83-2.16) (2.07-2.45) (2.37-2.81) (2.59-3.08) (2.78-3.33) (2.97-3.58) (3.19-3.89) (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) (1.71-2.04) (2.13-2.53) (2.43-2.90) (2.81-3.37) (3.09-3.72) (3.36-4.07) (3.60-4.41) (3.91-4.85) (4.13-5.17)
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) (1.83-2.17) (2.27-2.71) (2.61-3.10) (3.04-3.64) (3.37-4.05) (3.68-4.45) (3.99-4.87) (4.38-5.42) (4.67-5.85)
6 hr 1.99 2.40 3.00 3.46 4.08 4.56 5.05 5.55 6.21 6.73
(1.83-2.18) (2.21-2.63) (2.75-3.28) (3.16-3.77) (3.70-4.43) (4.12-4.95) (4.52-5.48) (4.91-6.02) (5.43-6.75) (5.81-7.31)
12-hr 2.36 2.84 3.56 4.13 4.91 5.53 6.17 6.82 7.73 8.44
(2.17-2.57) (2.62-3.11) (3.27-3.89) (3.78-4.51) (4.46-5.33) (4.98-5.99) (5.51-6.67) (6.03-7.37) (6.71-8.33) (7.22-9.10)
24-hr 2.80 3.38 4.24 4.92 5.83 6.56 7.31 8.07 9.11 9.93
(2.61-3.01) (3.15-3.64) (3.95-4.56) (4.57-5.29) (5.41-6.27) (6.07-7.05) (6.74-7.85) (7.42-8.67) (8.34-9.81) (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-day (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-day 3.47 4.17 5.17 5.95 7.01 7.85 8.71 9.59 10.8 11.7
(3.24-3.71) (3.90-4.47) (4.82-5.53) (5.54-6.36) (6.51-7.50) I (7.28-8.40) (8.05-9.32) (8.83-10.3) (9.90-11.6) (10.7-12.6)
4-day 3.68 4.41 5.44 6.25 7.35 8.23 9.12 10.0 11.3 12.3
(3.44-3.93) (4.13-4.71) (5.08-5.81) (5.83-6.67) (6.83-7.86) (7.63-8.80) (8.44-9.76) (9.26-10.7) (10.4-12.1) (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-day (3.99-4.51) (4.76-5.38) (5.78-6.54) (6.59-7.46) (7.68-8.72) (8.54-9.73) (9.41-10.8) (10.3-11.8) (11.5-13.3) (12.4-14.4)
10 day 4.84 5.75 6.91 7.82 9.03 9.99 11.0 11.9 13.3 14.3
(4.57-5.13) (5.43-6.09) (6.52-7.32) (7.37-8.28) (8.49-9.57) (9.38-10.6) (10.3-11.6) (11.1-12.7) (12.3-14.1) (13.2-15.2)
20-day 6.50 7.67 I 9.06 10.2 11.6 12.8 13.9 15.1 16.7 17.9
(6.18-6.84) (7.29-8.07) (8.60-9.52) (9.62-10.7) (11.0-12.2) (12.1-13.4) (13.1-14.7) (14.2-15.9) (15.6-17.6) (16.7-19.0)
30-day 8.02 9.44 11.0 12.1 13.7 14.9 16.1 17.2 18.8 20.0
(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-day (969-10.6) (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-day (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) (21.9-23.9)] (23.4-25.7) (24.5-27.0)
1 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.html?lat=35.5603&Ion=-80.4590&data=depth&units=english&series=pds 1/4

9/20/2017 Precipitation Frequency Data Server
NOAA Atlas 14,V olume 2,Version 3
Location name: Salisbury , North Carolina, USA * u .
