20060796 Ver 3_Stormwater Info_20141023

BMP DRY DETENTION POND
DESIGNCALCULATIONS
OCT 2 3 2014 I
DENW• wAT6 RESOURCES
WATERFORD ON THE ROCKY RIVER - PH 4
Kannapolis, Cabarrus County, North Carolina
Prepared for:
Lennar Carolinas, LLCa
11230 Carmel Commons Blvd.
Charlotte, NC 28226
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.: 13052
May 23, 2014
Rev. October 8. 2014
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WATERFORD ON THE ROCKY RIVER - PH 4
TABLE OF CONTENTS
I. BMP/ DRY DETENTION POND DESIGN SUMMARY
II. BMP EXHIBITS AND CALCULATIONS
- Vicinity Map
- Aerial Photo
- Pre - Development `Drainage and TOC Map
- Post - Development Drainage Map
- Soils Maps — Overall Site
- Impervious Area Calculations
- Run -Off Curve Number
III. - BMP DRY DETENTION POND DESIGN AND CALCULATIONS
- Water Quality Volume
- Pond Volume & Surface
- Orifice Sizing & Dewatering Calcs
- Bouyance Weight of Anchor Calcs
IV. BMP ANALYSIS
- Hydrograph Summary Report
- Hydrograph Pond Report
- Hydrograph Report
V. BMP APPENDIX
- USGS'Map
= Post - Construction Storm Water Ordinance Map
= Run -Off Curve Number Chart

I. BMP /DETENTION POND DESIGN SUMMARY

Waterford on the Rocky River — Ph. 4 Subdivision
BMP DRY POND DESIGN SUMMARY
DPR Project No 13052
October 20, 2014
The enclosed calculation package is to, show ,the results of the BMP design for the proposed
Waterford, Phase 4 development This .development is located 'in Kannapolis (Cabarrus
County), North Carolina, off of Jim Johnson Road just north of'NC Highway 73 The subject site
is approximately 35 6 acres and the exissting conditions consist of rolling topography of woods
and grass lands that drain towards Rocky River There is an existing ,buffer along the river
designated as River Stream Overlay District that varies from 25' ,to 65' from top of 'bank, and
shall be undisturbed The site will be developed as a single family subdivision Phase 4 is part
of the previous approved 2006 overall plan of approximate 160 ac No stormwater management
plan was required at the time The overall build- upon -area (BUA) is less than 24%
The intent of the proposed storm water 'BMP design for Phase 4 was to provide �a TSS removal
to a practical extent The 2 BMP dry detention ponds were proposed to handle the First -Inch
rainfall volume of the drainage area on the east side, of the project and designed per standards
in the'NCDENR BMP manual Additional measures such as,grass swales feeding into the BMP
ponds and the concrete level spreaders were proposed The existing vegetative' buffer within
.the River Stream Overlay District zone was to remain undisturbed to provide extra water quality'
treatment and to function as a filter to further remove pollutants
Two BMP facilities are proposed for the site BMP' — Dry Pond #1 drainage, area is
approximately 2 5 ac , BMP — Dry Pond #2 drainage area is approximately 16 5 ac. These BMP
facilities are designed to treat and control the 1St -Inch of runoff volume The watershed basins
and hydraulic path feeding into the study conveyance system were delineated using survey topo
,and existing conditions With this information, hydraulic lengths, time of concentrations (TOC)'
,.and basin slopes were determined TOC of 5 min was used for all post - developed conditions
The composite curve numbers (CN) were calculated based on the hydrologic soil types and
groups from -the U S Department of Agriculture, SCS Cabarrus County for the pre - developed
_and post - developed conditions The -total impervious areas of the development were calculated
The water quality volume of the 1St =Inch of rainfall was quantified using the Schueler simple
_method Hydraflow Hydrograph models were developed to determine the peak flows and peak
°times for the 1 -inch, 10 -year, and 25 -year storm events using SCS Unit Hydrograph with 6 -hour
storm distribution and the Kannapolis ,rainfall intensity in inches per hour The 10 =yr and larger
storm events were analyzed, though no ,peak discharge controls were, proposed for these lager
storm events
The enclosed calculation package will highlight the results of the stormwater plan for the
.proposed _residential development - Detailed maps, calculations, results and details are
included Please see the - enclosed Construction Documents and details for additional
information The estimated pollutant removal calculation (for TSS) is on the following page
T IPROJECTS120, 14• PROJECTS11401,61CALCSIBMP113052 -BMP Narrative doc

With the combined use of dry detention ponds, grass swales, level spreader outfalls and a 30'
min riparian buffer„ based on the formula for BMP's in series in chapter 3 of the NCDENR
Stormwater Management manual, the, expected final TSS removal' at each BMP is 88% (see
below)
E= A +B- 11100 (4B)l
Where: E = Total pollutant reof6val efficiency*-( %)
A = ,Efficiency of the First or Upstream BMP
B = Efficiency of the Second. <or Downstream BMP
UpstVeaFn
Dry,Pond
50 g0'-
Downstream,
Level= Spreader',
40
Subtotal'
E,,= A +B -, (AxB) /100)
1 70 %
Upstfeam
S613t6tal
70 %
bownstream
Riparian Buffer
60
Total
- A +'B'- [(Ax6) /100)'
88 %
T,IPROJEGTS12014 PROJECTSV140161CALCSIBMP113052 -BMP Narrative doc

II. BMP EXHIBITS AND CALCULATIONS

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Waterford Ph. 4 DPR ASSOCIATES Prepared by : DDS
DPR Job #: 13052 Time of Concentration Checked by: HVN
Location: Kannapolis, NC (Pre - Developed) Date: 3 -28 -14
Rev.: 10 -8 -14
Sheet Flow
alculation
BMP #1
Surface Description (table 3 -1)
grass
2.4
n, Manning's roughness coeff.
0.24
3.0
L, Flow Length (L <= 300 ft)
150
(ft.) (CMSWDM # 1.6.5.2)
PZ, Two -yr 24 -hr rainfall
3.48
(in.)
Elevation (upper) =
670
16.7
Elevation (lower) =
657
s, Land Slope ( %)
0.087
(ft. /ft.)
V, Velocity = 0.22(S)0 4(L)O Z
0.2253
(ft. /sec.)
Time of Concentration, TT = 0.42(n L)° e / P2 5SO4 =
10.53
(min.) (CMSWDM # 2.6.5.3)
Shallow Concentrated Flow
Surface Description (paved /unpaved)
L, Flow Length
Elevation (upper) _
Elevation (lower) _
s, Watercourse slope
c, Manning's surface coeff.
V, Average velocity = c (S)o s
Time of Concentration, T, = L / (60 x V) _
Channel Flow:
Wetted Perimeter =
Hydraulic Radius =
Manning's Coefficient (n) _
Elevation (upper) _
Elevation (lower) _
Channel Slope
Velocity (fps) _
T(t) (min.) _
Total Time of Concentration, Tc _
unpaved
375.0
657
639
0.048
16.13
3.53
1.77
(ft.)
(ft. /ft.)
(ft/sec.)
(ft/sec. )
(min.)
(CMSWDM # 2.6.5.4)
(CMSWDM # 2.6.5.3)
15.00
Bottom Width (ft) =
2.4
1.1
Side Slope (X:1) =
3.0
0.048
Depth (ft) =
2.0
641
Flow Length (ft) =
4
640.1
Channel Area (sf) =
16.7
0.225
1.58
(CMSWDM # 2.6.5.5)
0.04 (min.)
12.30 (min.) Time = 12 (min.)
Hydraulic Length = 529
Basin Slope = 0.060
T: \PROJECTS\2013 PROJECTS \13052 \CALCS \BMP \13052 -TOC- Pre - Devl.xls Sheet: 1 of 1

Waterford Ph. 4 DPR ASSOCIATES Prepared by. DDS
DPR Job #: 13052 Time of Concentration Checked by: HVN
Location: Kannapolis, NC (Pre - Developed) Date: 3 -7 -2014
Rev.: 10 -8 -14
Time of Concentration Calculation
Sheet Flow
BMP #2
Surface Description (table 3 -1)
grass
n, Manning's roughness coeff.
0.24
L, Flow Length (L <= 300 ft)
200 (ft.)
(CMSWDM # 2.6.5.2)
P2, Two -yr 24 -hr rainfall
3.48 (in.)
Elevation (upper) =
711
Elevation (lower) =
701
s, Land Slope ( %)
0.050 (ft. /ft.)
V, Velocity = 0.22(S)0 4(L)0 2
0.1915 (ft. /sec.)
Time of Concentration, TT = 0.42(n L)08 / P205SO4 =
16.51 (min.)
(CMSWDM # 2.6.5.3)
Shallow Concentrated Flow
Surface Description (paved /unpaved)
unpaved
L, Flow Length
1000.0 (ft.)
(CMSWDM # 2.6.5.4)
Elevation (upper) =
701
Elevation (lower) =
663
s, Watercourse slope
0.038 (ft. /ft.)
c, Manning's surface coeff.
16.13 (ft/sec.)
V, Average velocity = c(S)05
3.15 (ft/sec.)
Time of Concentration, T, = L I (60 x V) =
5.30 (min.)
(CMSWDM # 2.6.5.3)
Channel Flow:
Wetted Perimeter = 34.14
Bottom Width (ft) =
12.0
Hydraulic Radius = 2.3
Side Slope (X:1) =
3.0
Manning's Coefficient (n) = 0.048
Depth (ft) =
3.5
Elevation (upper) = 663
Flow Length (ft) =
400
Elevation (lower) = 641
Channel Area (sf) =
78.8
Channel Slope ( %) = 0.055
Velocity (fps) = 1.27
(CMSWDM # 2.6.5.5)
T(t) (min.) =
5.25 (min.)
Total Time of Concentration, T,, _
21.81 (min.) Time = 22 (min.)
Hydraulic Length = 1,600
Basin Slope = 0.044
T:IPROJECTS\2013 PROJECTS1130521CALCSIBMP 113052 -TOC- Pre- Devl.xls Sheet: 1 of 1

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Project: Waterfod - Ph. 4 DPR ASSOCIATES, INC Prepared by: DDS
DPR Job M 13052 Impervious Estimates Checked by: HVN
Location: Kannapolis, NC Travertine - BMP #1 Date: 6 -24 -14
Rev.: 10 -8 -14
3,400 sf x 8.5 lots .................................................. ............................... 28,900 sq ft = 0.66 ac
(Avg. lot pad= 2,710 sf + 18'x25' DAN + 4'x10' sidewalk + 100 sf patio + 100 sf misc. allocation)
Streets:
Streets & Sidewalks 0,000 sq ft = 0.00 ac
0 0,000 sq ft = 0.00 ac
0,000 sq ft = 0.00 ac
Sidewalk (one side Phase 4B only) :...................... ............................... 0,000 sq ft = 0.00 ac
Additional Impervious (Driveway within street R/W)
(Approx. 20 ft x 8 ft x 50 lots): ....................... ............................... 0,000 sq ft = 0.00 ac
Sub -Total 0,000 sq ft 0.00 ac
Pond (W W. S .................................................. ............................... 0,000 sq ft = 0.00 ac
istina:
0,000 sq ft = 0.00 ac
Total Impervious Area ........................................... .............................. 2_$,%Q0 sq ft = 0.66 ac
BMP2 Site Area= ................................................................................ ............................... 2.50 ac
24% Threshold ........................................................... ............................... 0.60 ac
BMPWatershed Area=...... ....................................................................... ............................... 2.50 ac
T:IPROJECTS12013 PROJECTS1130521CALCSIBMP113052- lmperpb&&Catt @ flfs12014 Sheet 1 of 1
Imperv. Area
% of Imp. Area of
% of Imp. Area of
(Ac)
Site Area
WS Area
Single Familv
0.66
26.54%
26.54%
Streets
0.00
0.00%
0.00%
Pond Cad WS
0.00
0.00%
0.00%
Existing
0.00
0.00%
0.00%
Total
0.66
26.54%
26.54%
T:IPROJECTS12013 PROJECTS1130521CALCSIBMP113052- lmperpb&&Catt @ flfs12014 Sheet 1 of 1

Project: WATERFORD - PH 4 B DPR ASSOCIATES, INC
DPR Job #: 13052 Impervious Estimates
Location: Kannapolis, NC Travertine - BMP #2
Estimated Imnervious Area Breakdown - PHASE 4 -13 oniv (Travertine Trail)
3,400 sf x 41.5 lots ................................................. ............................... 141,100 sq ft =
(Avg. lot pad = 2,710 sf + 18'x25' DAN + 4'x10' sidewalk + 100 sf patio + 100 sf misc. allocation)
Prepared by: DDS
Checked by: HVN
Date: 6 -24 -14
Rev.: 10 -8 -14
Streets:
Imperv. Area
% of Imp. Area of
Streets & Sidewalks
94,928 sq ft =
2.18 ac
0
0,000 sq ft =
0.00 ac
3.24
0,000 sq ft =
0.00 ac
Sidewalk (one side Phase 4B only) :...................... ...............................
0,000 sq ft =
0.00 ac
Additional Impervious (Driveway within street R/W)
Pond (ci) WS
0.00
(Approx. 20 ft x 8 ft x 50 lots): ....................... ...............................
10,000 sq ft =
0.23 ac
Sub -Total
104,928 sq ft
2.41 ac
Pond (d) W. S .................................................. ...............................
0,000 sq ft =
0.00 ac
Existing:
0,000 sq ft =
0.00 ac
Total Impervious Area .......................................... ............................... 1 246,028 sq ft = 5.65 ac
BMP2 Site Area= ................................................................................ ............................... 15.40 ac
24% Threshold ........................................................... ............................... 3.70 ac
BMPWatershed Area= ............................................................................. ............................... 15.40 ac
T:IPROJECTS12013 PROJECTS1130521CALCSIBMPI13052- lmperpiodbedfaltallEs2014 Sheet 1 of 1
Imperv. Area
% of Imp. Area of
% of Imp. Area of
(Ac)
Site Area
WS Area
Single Family
3.24
21.03`io
21.03%
Streets
2.41
15.64%
15.64%
Pond (ci) WS
0.00
0.00%
0.00%
Existinq
0.00
0.00%
0.00%
Total
5.65
36.68%
36.68%
T:IPROJECTS12013 PROJECTS1130521CALCSIBMPI13052- lmperpiodbedfaltallEs2014 Sheet 1 of 1

Project: Waterford Ph. 4 DPR ASSOCIATES, INC Prepared by: DDS
DPR Job No.: 13052 RUN -OFF CURVE NUMBER Checked by: HVN
Location: Kannapolis (Charlotte -Meck Storm Water Design Manual Date: 10 -08 -2014
Pre - Developed CN for BMP #1
Total Drain. Area (Ac.) 1 50
Site Soil Type
CeB, ChA
EnB, PoD
Hydrologic Soil Group Used
Land Use
Grass land (Good Cond.)
Wood (Good Cond.)
Total
Soil Group
B
C
Percentage
of Basin
0%
100%
Post - Developed CN for BMP #1
Total Drain. Area (Ac.) 2.60
Percentage
Site Soil Type Soil Group of Basin
CeB, ChA B 12%
EnB, PoD C 88%
Hydrologic Soil Group Used
Percent of
CN for
Weighted CN
Weighted
Total
Weighted
No. Acres
Drainage Area
Group 8
CN Group C
CN
Weighted CN
CN %
0
0.0%
61
74
74.0
74.0
00
1.5
100.0%
55
70
70.0
70.0
70.0
1 5
100%
74
64.9
72.4
48.7
70.0
Post - Developed CN for BMP #1
Total Drain. Area (Ac.) 2.60
Percentage
Site Soil Type Soil Group of Basin
CeB, ChA B 12%
EnB, PoD C 88%
Hydrologic Soil Group Used
TiPROJECTS12013 PROJECTS1130521CALCSIBMPI13052- CN.xls Sheet: 1 of 1
Percent of
CN for
Weighted CN
Weighted
Total
Weighted
Land Use
No. Acres
Drainage Area
Group B
CN Group C
CN
Weighted CN
CN %
Impervious (Onsite)
0.85
32.70/c
98
98
85.9
98.0
32.0
Open space (Good Cond.)
1.75
67.30/c
61
74
64.9
72.4
48.7
Total
2.60
100%
80 E
TiPROJECTS12013 PROJECTS1130521CALCSIBMPI13052- CN.xls Sheet: 1 of 1