noon
y Latitude: 35.5603°, Longitude: -80.459° is
• c:a. •
a IP Elevation: 805.12 ft**
fires *source:ESRI Maps ' 11101 1
**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
Average recurrence interval (years)
Duration
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 4.43 5.18 5.68 6.23 6.61 6.92 7.19 7.48 7.64
10 min (3.46-4.07) (4.09-4.83) (4.76-5.63) (5.21-6.16) i (5.69-6.74) (6.01-7.15) (6.26-7.50) (6.47-7.80) (6.67-8.12) (6.76-8.32)
15 min 3.12 3.72 4.36 4.79 5.26 5.58 5.84 6.05 6.27 6.40
(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 2.57 3.10 3.47 3.90 4.20 4.47 4.71 4.99 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) (1.49-1.75) (1.83-2.16) (2.07-2.45) (2.37-2.81) (2.59-3.08) (2.78-3.33) (2.97-3.58) (3.19-3.89) (3.34-4.11)
2 hr 0.772 0.934 1.16 1.33 1.55 1.71 1.87 2.02 2.22 2.36
(0.708-0.842) (0.856-1.02) (1.06-1.27) (1.21-1.45) (1.41-1.68) (1.54-1.86) (1.68-2.03) (1.80-2.20) (1.96-2.42) (2.07-2.59)
3 hr 0.548 0.661 0.826 0.950 1.11 1.24 1.37 1.49 1.66 1.79
(0.503-0.598) (0.608-0.723) (0.757-0.901) (0.868-1.03) (1.01-1.21) (1.12-1.35) (1.23-1.48) (1.33-1.62) (1.46-1.81) (1.55-1.95)
6 hr 0.333 0.401 0.501 0.578 0.681 0.762 0.844 0.926 1.04 1.12
(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)
12-hr 0.196 0.236 0.296 0.343 0.407 0.459 0.512 0.566 0.641 0.700
(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)
24-hr 0.117 0.141 0.177 0.205 0.243 0.273 ' 0.304 0.336 0.380 0.414
(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 0.173 0.190 0.214 0.233
2-day (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)
3-day 0.048 0.058 0.072 0.083 0.097 0.109 0.121 0.133 0.150 0.163
(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)
4-day 0.038 0.046 0.057 0.065 0.077 0.086 0.095 0.105 0.118 0.128
(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 I 0.054 0.060 0.066 0.074 0.080
7-day (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 1 0.042 0.046 0.050 0.055 0.060
10 day
(0.019-0.021) (0.023-0.025) (0.027-0.030) (0.031-0.034) (0.035-0.040)1(0.039-0.044) (0.043-0.048) (0.046-0.053) (0.051-0.059) (0.055-0.063)
20-day 0.014 0.016 0.019 0.021 1 0.024 0.027 0.029 0.031 0.035 0.037
(0.013-0.014) (0.015-0.017) (0.018-0.020) (0.020-0.022)1(0.023-0.025) (0.025-0.028) (0.027-0.031) (0.030-0.033) (0.033-0.037) (0.035-0.040)
30-day 0.011 0.013 0.015 0.017 0.019 0.021 0.022 0.024 0.026 0.028
(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)
45-day 0.009 0.011 0.013 0.014 0.015 0.016 0.018 0.019 0.020 0.021
(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)
60-day 0.008 0.010 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.018
(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)
1 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.
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9/20/2017 Precipitation Frequency Data Server
PF graphical
PDS-based depth-duration-frequency (DDF) curves
Latitude 35 5603°, Longitude -80.4590°
30 r i 1 i I I I I I I 1 i i i 1 I
Average recurrence
25 - interval
i-, (years)
c r.
20 — . - - -- -- , x>l — 2
a
✓ % • — 6
•� • — 25
a — 50
10 _ — 100
a- — 200
� - 500
• • . — 1000
0
.� •c c c -c -- -'- L t �-‘a >, >,f>O r>0, r>, rr0. frl, r0a>,
- - ry r6 6 ry .. -0 -0 10 -0 7 7 7
t!'1 OP rr§, o —I N N r6 4 No N m V o
Duration
30 I r 1 I 1
25 _.
c
,L 20 - Duration
aa) — 5-min — 2-day
c 15 - _ — 10-min — 3-day
0
•_ 15 min — a-day
a 30�n1n 7-day
• 10 ___—:f_- — 60-min — 10-day
a — 2fir — 20-day
5 — 3-hr — 30-day
— 6-hr — 45-day
_ • — 12-br — 60-day
0 r�1 -i r 1 i 1 1 -- 1 — 24fir
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT): Wed Sep 20 21:54:01 2017
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Maps & aerials
Small scale terrain
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9/20/2017 Precipitation Frequency Data Server
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lot=35.5603&Ion=-80.4590&data=depth&units=english&series=pds 3/4

9/20/2017 Precipitation Frequency Data Server
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