Project. Waterford Ph. 4 DPR ASSOCIATES, INC Prepared by: DDS
DPR Job No.: 13052 RUN -OFF CURVE NUMBER Checked by: HVN
Location: Kannapolis (Charlotte -Meck Storm Water Design Manual Date: 10 -08 -2014
Pre - Developed CN for BMP #2
Total Drain. Area (Ac.) 16.00
Site Soil Type
CeB, ChA
EnB, PoD
Hydrologic Soil Group Used
Land Use
Grass land (Good Cond.)
Wood (Good Cond.)
Total
Soil Group
B
C
Percentage
of Basin
27%
73%
Post - Developed CN for BMP #2
Total Drain. Area (Ac.) 15.00
Percentage
Site Soil Type Soil Group of Basin
CeB, ChA B 35%
EnB, PoD C 66%
Hydrologic Soil Group Used
Percent of
CN for
Weighted
CN
Weighted
Total
Weighted
No. Acres
Drainage Area
Group
CN
Group C
CN
Weighted CN
CN %
0
50.5%
61
165
74
54.0
70.5
35.6
1.5
49.5%
55
14.9
70
51.1
66.0
32.6
74
100%
69.5
42.4
Total
15.00
100%
68.2
Post - Developed CN for BMP #2
Total Drain. Area (Ac.) 15.00
Percentage
Site Soil Type Soil Group of Basin
CeB, ChA B 35%
EnB, PoD C 66%
Hydrologic Soil Group Used
T:IPROJECTS12013 PROJECTS1130521CALCSIBMPI13052- CN.xls Sheet_ 1 of 1
Percent of
CN for
Weighted
CN
Weighted
Total
Weighted
Land Use
No. Acres
Drainage Area
Group B
CN
Group C
CN
Weighted CN
CN %
Impervious (Onsite)
5.85
39.0%
98
33.8
98
64.2
98.0
38.2
Open space (Good Cond.)
9.15
61.0%
61
21.0
74
48.5
69.5
42.4
Total
15.00
100%
80
T:IPROJECTS12013 PROJECTS1130521CALCSIBMPI13052- CN.xls Sheet_ 1 of 1

III: BMP DETENTION POND DESIGN & CALCULATIONS

Project. Waterford Phs 4 DPR ASSOCIATES, INC Prepared By: DDS
Job No.: 13052 DRY POND DESIGN Checked By: HVN
Location: Kannapolis, NC Date: 6 -24 -14
Rev 10 -14 -14
DESIGN CRITERIA PER KANNAPOLIS BMP ORDINANCE
• BMP PH 4 - DRY DETENTION POND #
1
• Total Drainage Area (A) PHASE 4A:
• Total Impervious Area "A imp" USED =
�ac
0.70 ac
(See attached Impervious Ca/cs)
• Total Water Quality Volume To Treat (First 1" of Rainfall):
WQv = (P/12) (A) (R v) (435 60)
F 2,784 cf
(Simple Method, Schueler)
P: Water Quality Design Storm, 1 st Inch of Rainfall
inch
A: Drainage Area (Impervious Area Only)
2.65 ac.
Rv. 0.05 + 0.009 (/) =
0.289
I % of Impervious Area
266%
• Total Storm Water Volume Control (1 -yr, 6 -hr Post -Dev) :
Qv = (P- 0.2S) ^2/ (P +0.8S) ' A' (43560/12) =
6,123 cf
(SCS Method)
P. Design Storm, 1 -yr 6-hr Storm Rainfall depth
205 inch
A. Drainage Area
2.65 ac.
S = 1000/CN -10 =
2.35 inch
CN Curve Number
81
• Estimated Storm Water Volume 10 -yr, 6 -hr Post -Dev:
Qv = (P- 0.2S) ^2/ (P +0.8S) ' A ' (43560/12) =
18,365 cf
(SCS Method)
P: Design Storm, 10 -yr 6 -hr Storm Rainfall depth
356 inch
A: Drainage Area
2.65 ac.
S = 1000/CN -10 =
2.05 inch
CN: Curve Number
r'3
BMP Storage Volume Provided:
Stage Surface Area
Incremental Storage
Total Storage
R s
co
638.5 1,500
0
0 Bottom of Pond
639.0 3,000
1,125
1,125
640.0 4,000
3,500
4,625
641.0 5,000
4,500
9,125
642.0 f 6,000
5,500
14.625 Top of Dam
Static Water Quality Evelation @
7-6-39-59­1 It
' Orifice Calcs For Detawering Time 2 days (48 hrs)
1 -in Storm Volume
2,784 cf
Average Surface Area
2,552 sf
Area of Outlet Orifice (so, a = ( 2)(A)h ^(1 /2)) /(c)(t)(2g)
^(1/2))
(NCDENR, Orifice Equation)
a = 0.006
where:
A= Resevoir Area, sir
2,552
Max. Orifice Diameter (inch), d = 1.09
h= Falling Head, ft
1.09
c= Discharge Coefficient
0.6
Orifice Diameter (inch) Used, d = 1.0
t= Time (48 Hrs), sec.
172,800
g= Accelleration, ft/sq.sec
32.2
a= Orifice Area (so
d= Orifice Diameter (inch)
' 1 -yr Storm CPv Draw Down Flow Rate Thru Sand Media
Q o= WQ v/ T f
D.0283 cfs
(Darcy's Law)
CPv. 1 -yr Storm Volume
cf
T f 2 days beyond center of 24hr- storm, 60 hours
216,000 sec
pnoted 10212014
TIPROJECTS12013 PROJECTS1130521CALCSI3MP 113052 -BMP Detention xis page 1 o11

Project Waterford Phs. 4 DPR ASSOCIATES, INC Prepared By: DDS
Job No 13052 DRY POND DESIGN Checked By: HVN
Location Kannapolis, NC Date. 6 -24 -14
Rev 10 -14 -14
DESIGN CRITERIA PER KANNAPOLIS BMP ORDINANCE
• BMP PH 4 - DRY DETENTION POND #
2
• Total Drainage Area (A) PHASE 4A:
5 : ac
• Total Impervious Area "A imp" USED
1 5.63 Jac
(See attached Impervious Calcs)
• Total Water Quality Volume To Treat (First 1" of Rainfall):
WQv = (P112) (A) (Rv) (43560) =
21,191 cf
(Simple Method. Schueler)
P: Water Quality Design Storm, 1st Inch of Rainfall
inch
A: Drainage Area (Impervious Area Only)
1535 ac
R v: 0.05 + 0.009 (1) =
0.380
I % of Impervious Area
36.7%
• Total Storm Water Volume Control 0 -yr, 6 -hr Post -Dev):
Qv = (P- 0.2S) ^2/ (P +0.8S) " A ` (43560/12) =
35,464 cf
(SCS Method)
P. Design Storm, 1 -yr 6-hr Storm Rainfall depth
205 inch
A. Drainage Area
15.35 ac.
S = 1000 /CN -10 =
2.35 inch
CN. Curve Number
81
• Estimated Storm Water Volume 10 -yr, 6 -hr Post -Dev:
Qv = (P- 0.2S) ^2/ (P +0.8S) ' A ' (43560/12)
F 106.378 cf
(SCS Method)
P. Design Storm, 10-yr 6 -hr Storm Rainfall depth
3 5r inch
A: Drainage Area
15.35 ac
S = 1000 /CN -10 =
2.05 inch
CN: Curve Number
83
BMP Storage Volume Provided:
Stage Surface Area
Incremental Storage
Total Storage
ft s
634.0 5,450
0
Bottom of Pond
635.0 7,450
6,450
6,450
636.0 9,500
8,475
14,925
637.0 11,350
10.425
25,350
638.0 13,350
12,350
37,700
Static Water Quality Evelation @
636.60 R
Orifice Calcs For Detawering Time 2 days (48 hrs)
1 -in Storm Volume
21,191 cf
Average Surface Area
8,147 Sf
Area of Outlet Orifice (so, a = ( 2)(A)h ^(1 /2)) /(c)(t)(2g)
^(1/2))
(NCDENR, Orifice Equation)
a = 0.032
where:
A= Resevoir Area. sf 8,147
Max Orifice Diameter (inch), d = 2.41
h= Falling Head, it 2.60
c= Discharge Coefficient
Orifice Diameter (inch) Used, d = 2.0
t= Time (48 Hrs), sec.
g= Accelleration, fr/sq.sec
a= Orifice Area (SO
d= Orifice Diameter (inch)
1 -yr Storm CPv Draw Down Flow Rate Thru Sand Media
Q o= WQ v/ T f
0.1642 cfs
(Darcy's Law)
CPv: 1 -yr Storm Volume
cf
T f 2 days beyond center of 24hr- storm, 60 hours
216,000 seC
T: IPROJECTS12013 PROJECTS1130521CALCSIBMPU3052 -BMP Detention xls page 1 of 1

IV. BMP HYDROGRAPH ANALYSIS

BMP HYDRAFLOW, HYDROGRAPH ANALYSIS
INDEX OF CONTENTS
I. POND.SUMMARY REPORT (BMP #1 & BMP #2) — FIRST 1 INCH
Post- Developed Storm (All)
= Post - Developed Storm (Routed)
-,Pond Report
-,Pond Report
II. POND SUMMARY REPORT (BMP #1 & BMP #2) — 10 YEAR STORM
- Pre - Developed Storm
- Post - Developed Storm (All)
- Post - Developed Storm (Routed)
III. POND SUMMARY REPORT (BMP #1 & BMP #2) — 25 YEAR STORM
- Pre - Developed Storm
- Post - Developed Storm (All)
- Post - Developed Storm.(Routed)
IV. POND SUMMARY REPORT (BMP #1 & BMP #2) — 100 YEAR STORM
- Pre - Developed Storm
- Post - Developed Storm (All)
- Post - Developed Storm (Routed)

Hydrograph Summary Report
Hydraflow "Hydrographs Extension for AutoCAD ®Civil 3D® 2011 by Autodesk, Inc v8
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)
(cult)
(ft)
(cult)
2
SCS Runoff
0 000
2
n/a
0
- - - - --
- - - - --
- - - --
BMP #1, Pre - Developed, MARR
4
SCS Runoff
0 492
1
147
972
- - - - --
- - - - --
- - - - --
BMP /Dry Del: Pond 1, Post Dev 1 inch
5
Reservoir
`0 015
1
293
929
4
63888
860
BMP 1 Routed 1 inch -6hr
7
- -_ --
- - - - --
BMP /Dry Det Pond #2, Post Dev All
g
P #1 Routed All -6hr
12
SCS Runoff
0 000
2
n/a
0
- --
- - - - --
- - - - --
BMP #2,'Pre- Developed„ MARR
14
SCS Runoff
2,848
1
147
5;629
- - - - --
- - - - --
- -_ ---
BMP /Dry�Det Pond 2, Post Dev finch
15
Reservoir
0 087
1
293
5,492
14
63477
4,994
BMP 2 Routed 1 inch -6hr
1
- - -_ --
I
BMP /Dry bet Pond #2, Post Dev All
- - - - --
- - - - --
18
Resefvew
G GGE)
1
---ft/a
0
17
63409
BMP #2 Routed All -6hr
n
13052- Hydraflow=BMPs gpw
Return Period Year
Monday, Oct 20, 2014

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2011 by Autodesk, Inc. v8
Hyd. No. 4
BMP /Dry Det. Pond 1, Post Dev 1 inch -6hr Storm
Hydrograph type
= SCS Runoff
Storm frequency
= �-yrs
Time interval
= 1 min
Drainage area
= 2.650 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 1.00 in
Storm duration
= Custom Storm.cds
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
Monday, Oct 20, 2014
Peak discharge
= 0.492 cfs
Time to peak
= 147 min
Hyd. volume
= 972 cuft
Curve number
= 81
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Custom
Shape factor
= 484
BMP /Dry Det. Pond 1, Post Dev 1 inch -6hr Storm
Hyd. No. 4 - -S$ Year � S ►�C� Q (cfs )
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
000
0 30 60 90 120 150 180 210 240 270 300
Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. v8
Monday, Oct 20, 2014
Hyd. No. 5
BMP 1 Routed 1 inch -6hr
Hydrograph type
= Reservoir
Peak discharge
= 0.015 cfs
Storm frequency
= 3-Yf-S -FilL9t
Time to peak
= 293 min
Time interval
= 1 min
Hyd. volume
= 929 cuft
Inflow hyd. No. =
4 - BMP /Dry Det. Pond 1, Post0mv. Elahrrt Storm
= 638.88 ft
Reservoir name
= Dry Detention Pond #1
Max. Storage
= 860 cuft
Storage Indication method used.
BMP 1 Routed 1 inch -6hr
Q (cfs) Hyd. No. 5 -- 3 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
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
Hyd No. 5 Hyd No. 4 L= I Total storage used = 860 cuft

Pond 'Report
Hydraflow Hydrographs °Extension for'AutoCAD® Civil 3D ®,201'1 by Autodesk, Inc v8,
Monday, Oct 20, 2014
Pond No. 1 = Dry'Detention Pond #1
Weir Structures
Pond Data
Contours = User - defined contour areas _Average end area method
used for volume calculation Beglning Elevation = 638 50 ft
Stage / Storage Table
[C]
[PrfRsr]
Stage�(ft) Elevation (ft) Contour area (sqft)
Incr ,Storage (cuft)
Total storage (cuft)
000 63850 1,500
0
0
050 639 00 3,000
1,125
1,125
1 50 64000 4,000
3,500
4,625
250 641 00 5,000
4,500
9,125
350 64200 6',000
5,500
14,625
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 1500
1 00
000
000
Crest Len (ft)
= 900
2000
5500
000
Span (in)
= 1500
1 00
000
000
Crest El (ft)
= 63960
641 25
64200
000
No, Barrels
= 1
1
0
0
Weir Coeff
= 333
333
333
333
Invert El. (ft)
= 63830
63850
000
000
Weir Type
= Rect
Rect
Rect
- --
Length (ft)
= 2700
050
000
000
Multi -Stage
= Yes
No
No
No
Slope( %)
= 074
000
000
n/a
N =Value
= 013
013
013
n/a
Onifice Coeff
= 060
060
060
060
Exfil (in /hr)
= 0 000 (by
Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 000
Stage (ft)
-
400
— 300
200
1 00
1111111111110
- 000 t I
000 500
Total,Q
Note Culvert/Onfice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage I Discharge
1000 15`00 2000 2500 3000 3500, 4000 4500 5060
Elev (ft)
64250
641 50
6,4050
63950
1 63850
5500
Discharge (cfs)

Pond Report
Hydraflow Hy"drographs,,Extension for AutoCAD® Civil 3D@2011 by Autodesk, Inc v8
Pond No. 1 - Dry Detention Pond #1
Pond Data
Contours - User- defined contour areas Average'end area method,used,for volume calculation Beglning Elevation = 638 50A
Stage / Storage Table
Stage'(ft) Elevation,(ft) Contour area (sgft) Incr Storage (cuft) Total storage (cuft)
000 63850 1,500 0 0
050 63900 3,000 1,125 1,125
1 50 64000 4,000 3,500 4,625
250 64'1 00 5,000 4,560 9,125
350 64200 6,006 5,500 14,625
Monday, Oct 20, 2014
Culvert / Orifice
Structures
Weir Structures
[A]
[B] [C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 1500
1 00 000
000
Crest Len (ft)
= 900
2000
5500
000
Span (in)
= 15 00
1 00 0300
0100
Crest El. (ft)
= 639 60
64,1 25
64200
000
No Barrels
= 1
1 0
0
Weir Coeff
= 333
333
333
3'33
Invert El (ft)
= 63830
6385o 0 00
000
Weir Type
= Rect
Rect
Rect
- --
Length,(ft)
= 2700
050 0,00
0'00
Multi -Stage
= Yes
No
No
No
Slope ( %)
= 0 -74
000 000
n/a
N -Value
= 013
013 013
n/a
Orifice Coeff
= 0610
060 060
060
Exfil.(in/hr)
= 0 000 (by Contour)
Multi -Stage
= n/a
Yes No
No
TW Elev ,(ft)
= 0100
Note Culvert/Orifice outflows are analyzed under inlet (ic) and
outleb(oc) control Weir
risers checked for orifice conditions (,c) and submergence (s)
Stage I Storage'! Discharge Table
Stage Storage, Elevation
Clv A
= Clv B Clv
C PrfRsr
Wr A,
Wr'B
Wr C
Wr ,D
Exfil User Total
ft cult
ft
cfs
cfs cfs
cfs
cfs
cfs
cfs
cfs
cfs cfs cis
000
0 63850
000
-000 - --
- --
000
000
000
--
- - 0 000
005
113 63855 _
0 20 Ic
0 00 Ic - --
- --
000
000
0 00
- --
- -- - -- 0 003
010
225 63860
0 20 Ic
001 is - --
- --
000
0 00
000
- --
- -- 0 006
015
338 63865
0 20 is
001 Ic - --
- --
000
000
000
--
-- - -- 0 009
0 20
450 63870
0 20 is
001 is - --
--
000
000
000
--
-- -- 0-010
0,25
563 63875-
0 20 is
001 Ic, --
- --
000
000
000
- --
- -- - -- 0 012
030
675 63880
0 20 is
-001 is
- --
000
000
000
- --
- -- - -- 0 013
035
788 63886
0 20 is
-001 is --
- --
000
000
000
- --
- -- -- 0 015
040
900 63890
0 20 is
0 02 is --
- --
000
000
000
- --
- -- -_- 6 616
645
1,013 63895
0,20 Ic
0 02 is v
- --
000
0 00
000
--
- -- - -- 0 017
0,50
1,125 63900
0 20 is
0 62 is - -
- --
0,00
0 00
0 00
- --
- -- - -- _ ' 0 018
060
1,475 639 10'
0 20 Ic
0 02 is -
- --
000
000
000
- --
- -- - -- 0 020
070
1,825 63920,
0,20 Ic
0 02 is - - --
- --
000
0 00
000
- --
- -- 0 021
0 80
2,175 63930
0 20 is
0 02 is - --
- --
000
000
000
--
- -- - -- 6 023
090
2,525 63940
0120 Ic
0 02 Ic - --
- --
000
0100
000
- --
- -- - -- 0 024
1 00
2,875 63950
0 20,ic
0 03 is -
- --
000
000
000
- --
- -- - -- 0 026
1 -10
3,225 63960
0.20 is
0'03 is - --
-
000
000
000
- --
- -- - -- 0 027
1 20
3,575 63970
0 97 Ic
0 03,ic - --
-
095
0100
000
-
-- -- 0 971
1 30
3,925 639'80,
2 70,oc
0 02.ic - -
-
2 "68
000
000
--
- -- - -- 2 696
140
4,275 63990
4 21oc
0 01 Ic - --
- --
4 22 s
0 00
0'00
--
- -- - -- 4 233
1 50
4,625 640 00
5 02 oc
0 01 Ic --
--
5 02 s
666
0 00
- --
- -- - 5 023
1 60
5,075 64010-
5 59 oc
0 01 is -
- --
5 59 s
000
000
- --
- - 5 593
110
5,525 640120
6 06 oc
0,01 is - --
- --
6 05 s
0 "00
000
- --
- -- - -- 6 055
1 80
5,975 640 30
6 46 oc
0 00'Ic - --
-
6 46�s
000
000
- --
- -- - -- 6 462
1 90
6,425 640 40
6 83 oc
0 00 Ic -
-
6 83 s
0 00
000
--
- -- - -- 6 830
200
6,875 64050
7 18 oc
0 00 is - --
-
7 16`s
000
000
- --
- -- - -- 7 166
210
7,325 64060
7 50,oc
0 00 Ic - --
- --
7 49 s
000
000
- --
- -- -- 7 489
220
7;775 1640 70'
7 81 oc
0 00 is --
- --
780,s
000
000
- -- - 7 803
230
8,225 64080
8 06 is
0 00 Ic - --
--
805,s
000
'000
- --
-- -- 8 053
2 40
8,675 64090
8 28 is
0 00 Ic - --
-
8 25,s
0 OQ
000
-
- -- - -- 8 253
250
9,125 641 00
8 49 16
0 00 Ic - --
- --
8 48;s
000
000
--
- -- - -- 8 483
'2 60
9;675 641 10
'8 70 is
'0 00 Ic - --
- --
8 66 s
000
0 00
- --
- -- - -- 8 667
270
10,225 641 20
8 90 is
0 00 IC - --
- --
8 85.s
000
0 00
- --
- -- - -- 8 853
280
10,775 641 30
9 09 is
0 00 is -
- --
9 08 s
074
000
- --
- -- - -- 9 829
290
11,325 64140
9 28 is
0 00 is - --
- --
9 28 s
387
000
- --
- -- -- 13 15
3 00
11,875 641 50
9 47 Ic
0 00 Ic - --
- --
9 47 s
832
000
--
- -- - -- 17 79
310
12,425 641 60
9 65 is
0 00 is - --
- --
961 s
1379
000
- --
- -- - -- 2340
320
12,975 641 70
9 89 is
0 00 Ic - --
- --
9 77 s
2009
000
- --
- -- - -- 2987
Continues on next page

Dry Detention Pond #1
Stage /Storage,/ Discharge Table
Stage
Storage
Elevation
Clv A
ft
cuft
ft
cfs
330
13,525
641 80
10 01 is
340
14,075
641 90
10 18 is
3,50
14,625
64206
10 35 is
End
-- 10 30 s
43.26
000
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfd User Total
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs cfs
0 00 is - --
- 1b 00 s
2715
000
- -- - -- - -- 3716
0 00 is - --
— 10 Ms
3488
0.00
- -- - -- - 4497
0 00 is - --
-- 10 30 s
43.26
000
- - -- — 5356

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2011 by Autodesk, Inc. v8
Hyd. No. 14
BMP /Dry Det. Pond 2, Post Dev 1 inch -6hr Storm
Hydrograph type
= SCS Runoff
Storm frequency
= ajIF -6 ti J.,,Q�
Time interval
= 1 min
Drainage area
= 15.350 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 1.00 in
Storm duration
= Custom Storm.cds
Q (cfs)
3.00
2.00
1.00
8WATIN
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP /Dry Det. Pond 2, Post Dev 1 inch -6hr Storm
Hyd. No. 14 -- .3-*esr 1,4- -1,O_ —,-
Monday, Oct 20, 2014
2.848 cfs
147 min
5,629 cuft
81
Oft
5.00 min
Custom
484
Q (cfs)
3.00
2.00
1.00
WWATII
0 30 60 90 120 150 180 210 240 270 300
Hyd No. 14 Time (min)
--

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Monday, Oct 20, 2014
Hyd. No. 15
BMP 2 Routed 1 inch -6hr
Hydrograph type
= Reservoir
Peak discharge =
0.087 cfs
Storm frequency
= 3-y s
Time to peak =
293 min
Time interval
= 1 min
Hyd. volume =
5,492 cuft
Inflow hyd. No.
= 14 - BMP /Dry Det. Pond 2, PoH&e\EUm�ix&hr Storm =
634.77 ft
Reservoir name
= BMP Dry Detention Pond #2
Max. Storage =
4,994 cuft
Storage Indication method used.
Q (cfs)
3.00
2.00
1.00
0.00 1
0 300
-- - Hyd No. 15
BMP 2 Routed 1 inch -6hr
Hyd. No. 15 ---3- 'Fear ; 1-10�1
600 900
1200
1500
1800 2100 2400 2700
Hyd No.
14
1 I I -EH I
Total storage used = 4,994 cult
Q (cfs
3.00
2.00
f9df
—1 0.00
3000
Time (min)

Pond Report
Hydraflow Hydrographs Extension for AutcCAD®Clvil 31302011 by Autodesk, Inc v8
Monday, Oct 20, 2014
Pond No: 4­
BMP Dry Detention Pond #2
Pond Data
Contours - User - defined contour areas Average end area method used
for volume calculation Begining Elevation =_634 00 ft
Stage) Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr.,Storage (cult)
Total storage (cuft)
000
63400
5,450
0
0
1 00
63500
7,450
6,450
6,450
200
636 00
9,500
8,4,75
14,925
3 00
63700
11,350
10,425
25,350
400
63800
13,350
12,350
37,700
Culvert,/ Orifice Structures
Weir Structures
[A]
[B] [C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 3600
200 000
000
Crest Len (ft)
= 1700 3000
30000
000
Span (in)
= 3600
2 00 000
000
Crest El. (ft)
= 63660 63725
63800
000
No Barrels
= 1
1 0
0
Weir Coeff
= 333 333
333
333
Invert El (ft)
= 63370
63400 000
000
Weir'Type
= Rect Rect
Rect
- --
Length (ft)
= 2700
050 000
000
Multi -Stage
= Yes No
No
No
Slope ( %)
= 074
000 000
n/a
N -Value
= 013
013 013
n/a
Orifice Coeff.
= 060
060 060,
060
Exfil (in /hr)
_ 0 000;(by Contour)
Multi-'Stage
= n/a
Yes No
No
TW Elev.'(ft)
= 000
Stage (ft)
400
300
200
1 00
000 ' '
00 100
Total Q
Note, CuNert/Orfice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s)
Stage./ Discharge
200 300 400 500 600 700 800 900 1000 1100
Elev (ft)
63800
63700
63600
63500
1 63400
1200
Discharge (cfs)

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D ®'2011 byrAutodesk, Inc v8 Monday, Oct 20, 2014
Pond, No. 4 - BMP Dry Detention ,Pond #2
Pond Data
Contours - User - defined contour areas Average end area - method usedJor volume,calculatlon Beglning Elevation:= 634 00 ft
Stage.[Storage Table
Stage (ft) Elevation (ft)
000 63400
1 00 63500
200 63600
3 00 63700
400 63800
Contour area (sgft)
5,450
7,450
9,500
11,350
13,350
Incr Siorage,(cuft)
0
6,450
'5,475
10,425
12,350
Total storage (cuft)
0
6,450
14,925
25,350
37,700
Culvert I Orifice Structures
Weir Structures
[A]
[B] [C]
[PrfRsr]
[A]
[B]
[C] [D]
Rise (in)
=
3600
200 0'00
000
Crest Len (ft) =
1700
3000
30000 000
Span (in)
=
3600
200 000
000
Crest El (ft) =
63660
63725
63800 000
No- Barrels
=
1
1 0
0
Weir Coeff
=
333
333
333 333
Invert El (ft) =
63370
63400 006
000
Weir Type
=
Rect
Rect
Rect -
Length (ft)
=
2700
050 0'00
000
Multi -Stage
=
Yes
No
No No
Slope ( %)
=
074
000 000
n/a
N -Value
=
013
013 013
n/a
Orifice Coeff. =
060
060 060
060
Exfil (in/hr)
=
0 000 .(by
Contour)
Multistage
=
n/a
Yes No
No
TW Elev. (ft) =
000
Note Culvert/Onfice outflows are
analyzed under inlet (tc) and
outlet (oc) control Weir
risers checked for orifice conddions'(ic) and submergence (s)
Stage I Storage,/ Discharge Table
,Stage
Storage
-Elevation
CIv,A
Clv B
CIvaC
PrfRsr
Wr A
Wr B
Wr C
Wr D Exfil User
Total
,ft
cult
ft
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs cfs cfs
cfs
000
0
63400
0100
0 700
- - -.
- -
000
000
0.00
-- -- --
0 000
010,
645
63410
0469 is
0:01 Ic
- --
=
0100
0100
000
- -- -- - --
0'015
020
1 -,290
634 20�
0 69 is
0 "04 is
- --
__-
000
000
000
- -- -- --
0 036
030
1,935
63430
0 69'ic
0`05 Ic
- --
- --
000
000
000,
- - -- - --
0 049
040
2,580
63440
0 69 Ic
0'06 Ic
--
-
0100
000,
0'00,
- -- - -- - --
0 059
-050
3,225
634,50
0 69 Ic
0.07 Ic
- --
- --
000
000
000
- -- -T
0 068
060
3,870
63460
0 69 is
0 08 Ic
- --
000
000
0 00.
-- -- -
0 075
070
A,'515
63470
0 69 is
0'08 is
=-
- --
000
0 00
0 00
-- - -- -
0 082
-080
5,160
634 80
6 69 Ic
6J9 Ic
- --
- --
000
000
000
- -- -- - --
0 089
090
-5,805
63490
0 69 Ic
0 09'ic
- --
--
000
000
000
- -- -- --
0 095
-1 00
6,450
635`00
0 69 Ic
0 1011c
-
- --
000
000
000
- -- - -
0 101
1 10
7,298
63510
0 69 is
0 -11 Ic
--
- --
000
000
000
=- - _
0 106
1 20
8,145
63520
0 69 is
0 1,1 is
--
--
000
000
000
- -- - -- - --
0 111
1 30
8,993
63530
0 69 Ic
0 12 is
-
- --
000
000
000
- -- - -- -
0.116
140
9,840
63540
0 69 Ic,
0 12 Ic
-
- --
000
000
000
-- - -- -
0 121
-1 50
10,688
63550
0 69 Ic
0.13 Ic
--
- --
000
000
000
- - -- -
0 125
1 60
11,535
63560
0 69 Ic
0 13,Ic
-
- --
boo
0 00
000
-- - -- -
0 129
1 70
12,383
635-70
6 69 Ic
0 13 is
- --
- --
000
000
000
- -- -- -
0.134
1 80
13,230
63580
0 69 is
0 14 is
- --
- --
000
000
000
- -- - -
0 138
1 90
14,078
63590
0 69 Ic
0 14 Ic
-
000
000
000
-- -- -
0 142
200
14,925
63600
0 69 Ic
0 15 is
- --
--
000
000
000
- -- - -- -
0 145
210
15,968
63610
0 69 Ic
0 15 is
--
- --
000
000
000
- -- -- --
0 149
2 -20
17,010
63620
0'69 is
0 15 Ic
--
-
000
000
000
- -- -- -
0 153
-230
18,053
636'30
0 69 Ic
0 16 is
- --
- --
000
000
000
- -- - -- --
6 -156
240
19,095
63640
0 69 Ic
0 16 Ic
- --
- --
000
000
000
- -- - -- - --
0 160
250
20,138
636'50
0 69 is
0 16 is
- --
- --
0.00
0 00
000
-- - -- - --
0 163
2'60
2,1,180
_ 636.60
0 69 is
0 17 is
- --
- --
000
000
000,
- -- - -- - --
0 167
270
22,223
636 70
2 02,Ic
0 17'ic
- --
--
1 79
000
000
- -- - - --
1 952
280
23,265
6S680
5 29 oc
0 1'5 Ic
- --
- --
506
000
000
- -- - -
5 21'1
290
24,308
63690
9 54 oc
0 14 Ic
- --
- --
929
000
000
- -- - - --
9 432
300
25,350
637'00
14 53 oc
0 12 Ic
--
- --
1432
000
000
- -- _ - -
1444,
3`10
26,585
637'10
19 54' oc
0'07 Ic
- --
-
19 47 s
000
000
- -- - -_ --
19 54
3 20
27,820
637,•20
24 17 oc
0 07'ic
- --
_-
24 10 s
000
0 00
- - -- -
2417
330
29,055
6373d
28 58 oc
0 06 Ic
--
-
2851 s
111
0100
- -- - -- -
2969
3'40
30,296
637:40
32 58 oc
0 66`Ic
--
- --
32 51 s
5,80
000
- -- - -- --
38,37
3'50
31,525
637, 50
36 16 oc
0`061ic
- --
- --
36 12 s
1248
000
- -- - -- - -
4866,
360
32,760
637 60
39 44 oc
6106wic
- --
- --
39 38 s
2068
0'00
- -- - -- - --
60 -12
370
33,995
63770
42 40 oc
6�05,Ic
- --
- --
42,34s
3014
&00
- -- -- _-
72 53
Contmueslon+next page -

BMP Dry Detention Pond #2
Stage/ Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs cfs
380
35,230
63780
45 10 oc
0 05 is --
-- 45 04 s
4073
000
- -- - -- - -- 8582
390
.36,465
63796
47 60 oc
0 05 is - --
- -- 47 54 s
5233
000
- -- - - = 9991
4o6
37;700
63800
49 92 oc
0 05 is - --
- -- 49 87 s
6489
000
-- - -- - -- 11480
End

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2011 by Autodesk, Inc v8
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)
2
SCS Runoff
2 895
2
190
6,752
- - - - --
- - - - --
- - - - --
BMP #1, Pre - Developed, MARR
4
SC
—BMP/Dry Det Pond 1, Post Dev 1 inch
5
1 Routed .1 inch -6hr
- -
— - --
7
SCS Runoff
1093
1
184
18,951
= -- =
- - - - --
- - --
BMP /Dry Det Pond #2, Post-Dev All
8
Reservoir
6 407
1
191
18,582
7
647029
5,913
BMP #1 Routed All -6hr
12
SCS Runoff
1992
2
198
61,944
- -- _
- - - - --
- - = --
BMP #2,',Pre- Developed, MARR
14
--
-
- -- --
- - --
MP /Dry Det Pond 2'„ Post Dev 1 inch
Routed 1 inch -6hr
17
SCS Runoff
6328
1
184-
109,772
-- --
— --
- - --
BMP /Dry Det Pond #2, Post Dev All
18
Reservoir
5256
1
188
106,691
17
63754
31,946'
BMP #2 Routed All -6hr
r1302-Hydraflow-BMPs gpw
Return Period 10 Year
Monday, Oct 20, 2014

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8
Hyd. No. 2
BMP #1, Pre - Developed, MARR
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 1.550 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.75 in
Storm duration
= 6.00 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #1, Pre - Developed, MARR
Q (cfs) Hyd. No. 2 -- 10 Year
3.00
0 11
1.00
rAWNTAN
Monday, Oct 20, 2014
2.895 cfs
190 min
6,752 cuft
70
Oft
12.00 min
Synthetic
484
Q (cfs)
3.00
2.00
1.00
WINTaI
0 60 120 180 240 300 360 420
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2011 by Autodesk, Inc. v8
Hyd. No. 7
BMP /Dry Det. Pond #2, Post Dev All Storms
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 2.650 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.75 in
Storm duration
= 6.00 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMPIDry Det. Pond #2, Post Dev All Storms
Q (cfs) Hyd. No. 7 -- 10 Year
12.00
10.00
8.00
6.00
4.00
2.00
0 00
Monday, Oct 20, 2014
10.93 cfs
184 min
18,951 cuft
81
Oft
5.00 min
Synthetic
484
0 60 120 180 240 300 360 420v yv
-_-- Hyd No. 7 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. v8 Monday, Oct 20, 2014
Hyd. No. 8
BMP #1 Routed All -6hr
Hydrograph type
= Reservoir
Peak discharge
= 6.407 cfs
Storm frequency
= 10 yrs
Time to peak
= 191 min
Time interval
= 1 min
Hyd. volume
= 18,582 cuft
Inflow hyd. No.
= 7 - BMP /Dry Det. Pond #2,
PoH&e\EAEN8tb ms
= 640.29 ft
Reservoir name
= Dry Detention Pond #1
Max. Storage
= 5,913 cuft
Storage Indication method used
Q (cfs)
12.00
10.00
: OI
. m
4.00
2.00
0.00 '
0
BMP #1 Routed All -6hr
Hyd. No. 8 -- 10 Year
60 120 180
Hyd No. 8 Hyd No. 7
240 300 360
1 1 I LI 1 1 Total storage used = 5,913 cuft
Q (cfs)
12.00
10.00
m
. WI
4.00
2.00
0.00
420
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. v8
Hyd. No. 12
BMP #2, Pre - Developed, MARR
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 16.000 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.75 in
Storm duration
= 6.00 hrs
Q (cfs)
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP #2, Pre - Developed, MARR
Hyd. No. 12 -- 10 Year
Monday, Oct 20, 2014
19.92 cfs
198 min
61,944 cuft
68
Oft
22.00 min
Synthetic
484
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 -
-
000
0 60
- Hyd No. 12
120 180 240 300 360
420
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8
Hyd. No. 17
BMP /Dry Det. Pond #2, Post Dev All Storms
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 15.350 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.75 in
Storm duration
= 6.00 hrs
Q (cfs)
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP /Dry Det. Pond #2, Post Dev All Storms
Hyd. No. 17 -- 10 Year
Monday, Oct 20, 2014
63.28 cfs
184 min
109,772 cuft
81
Oft
5.00 min
Synthetic
484
V vv 0 60 120 180 240 300 360 420 v V v
Time (min)
--- Hyd No. 17

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2011 by Autodesk, Inc. v8 Monday, Oct 20, 2014
Hyd. No. 18
BMP #2 Routed All -6hr
Hydrograph type
= Reservoir
Peak discharge
= 52.56 cfs
Storm frequency
= 10 yrs
Time to peak
= 188 min
Time interval
= 1 min
Hyd. volume
= 106,691 cuft
Inflow hyd. No.
= 17 - BMP /Dry Det. Pond #2, PUMf)ER&h8torms
= 637.54 ft
Reservoir name
= BMP Dry Detention Pond #2
Max. Storage
= 31,946 cuft
Storage Indication method used.
BMP #2 Routed A1111-6hr
Q (cfs) Hyd. No. 18 -- 10 Year Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
000
0 60 120 180 240 300 360 420
Time (min)
- - Hyd No. 18 Hyd No. 17 M-]1 _ l I Total storage used = 31,946 cult

Hydrograph Summary Report
Hydraflow'Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc v8
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)
(cult)
(ft)
(cuff)
2
SCS Runoff
6 051
2
188
18,029
- - - - --
- - - - --
- - - - --
BMP #1, Pre - Developed, MARR
4
—
ResWev 1 inch
5
R
,090 ---.
1.-
—n/a-.—
...
7
SCS Runoff
1775
1
184
41,950
- - - - --
- - - - --
BMP /Dry Det Pond #2, Post Dev All
8
Reservoir
8'785
1
192
41,578
7
641 16
10,025
6MP, #1 Routed A1176hr
12
SCS Runoff
4535
2
196
172,236
- - - - --
- - - - --
- - -=
BMP #2, Pre - Developed, MARR
1
Hoff
8-0
_
ost Dev 1 inch
15
34=80
MP�ltedeh=6#►�
17
SCS,Runoff
10284
1
184
242,994
- =
- - - - --
- - --
BMP /Dry, Det Pond #2; Post,Dev All
18
Reservoir
9800
1
186-
239,889
17
63789
36,297
BMP #2 Routed All -6hr
13052 - Hydraflow -BMPs gpw
Return Period 100 Year
Monday, Oct 20, 2014

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2011 by Autodesk, Inc. v8
Hyd. No. 2
BMP #1, Pre - Developed, MARR
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 1.550 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 6.38 in
Storm duration
= 6.00 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, Oct 20, 2014
6.051 cfs
188 min
18,029 cuft
70
Oft
12.00 min
Synthetic
484
BMP #1, Pre - Developed, MARR
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
1.00 ' ""
6.00
5.00
4.00
3.00
2.00
1.00
0 00
0 60
- -- Hyd No. 2
120 180 240 300 360 420vvv
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3130 2011 by Autodesk, Inc. v8 Monday, Oct 20, 2014
Hyd. No. 7
BMP /Dry Det. Pond #2, Post Dev All Storms
Hydrograph type
= SCS Runoff
Peak discharge
= 17.75 cfs
Storm frequency
= 100 yrs
Time to peak
= 184 min
Time interval
= 1 min
Hyd. volume
= 41,950 cuft
Drainage area
= 2.650 ac
Curve number
= 81
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.38 in
Distribution
= Synthetic
Storm duration
= 6.00 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
WINE
BMP /Dry Det. Pond #2, Post Dev All Storms
Hyd. No. 7 -- 100 Year
0 60 120 180 240 300 360 420
Time (min)
-- - -� Hyd No. 7

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2011 by Autodesk, Inc. v8
Monday, Oct 20, 2014
Hyd. No. 8
BMP #1 Routed All -6hr
Hydrograph type
= Reservoir
Peak discharge
= 8.785 cfs
Storm frequency
= 100 yrs
Time to peak
= 192 min
Time interval
= 1 min
Hyd. volume
= 41,578 cuft
Inflow hyd. No.
= 7 - BMP /Dry Det. Pond #2, Po!U@e\EAd1✓8tbws
= 641.16 ft
Reservoir name
= Dry Detention Pond #1
Max. Storage
= 10,025 cuft
Storage Indication method used.
BMP #1 Routed All -6hr
Q (cfs) Hyd. No. 8 -- 100 Year
18.00
15.00
12.00
d 11
H. Me
9"1
ratan
Q (cfs)
18.00
15.00
12.00
• I/
• 11,
3.00
!mil
0 60 120 180 240 300 360 420
Time (min)
Hyd No. 8 Hyd No. 7 TAI Total storage used = 10,025 cult

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D8 2011 by Autodesk, Inc. v8
Hyd. No. 12
BMP #2, Pre - Developed, MARR
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 16.000 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 6.38 in
Storm duration
= 6.00 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Monday, Oct 20, 2014
45.35 cfs
196 min
172,236 cuft
68
Oft
22.00 min
Synthetic
484
BMP #2, Pre - Developed, MARR
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
0 60 120 180 240 300 360 420
Time (min)
Hyd No. 12

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD(@ Civil 31DO 2011 by Autodesk, Inc. v8
Hyd. No. 17
BMP/Dry Det. Pond #2, Post Dev All Storms
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 15.350 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 6.38 in
Storm duration
= 6.00 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
BMP/Dry Det. Pond #2, Post Dev All Storms
Q (Cfs) Hyd. No. 17 -- 100 Year
120.00
100.00
80.00
60.00 fF
40.00
20.00
0 0 -
Monday, Oct 20, 2014
102.84 cfs
184 min
242,994 cuft
81
Oft
5.00 min
Synthetic
484
0 60 120 180 240 300 360 420vv
- Hyd No. 17 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 31DO 2011 by Autodesk, Inc. v8 Monday, Oct 20, 2014
Hyd. No. 18
BMP #2 Routed All -6hr
Hydrograph type
= Reservoir
Peak discharge
= 98.00 cfs
Storm frequency
= 100 yrs
Time to peak
= 186 min
Time interval
= 1 min
Hyd. volume
= 239,889 cuft
Inflow hyd. No.
= 17 - BMP /Dry Det. Pond #2, P(Mb:lD &b8(b(urms
= 637.89 ft
Reservoir name
= BMP Dry Detention Pond #2
Max. Storage
= 36,297 cuft
Storage Indication method used.
BMP #2 Routed All -6hr
Q (cfs) Hyd. No. 18 -- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0 60
Hyd No. 18
120 180 240 300 360 420v v-
Time (min)
— Hyd No. 17 :EHTLI 1 Total storage used = 36,297 cult

V. BMP APPENDIX

35° 27 5' N
35° 26 54" N
3 Hydrologic Sod Group — Cabarrus County, North Carolina 3
(WATERFORD PH4B)
p
522210 522250 522290 522330 522370
3
A
< Map Sole 1 1,670 if printed on A portrait (8 S' x 11 ") sheet
Meters
NN 0 20 40 80 120
A 0 50 100 200 300
Map projecbon Web Mercator Comer coordinates WGS84 Edge tics UTM Zone 17N WGS84
USDA Natural Resources Web Sod Survey
Conservation,Service National Cooperative Sod;Suryey
35° 27 5" N
0
m
M
f+�
ry
N
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01
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pNn
N
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pryO
N
Q+
M
M
mry�
N
O1
M
O
N
35"26 5N; N
522410' 522450
3
6/24/2014
Page,1 of 4

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Hydrologic Soil Group— Cabarrus County; North Carolina
Hydrologic Soil Group
,WATERFORD.PH4B
County; Nortfi(CaR rHdoS%�oup yr G = o'•h'. na�(N'i!' C«4 0 25)' _
` Summary %by ",'Map Urnt'A=
uCabar�us
s .. , >w .R
_
MaP;umtcsy bol °
is —� �- .�,,v, c i; j•- 1 _
Map`�unrt?name°
4 _ - ":_ ,m ..�.- c
'Rating
- _ y _ _
- t in AO I
_ #-.w%
V _
Pe�cenVof Aor
- _ -
_ ,'i
,Aces �o
_ - _
ChA
�Chewacla sandy'loam, 0
'B /D
4 6'
63'12%
to ,:2 percent slopes,
frequently flooded
EnB
Enon, sandy loam, 2.to,8
C
27
36 8%
percentslopes
TotalsJor Area°oflnterest
7.3
' 100.00%
Description
Hydrologic soil groups are 'based' on,estirnates of runoff potential Soils are
assigned to one, of ,four ;groups, according to the lrate�ofwater infiltration'vvhen,the
sods'are not protected by vegetation, are thoroughly•wet, and receive precipitation
from long- du ration, 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 asJollows
Group A, Soils having a high irifiltrati=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 thoroughlywet These,
consist,chiefly of moderately deep or deep, moderatelywell drained orwelldrained
soils thaf 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 ofwater,or
,soils of moderatelyfine ,,textureiorfine texture These soils�have a slow rate, ofwater
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,shnnk -swell
potential; soils that,haye a �high,water table, soils that have a,claypam or clay layer
at,or neat the surface, and;soils that rare, shallow over nearly impervious,[mater ah
These,'sods,havezvery slow rate of water'transmission
If a;soll is assigned to a dual hydrologic group (A/D, WD, or C ID,), the first letter is
for,drained'areas and the second is,for undrained areas Only the sods,that',i'n,theff
natural condition are an group' D are assigned to dual,classes
USDA Natural Resources WebRSoil'Survey 6/2412014`
Conservation Service National Cooperative, Soil Survey Page 344

Hydrologic Sod Group — Cabarrus County, North Carolina
Rating Options
Aggregation Method Dominant,Condition
Component Percent Cutoff None, Specified
Tie -break Rule Higher
WATERFORD PH4B
U�sDA Natural, Resources Web Sod Survey 6/24/2014
Conservation Service National Cooperative Sod Survey Page 4 of 4

CHAPTER 2 HYDROLOGY
Table 242
Runoff Curve Numbers'
-- --------------------- - - - - -- -Cover description -------------------------- - - - - --
Average percent
Cover type and hydrologic condition impervibus area 2/
Curve numbers,for
----- hydrologiasoil group---- -
A B C D
Fully developedwrban,areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries etc) 3r
Poor condition (grass cover < 50 %)
68
79
86
89
Fair condition (grass cover 50% to 75 %)
49
69
79
84
Good condition (grass cover > 75 %)
39
61
74
80
Imperviousyareas
Paved parking,lots „roofs, driveways, etc
(excluding right =of way)
98
98
98
98
Streets and roads
Paved,�curb"s and storm sewers (excluding
right -of -way)
98
98
98
98
Paved „open ditches (including right -of -way)
83
89
92'
93
Gravel. (including right -of -way)
76
85
89
91
Dirt (including right -of -way)
72
82
87
89
Urban districts
Commercial,and business
85
89
92
94
95
Industrial
72
81
88
91
93
Residential districts by average lot size
1/8 acre or less (town houses)
65
77
85
90
92
1/4 acre
38
61
75
83
87
1/3 acre - -
30
57
72
81
86
1/2 acre
25
5,4
70
80
85
1 acre
20
51
68
79
84
2 acres
12
46
65
77
82
Agricultural Land's
Woods
poor hydrologic condition
45
66
77
83'
fair hydrologic condition
36
60
73
79
good hydrologic condition
30
55
70
77
Developing urban areas
Newly,graded areas
(pervious areas only, no vegetation)
77
86
91
94
1 Average runoff condition, and la = 0 2S
2 Theiaverage percent impervious area shown was used to developthe composite (N's Other assumptions,areras follows impervious areas,
area directly connected to the drainage, system, impervious areas have a ON of 98, and pervious areas,are considered equivalent to open
space,m good hydrologic condition
3 CN's shown are equivalent to those of pasture Composite Ms may be computed for othefcombinations of opemspace,cover type
Source Source 2 10- V/- TR- 55,,Second Edition „June 1,986

2.4.5 Runoff Coefficient
The runoff coefficient (C) is the variable of the rational method least susceptible to precise
determination and requires judgment and understanding on the part of the design engineer. While
engineering judgment will always be required in the selection of runoff coefficients, typical
coefficients represent the integrated effects of many drainage basin parameters. Table 2 -4 gives
the recommended runoff coefficients for the Rational Method.
Table, 2 -4
Recommended Runoff Coefficient Values
Description of Area
Lawns
Wooded
Streets
Gravel Areas
Drives, walks, roofs
Bare soils
Residential (including streets):
Single - Family (Lot < 20,000 square feet = SF)
Single - Family (Lot > 20,000 square feet - SF)
Multi - family, Attached
Industrial_
Light areas
Heavy areas
Office Parks
Shopping Centers
Runoff Coefficient (C
0-30
025
095
055
0.95
Q-45
0 -60
0.50
070
M I
075
080
Note The above runoff coefficients are valid for 2 -year to 10 -year storm frequencies
only Coefficients must be accompanied with a Cr factor when used for less frequent,
higher intensity storms

35° 27 5'N
35° 26 54" N
3 Hydrologic Soil Group — Cabarrus County, North Carolina 3
(WATERFORD PH4B)
a
35° 275'N
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rn
m
g0
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q�
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rri
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91,
Ri
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35° 26 54"N
522210 522250 522290 571330 522370 522410 522450
3 3
a b,
v Nap Scale: 1:1,670 W printed on A porbat (&S' x 11) sheet. v
Meters
N
N 0 20 40 so 120
A 0 50 100 20D 300
Map projection: Web Meta Corner mordhahrs: WGS84 Edge 06: UTM Zone 17N WGS64
USDA Natural Resources Web Soil Survey 6/24/2014
Conservation Service National Cooperative Soil Survey Page 1 of 4